Contraction joints in suspended slabs
Contraction joints in suspended slabs
(OP)
What is everyone's thoughts on placing sawcut contraction joints in suspended slabs? I routinely place them in slabs on grade but am unsure about the wisdom of placing planes of weakness in a structural slab. Most of my suspended slabs are designed with integral beams and removable forms and are tied to the walls. I have not been able to find any guidance on this situation. Thanks.






RE: Contraction joints in suspended slabs
RE: Contraction joints in suspended slabs
The advantage of a contraction joint is that you can put sealant in it during construction, you can designate a profile for the joint (rounded edges), and it looks better.
A saw cut joint only works as a contraction joint when you saw cut the concrete before it cracks. This means you have to cut the concrete within hours of casting it (good luck with that).
RE: Contraction joints in suspended slabs
RE: Contraction joints in suspended slabs
If you need movement joints in slabs then provide a full movement joint in the form of an edge supported on a corbel or double frames with a full joint between them.
Google it and you will find many references on this.
http://www.highbeam.com/doc/1P3-262575111.html
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RE: Contraction joints in suspended slabs
http://www.ancon.co.uk/main.asp?pageID=79
for example.
RE: Contraction joints in suspended slabs
Provision of double columns at a movement joint is not an "olden practice". It is the right way to do it. Halving joints and corbels are a major cause of modern building structural distress and serviceability issues.
Who made this post so wide?
RE: Contraction joints in suspended slabs
Stay well away from sawcut joints for suspended slabs.
RE: Contraction joints in suspended slabs
RE: Contraction joints in suspended slabs
But the question was about suspended slabs. Surely you don't need a joint filler in suspended slabs where the top of the slab is in compression.
RE: Contraction joints in suspended slabs
RE: Contraction joints in suspended slabs
RE: Contraction joints in suspended slabs
What the OP described appears to be a CONTROL JOINT which essentially tries to control where the shrinkage cracks will occur making it more aesthetically appealing. I agree if the floors will be carpeted, etc. there is no reason to specify them.
However, the other type of joint is an expansion/contraction joint which actually allows differential movement to occur at a predefined locations in order to alleviate any themally imposed stresses. These are a totally differect animal than what was posted by the OP.
Since I am on the subject (and I think it is related to the original post), I am curious if anyone has utiized a two-way (flat plate) slab that was supported along the perimeter by concrete masonry bearing walls and interior by concrete columns. A collegue of mine has proposed this system and I thought there might be issues with expansion/contraction (as well as construction phasing) since the slab and exterior wall will be tied together. Any thoughts or experiences from anyone.
RE: Contraction joints in suspended slabs
RE: Contraction joints in suspended slabs
other than phasing issues, do you know if there are also issues with thermal or shrinkage restraint. I think they are thinking they can shave costs, but as noted the sequncing issues are problematic. But any special considerations for movement detailing, etc. can add add'l costs... and if not detailed properly will probably be less forgiving I would think.
RE: Contraction joints in suspended slabs
The term control joint is usually reserved for slabs on grade, not suspended slabs. Suspended slabs have movement joints, referred to by most as expansion joints, but their purpose is mostly for contraction.
Flat slabs and flat plates supported on masonry walls at the perimeter are still common where I am. You do have to design for the restraint, and this is normally done by increasing the shrinkage reinforcement in the slab and also reinforcing the walls accordingly.
RE: Contraction joints in suspended slabs
but onto subject;
Your question is a touch open, i have done a few of these building and wall length and slab span are your deciding factors.
Depending on the layout of your walls (I will assume a square for now and not post-ten) you will get high restraint forces in your slab and walls (near the corners or any returns). Depending on the length of the building (if longer than 30-40m I would put a joint in the slab and walls and use some ancon dowels) but for discussion say 30m. I would full core fill the corners and put 1-3m of horizontal reo in to ensure that the wall doesn't crack, (and all return walls).
