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6/9/2012 11:37:46 PM
Please help. What is code for maximum allowance for the sill plate to hang over the foundation on residential construction?
6/12/2012 1:26:53 PM
I thought I had seen something but can't find it. It should be in foundation anchorage R403.1.6 ('09) but isn't.
I know this is a problem for builders using the cheapest guy on the job to mark and drill the bolt holes. Probably why all the plate washer stuff is in the code---anchor bolt holes tend to be over-drilled.
I'd reject if it were more than 1/4". Structurally I'd think that 1/2 the plate thickness is pretty safe but that would bother me where a rim joist supported a bearing wall above (joists parallel to the wall). So if it's over 1/4" make them show it works.
DK Engineering PLLCdkengineer.com
6/12/2012 3:02:27 PM
I have a exterior wall that the bottom plate or green plate along with the exterior wall is hanging over the foundation 2". The framing crew says thats ok because I have 2x6 exterior wall. I think thats BS.
6/12/2012 4:39:56 PM
Shoddy construction. Sometimes the carpenters will frame the walls where the plan says regardless of how the foundation came out. Harder to fix at this point. Something can be done to reinforce the bearing condition, though.
The 2x6 walls only matter if the 1st floor joists are inside the foundation so the walls bear on the sill (through the sole plate). Even so, you only have 64% of the wall with support. Technically this will add moment into the studs that will add to the wind moment (some of the wind force is suction on the lee side) so the prescriptive tables on wall construction are out the window.
If this is more typical construction with the joists over the foundation, walls bearing on the joists are probably OK but I'd want to know if the joists are solid sawn or an engineered product. Engineered wood (wood I joists, eg) generally have information on allowable cantilever stories that could be applied in this instance.
If the joists are over the foundation and there are exterior walls bearing on a rim, where the joists are parallel to the framing, then the entire wall load is bearing on the cantilever of the unsupported part of the sill. The sill may not support this as it would create cross grain tension through bending in the sill itself.
Bottom line; make them show it's OK. If that means getting a (dreaded word) engineer to review and approve, so be it. If they can find a code section or info from a recognized, published source, that legitimizes this, OK. But make them come up with the supporting info. You didn't screw it up. It isn't your problem unless you let it be.
6/12/2012 5:20:48 PM
Then they should have framed it with 2x4's
I agree with Dennis. It is wind and seismic loads that are causing the problem with it over hanging by 2 inches
2009 IRC R602.3.4 Bottom (sole) plate. Studs shall have full bearing on a nominal 2-by (51 mm) or larger plate or sill having a width at least equal to the width of the studs.
You are not transferring all the different loads from the studs through the sill plate if the sill plate is not full bearing on the foundation
ICC does not stand for Intentionally Clear and Concise
6/12/2012 6:32:31 PM
Thank you both for your imput. I have a engineer coming out tomorrow. I'll let you know what happens.
10/12/2012 11:29:50 PM
The code section mentioned only refers to full bearing on studs to sill. Hes talking about sill to foundation. In this case I would contact the Engineer and get the okay. I am a builder slash Inspector and it sounds like the Concrete crew doesnt know how to square up or pull strings.
2/10/2013 4:46:42 AM
Regardless if this is in the code or not I would simply call it shoddy workmanship and have them fix it. If its out by more than a 1/4" I wouldn't even accept it.
Artist, Engineer, Architect
3/2/2013 2:23:05 AM
1/4 " thats a little strict. obviously you have never worked in the trades, just book smart.One of those guys huh? It all comes down to if its not in the book then you can not and should not enforce it. Which holds true to this instance. Just contact the P.E.