Deflection of Beam Supporting a Concrete Slab.....
Deflection of Beam Supporting a Concrete Slab.....
(OP)
I'm looking for a "rule-of-thumb" for steel beam deflections. I have looked in LRFD and found the L/360 for Live Load (LL) deflections but I can't seem to find anything for Total Load (TL) deflections. I've also searched the archives and nothing came up that applied to what I'm looking for.
I have a 20 ft span and I'm getting a (service) TL deflection of about 0.8 inches.
I'm trying to determine if this amount of deflection will crack the concrete floor that is supported by the steel beam?? If it will crack, to what extent will it crack (severly or just hairline cracks)??
I have no feel for acceptable deflections so I, again, must turn to you guys for advice. Any comments appreciated.
I have a 20 ft span and I'm getting a (service) TL deflection of about 0.8 inches.
I'm trying to determine if this amount of deflection will crack the concrete floor that is supported by the steel beam?? If it will crack, to what extent will it crack (severly or just hairline cracks)??
I have no feel for acceptable deflections so I, again, must turn to you guys for advice. Any comments appreciated.
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Andrew
RE: Deflection of Beam Supporting a Concrete Slab.....
RE: Deflection of Beam Supporting a Concrete Slab.....
Thanks for the reply.
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Andrew
RE: Deflection of Beam Supporting a Concrete Slab.....
You at L/300 are not meeting these limits, so it would be out of the spanish code compliance and some problems it warns off could develop.
RE: Deflection of Beam Supporting a Concrete Slab.....
The purpose to limit the deflection of steel beams is to avoid damage to other items supported on or from the beam, as concrete slabs, plastered ceilings, etc.
I would limit the deflection of the beam under the live load plus any superimposed dead load added after the concrete slab is poured to the 1/360 limit given by AISC.
AEF
RE: Deflection of Beam Supporting a Concrete Slab.....
RE: Deflection of Beam Supporting a Concrete Slab.....
RE: Deflection of Beam Supporting a Concrete Slab.....
The deflection of the steel beam can be therefore be limited to span/250, unless brittle finishes appear above the beam (on floor or wall) where span/360 would be adviseable.
The pre-cambering of the beam is generally only done for "large" spans, due to the associated costs.
RE: Deflection of Beam Supporting a Concrete Slab.....
Also, if your TL deflection is .8, I would assume your DL deflection is about .4? Its tough to camber a 20' beam so little. It probably has/had a natural camber of that when it rolled off the mill.
RE: Deflection of Beam Supporting a Concrete Slab.....
Using the procedure you suggested (in ACI 9.5.2.3) I'm getting a ridiculouly low moment and allowable deflection. This seems like a great idea but it's not working in this case (or I've made, yet another, calculation error
To: pylko,
There is not an even split in DL to LL deflection. The DL deflection makes up most of the deflection. The deflection due to the LL is around 0.20". FYI.
Thanks to everyone for the great responses.
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Andrew
RE: Deflection of Beam Supporting a Concrete Slab.....
A quick way to size the beam would be to let the Moment of Inertia =18ML where M=Moment and L=span if you are working with ultimate moments just divide by 1.5
RE: Deflection of Beam Supporting a Concrete Slab.....
RE: Deflection of Beam Supporting a Concrete Slab.....
RE: Deflection of Beam Supporting a Concrete Slab.....
When the beam deflects there is a curvature that the slab will experience (post-conc. hardening loads plus live load).
With this deflection and the moment of inertia of the slab itself (rather small) you can back-calculate the load, w, that would create that deflection in the slab over that span (delta = (5wL^4/(384EI)). This w will be very small as the slab is very flexible. The load w, creates a moment (wl^2/8) that can then be applied to the cross section of the slab and compared to the cracking moment of the slab, Mcr = frI/y where
fr = 7.5(sqrt(f'c))
I = gross moment of inertia of your slab
y = half your slab depth
You probably will see that your w, and thus your M, is so small that you don't exceed Mcr and thus the slab does not crack.
All this above to simply make the point that dlew made above that the deflection limits are usually concerned with brittle attachments and not necessarily for the concrete slab it supports.
I agree with the other comments above - we usually limit live load deflections to L/360 and total load deflections to L/240.
RE: Deflection of Beam Supporting a Concrete Slab.....
I've seen real desasters resulting of uncontrolled addition of water or poor curing methods.
RE: Deflection of Beam Supporting a Concrete Slab.....
AISC: Steel Design Guide Series#3: Serviceability Design Considerations for Low-Rise Buildings:
Considering beams supporting:
ceilings: DL.defl <= L/360 <= 1"
partions: 0.5LL.defl <= L/360 <= 3/8" to 1"
RE: Deflection of Beam Supporting a Concrete Slab.....
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Andrew
RE: Deflection of Beam Supporting a Concrete Slab.....
Here's my 2 cents worth. Good discussion.
First, your dead load deflection will not cause cracks. When the concrete is poured (and most of the dl is added) the beam will deflect. The concrete is at its heaviest prior to curing, so when it hardens it will be lighter but since the beam has already deflected no new cracks will develop.
Second, concrete will crack, there is nothing we can do about it accept try to control the size, frequency and regularity of the cracks.
Third, if you are checking a slab section for cracking under design live load, stop. I would look at a realistic expectation of live load. For instance in the commentary in the back of ASCE it says the average live load for an office building is around 11 psf. Yet we design for 50 psf (a worst case scenario load). So what I might do is take twice what the expected live load is and check the slab for that.
Fourth, if the floor is going to be covered with carpet like in a standard office building, don't worry about small cracks, they will be hidden by the covering.
Fifth, what I think is much more of a factor in building performance is are you asking them to pour a level floor or a consistant thickness of slab. This can make a helluva difference when the spans get longer. Doors can scrape floors or have huge gaps under one end. On the other hand you have to add in a surcharge of dead load if you want a flat floor. For our office we spec a flat floor and add 3-4 psf into the dl to account.
There you go. This is what we use.
Ps. We use L/270 < 1 1/2" for composite floor total load deflections. L/360 for live load deflections. We use 90% dl camber with a 3/4" minimum.