So from a code standpoint is it ever acceptable to use reinforcing wire instead of re-bar? The beams have re-bar stirrups but on top there is only re-wire. Is this a code issue or deviation from the engineered drawing? See picture.
Is it ever acceptable? Absolutely, it just depends on your jurisdiction.
Thanks Jeff. So if the engineered plans show re-bar could a jurisdiction go around that and not use re-bar? Or am I complicating things too much??
The Engineer has the final say. If that is what is in the blueprint then that is what needs to be there.
It depends on the requirements.
I’m a bit rusty at the conversions, but I believe #4 rebar at 24" o.c. can be replaced with 6/6 ga 6X6 wire mesh, and #4 rebar at 12" o.c. can be replaced by 4/4 ga 4X4 wire mesh.
Your picture looks like 10/10 ga 6X6 wire mesh, which is roughly the equivalent of (if I remember correctly) #3 rebar at 18" o.c.
The AHJ has the final say.
Lovin a good education! Thanks all!
Maybe it is different in the states but here the AHJ does not have the authority to superceed the engineer. You are correct with your calculations Jeff. Had to go and look it up.
I didn’t do any calc’s, that was just from memory when I used to work for a living 
It may be different in other states, but for the most part it’s about design strength for non-bearing components such as this type of slab.
When the slab is structurally-integral to the building (load-bearing), these conversions are not typically allowed.
I do not suspect the metal lattice being an issue.
Do you have the pains? they should set the standards.
Normally the re bar is doubled on the periphery if I am not mistaken. Been many years sense I did slab and unit building.
Lattice and bar must be fastened using a certain gauge MIL. and non corrosive wire. “Rebar Tie Wire” you ware it on your waste.
This has to conform to an engineer plans.
How it is tied? Is the re bar correctly installed ?IE:is raised off the arrogate and any surface.
It looks not that neat to me.
JMO.
Ask Marcel Ctr…
Now is the for the garage pour or is the a slab on grade?
George: In my area, virtually every slab foundation is engineered. If the as-built does not match the plan, I call out that it is not configured in accordance with the engineered plan that was on-site. I don’t try to figure out if substitutions are OK. Let the builder’s engineer review it and say that the deviation is OK or not.
I concur.
Diagrams are not hard to follow but do not try to follow substitution like Mr. Even’s states.
Take your time.
I have seen garage floating pours with lattice but it was a country setting.
OK by the AJH ;)
What I see in the picture of the OP is a reinforced depressed slab, somewhat creating small tee-beams to support the structure.
Not familiar with Texas designs. Might have to do with expansive soils in the area.
Concrete slabs-on-grade are highly susceptible to cracking due to shrinkage.
Construction and control joints are typically used to control crack location.
Since it is not always desirable or practical to use a large number of closely spaced joints, reinforcing of the slab-on-grade allows for greater flexibility with joint spacing.
Welded wire mesh or deformed bar reiforcement normally used in slabs-on-grade helps to control the width or growth of any cracks that may occur.
This type of steel is sometimes call distribution reinforcement to differentiate it from structural reinforcement that is added to increase the load-carrying capacity of the slab.
This link here should help explain WWF vs. Rebar. http://rebar.ecn.purdue.edu/wwr/resDesign.aspx
Wire fabric as shown in the picture of the OP looks to be a 6x6-6x6 or the new designation for W-number 6x6-W2.9xW2.9 in a roll.
A W2.0xW2.0 (6x6-10x10) in a roll, would show a lot more roll kinks and needs to be tied down more.
This is an engineered design and unless you have design drawings to look at and compare, you are in the blind.
Designed drawings are approved by the Code office of the Jurisdiction before construction starts. Engineer has final say at that point.
Hope that helps. :)
Nice site and great looking reports chuck.
I may phone you. I just started using ReportHost and I truly enjoy how you laid out your report. Photo and illustration.
Nice work.
All the best.
A big thank you as usual.
Thank you for the kind comments, however, I don’t use ReportHost and I’m totally unfamiliar with it.
My apologies. It looks very similar.
All the best to you and yours this year.
No need to apologize. I appreciate the compliment. I’m just not able to offer any advice specific to that software.
I see horiz bars in the ftg.
Welded wire fabric is perfectly acceptable as a means of controlling cracking in a monolithic slab, provided that it meets the minimum prescriptive method described in the IBCR. In the picture depicted it does not. The prescriptive minimum is 6 x 6 W1.4 x W1.4 Doubled 3 feet on edge. As stated earlier refer to the construction documents
The IRC does not require rebar or mesh in a mono-slab to my knowledge. You never see either here in residential construction. The better builders do put it in the stem wall, however. As others have said, whatever the engineer put on the plans, that’s how it ought to be done.