Temperature Steel
Temperature Steel
(OP)
I've understood temperature steel to be installed to prevent cracking.
The more i research temperature steel, even in ACI, it seems to be only referenced and used in slabs.
What about walls?
Is temperature steel used only for slabs or horizontal surfaces?
Are not wall subject to cracking?
What am i missing?
The more i research temperature steel, even in ACI, it seems to be only referenced and used in slabs.
What about walls?
Is temperature steel used only for slabs or horizontal surfaces?
Are not wall subject to cracking?
What am i missing?






RE: Temperature Steel
RE: Temperature Steel
RE: Temperature Steel
The Australian code would suggest that the ACI requirement would offer only very limited, if any, crack control in a situation where there is a high level of restraint to shortening. To achieve reasonably acceptable crack widths with high levels of restraint, the Australian code would require .6% reinforcement as a minimum and possibly more depending on the situation.
Beams are normally expected to be more heavily reinforced and minimum reinforcement to satisfy ultimate moment minimums should be higher than the slab S & T requirements as a T beam requires a high minimum than a slab.
In a flexure situation, the amount of reinforcement is normally reduced as one face is in compression (hopefully) and beams are normally flexural members, but technically, if there is high restraint, a beam should also require S & T reinforcement or be designed for the axial tension forces and it will probably be more than the ACI code minimum once you do the calculations.
I did the calculations for a slab requiring a high level of crack control in the transverse direction recently and required 1% reinforcement to achieve a .1 - .2mm crack width.
RE: Temperature Steel
There are requirements for T&S or minimum reinforcement in walls - both for vertical and horizontal directions.
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RE: Temperature Steel
In terms of how the t&s is distributed, I have seen 2 different methods. First, you can provide separate t&s bars and distribute as uniformly as possible, which is my preference. The other way I have seen engineers provide it is to simply add it to the flexural reinforcement. Although I agree for smaller members it can work, I think you need to distribute it mostly around the perimeter of the member where shrinkage cracks tend to manifest themselves.
RE: Temperature Steel
All concrete does shrink when it dries, but unless the concrete element is restrained, it will not crack.
Requirements for flexural reinforcement and shrinkage reinforcement are separate, but not additive. The greater requirement controls.
Not sure what you mean by distributing shrinkage reinforcement around the perimeter.