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RE: friction angle of saturated soil.[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: <seaint(--nospam--at)seaint.org>
- Subject: RE: friction angle of saturated soil.
- From: "Michael Laplante" <Michael.Laplante(--nospam--at)cima.ca>
- Date: Mon, 15 Dec 2008 08:50:53 -0500
Just the info that I was looking for. I currently have a factor of safety of 0.97. I am looking for a factor of 1.1. under very rare circumstances. Taking into account the angle of friction of the selected backfill can get a F.O.S of 1.18.
Based on some recent research I've done due to a project I'm working on (a submerged retaining wall), I didn't find anything quantitative but I did find something qualitative. Based on this research, I found that the angle of internal friction (φ) is reduced by about half for granular materials. If that's the case, then the angle of repose would be 45o- φ/2/2. So, let's say φ = 26 o. The angle which would resist uplift would be 90-26/2 or 77 o from horizontal. Don't forget, the resisting weight won't be as much either when you consider buoyancy. All in all, I don't think you will gain that much resistance, but if you are not that far off in the first place, maybe it's enough.
T. William (Bill) Allen, S.E.
Consulting Structural Engineers
I am evaluating an underground oil water separator. Basically a large submerged rectangular concrete tank. While considering the dead load contribution of the of the overlying saturated soil on the foundation to resist the hydrostatic pressure, what angle of friction (if any) can I use in order to increase the volume. Currently I am only taking the vertical projected area of saturated soil that is directly above the exterior projection of the foundation.
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