To demonstrate the total quality commitment in implementing, managing and executing of the works for this project,Ģ. The purpose of this method statement is to cover the activities involved in the fabrication, installation of the rebar in the project considering the quality and safety requirements. The following is a document of the Quality Control procedures for concrete work for the Project.ġ. with low moisture content, 3000 psi min., use a 6 mil vapor barrier on all interior slabs (living space,garages etc.) In a hot dry environment make sure the concrete stays wet as it cures (ie. For 5" or 6" slab place the bar about 2" from the top. For 4" slab I would place the bar in the center of the slab. Bars need to be placed on chairs or dobie blocks prior to the pour, none of this lifting things up or hooking I've read about. #3 rebar 24" o/c for a 4" residential slab and #4 rebar 24" o/c for a 5" or 6" residential slab would probably be my recommendation. Mesh at the bottom of the slab may be slightly better than no mesh at all but how do you quantify this and why design a defective product from the start. My thinking is mesh is garbage and an outdated method, too hard to place properly and for that reason too easy to mess up. 0018 ratio, this is probably overkill unless the client has an open check book or has some serious load requirements. Realistically though I don't think a residential slab needs to comply with the. In my opinion a good quality slab should have some reinforcement. should help the concrete bridge these voids. Additionally if there are voids beneath the slab the added reinf. My own garage has a large crack line running down the center with this exact problem. My only qualm with this line of thought is that when the concrete cracks it will have a tendency to separate and even worse the two edges may settle slightly differently creating an edge that juts up. The consensus seems to be that SOG for residential work is non-structural and no requirement exists for reinforcement. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it. I like to debate structural engineering theory - a lot. Slabs on grade are not generally reinforced as flexural members and the restraint condition for SOG is much different than it is for suspended slabs (it's worse actually). I don' believe that either the 0.2% or the 5X apply to slabs on grade. I usually have a chat with the client regarding expectations and the fact that they're not buying the main floor slab of the Guggenheim. I use the un-conservative tack here in exchange for credibility that I spend elsewhere on issues that are more important to me. SE's in my market are stodgy and going with an unreinforced slab on grade makes me look like a fool / ballsy maverick. That's easy to walk through and provides a bit more durability. I've been going pretty liberal for my residential slabs on grade.
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