Vertical joints in the walls can also help, will need a bit of extra reo in the slab at this points to stop reflection cracking, but I like to put some joints in the walls at corners if my wall length is above 20m.
Best to reinforce the slab as restraint to medium of high levels. Normally only a problem on the first two levels of your building then you're sweet. To work out your restraint forces, there is a good bit of info in the PCI manual.
When in doubt, just take the next small step.
RE: Contraction joints in suspended slabs
Thanks for the input... I understand they are contraction joints, however, what the original post described appeared to be a control joint (i.e., saw cut).
rowingengineer,
Correct the building will be about 30m or 100ft along one wall and 20m or 60ft along another. Thanks for the info. The proposed cmu will also be 8in and will have a stucco finish applied to the exterior. Concerning detailing at the masonry shelf, do you typically run the slab to the full thickness of the masonry or half and provide a 4in infill. Also (typically) would you run vertical rebar straight thru the slab and then hook additional bars into the slab or do you hook vertical bars into slab and then provide upturned bars from the slab into the next wall lift.
RE: Contraction joints in suspended slabs
Wall bars, I Like to continue the vertical bars and use a "u" bar at the edge of slab. But if i had a choice of your two options i would use the second.
When in doubt, just take the next small step.
RE: Contraction joints in suspended slabs
I never would have guessed you were a banana bender!
Last building I designed in north Queensland we had to tie down 12m high concrete panels against wind uplift. Some proper winds there.
MaddEngineer,
When I have previously designed large slabs sitting on brick walls I have used a sliding joint between the top of the walls and the underside of the slab. This in theory is flexible enough to give under thermal shrinkage but stiff enough to resist wind loads.
Not sure how this detail would work with multiple floors though.
RE: Contraction joints in suspended slabs
I have used a similar concept for larger building like a shopping centre with a retaining wall external(precast), 200x150m slab, 3-4 contraction joints each way. What we did here was de-bonded the corners (and any returns) from the slab for about 5m each way, then we tied the walls into the slab to give us bracing. This was a post tension slab so the connection from the wall to the slab was only a dowel in a 50dia tube that could be grouted/sealed after 30days, to allow as much contraction as possible.
When in doubt, just take the next small step.
RE: Contraction joints in suspended slabs
RE: Contraction joints in suspended slabs
When in doubt, just take the next small step.
RE: Contraction joints in suspended slabs
RE: Contraction joints in suspended slabs
When in doubt, just take the next small step.
RE: Contraction joints in suspended slabs
In order to accomodate the different volume changes between a long structural wall and a continuous floor slab, we detailed a slip joint at the ledge and cased the first 6" of reinforcement in pipe insulation to allow it to deflect. Additional reinforcement in the slab will not prevent cracking, it will just redistribute the cracking.
To all,
Unless you are doing a PT slab, there will be cracking over the supports for a continuous slab. For exposed slabs, these cracks become highways for salts to attack the top layer of reinforcement. Repair to this layer of reinforcement is expensive and makes your client very upset with you. Sawcut joints are not preferred over tooled joints, but sawcuts(on green concrete) are better than cracks.
RE: Contraction joints in suspended slabs
This isn't actually a project of mine but a colleague was asked to provide some preliminary engineering in hopes of getting the job (if it is within cost limits the project will get the green light). From what I understand it will be (3) stories and in a hurricane prone region.
RE: Contraction joints in suspended slabs
Has anyone elese experienced this? Has anyone used sawcuts or other joints to force the cracks to predetermined locations?
RE: Contraction joints in suspended slabs
It is bad form to jump on the tail of someone elses thread unless it is directly related - I suggest you start a new thread.
Pick 'start a new thread' at the top of the page and we will be happy to answer.
RE: Contraction joints in suspended slabs
RE: Contraction joints in suspended slabs
You are correct, but this thread has gotten so confused (and so wide on my screen), that you are best to start another discussion. Your specific question will be likely to attract better answers that way.