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1/3 Increase in bearing capacity

1/3 Increase in bearing capacity

RE: 1/3 Increase in bearing capacity

I'd be interested to see some feedback on this. I'll comment later (when I've read the full paper).

Doug Jenkins
Interactive Design Services
http://newtonexcelbach.wordpress.com/

RE: 1/3 Increase in bearing capacity

I can't read the pdf (in the OP). But some thoughts: An increase in allowable soil pressure (as much as 2 times the static allowable) is appropriate for short-duration/transient loads for some soils. This is especially true in clay soils. With sands, there is a bit of a risk for liquefaction. But that can be checked with the Seed-Idriss or Arias Intensity method(s). (The latter is appropriate for non-seismic excitations.)

A good soil dynamics text that covers this (and bearing capacity under dynamic loads):

'Principals of Soil Dynamics', 2nd edition, by: Das & Ramana, p.97-103 & Chapter 6.

EDIT: The info above is speaking theoretically. I would talk with a geotech before using any increase.

RE: 1/3 Increase in bearing capacity

(OP)
JAE’s articles are also mentioned in the Geostrata article and are all good references. Geotechs typically recommend allowable bearing pressures based on settlements requirements so allowing for an increase of this allowable bearing pressures may result in larger settlements. As WARose mentioned this increase should be verified with the geotech. Anyways I was also curious to see if this increase can be considered for pile foundations...what is your experience? I typically use end bearing piles and allow this increase in most of my projects. For footings in clays, I am more careful as settlements control the the foundation design...

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