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# Re: residential surcharge to Ret. wall

• To: seaint(--nospam--at)seaint.org
• Subject: Re: residential surcharge to Ret. wall
• From: "jrgrill(--nospam--at)cableone.net" <jrgrill(--nospam--at)cableone.net>
• Date: Wed, 10 Jan 2007 14:31:01 -0700

I would agree with the calculations from vertical surcharge to horzontal load to the stem.  What I am asking is if the 40psf (vertical) live load (at the slab) should even be considered.  For instance, I have a short 3' stem with 500 plf axial load to the stem and very little passive resistance (only the thickness of the footing contributing).  By adding a 40 psf surcharge (again vertical surcharge) and being restricted to 1500 psf soil bearing, I am getting almost a 3' wide footing.

Joe

On Wed Jan 10 16:04 , 'Gerard Madden, SE' sent:

Generally it's a 1/3rd (uniform load (horizontal) on the stem) of the vertical surcharge load.

So for Fire trucks with a 300 psf live load surcharge or something, you would use a 100 psf horizontal load on the stem.

-g

On 1/10/07, jrgrill(--nospam--at)cableone.net <jrgrill(--nospam--at)cableone.net > wrote:

I am doing some foundation walls for a residence.  The floor slab is located over the heel of the wall footing.  I am looking at both a cantilever condition and a condition where the top of the wall is restrained ( the wall will need to be shored until the floor slab is cured to restrain the top of the footing).  I don't have a soils report for this residece.

Our building department allows 1500 psf soil bearing without a soils report.  Using this I am getting some pretty large footings using a 40 psf LL surcharge over the heel of the footing.  Part of the footing size comes from sliding resistance, but also from the surcharge.  Is using the surcharge correct or is it too conservative?

Thanks,

Joe Grill

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-gm

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