Geotechnical
Geotechnical
(OP)
Hi,
Can anybody refer me to a technical paper, article, or a book that talks about static pore water pressure corrections due to surface/ground settlements. Thanks!
Can anybody refer me to a technical paper, article, or a book that talks about static pore water pressure corrections due to surface/ground settlements. Thanks!





RE: Geotechnical
RE: Geotechnical
Delta P = Pore pressure readings-static pore pressure.
For determining Static pore pressures, piezometer tip elevations are required. Unfortunately tip elevations were were measured at time of installation only. So my concern is that with settlement the tip elevations would have changed and corrections to the tip elevations or static pore pressures are required. Knowing the ground settlement are there any corrections taken into account to correct tip elevations or static pore pressures.
RE: Geotechnical
RE: Geotechnical
I believe the clay was still consolidating during construction. I agree that for vey small change in settlement, change in elevations would'nt have much effect on static pore pressures, but with considerable settlement static pressures can have a bigger effect. That's my take on it, i may be wrong. Just looking for any papers or articles explaining effect of settlement on static pore pressures. Thanks
RE: Geotechnical
"effect of settlement on static pore pressures" Why would the settlement affect the STATIC pore pressure at all? Isn't that governed by the local groundwater, nearby streams, rain, etc.? What am I missing here?
RE: Geotechnical
RE: Geotechnical
RE: Geotechnical
However, if you have a normally consolidated clay, you have a piezometer in the middle of the layer and you then increase the loading by 1,000 psf at the mid-point of the layer, the piezometer level should go up by 16 ft. The attenuation of this excess pore pressure is then governed by permeability and the length of the flow path. The 1-D consolidation test gives you the information you need to solve this sort of problem.
f-d
¡papá gordo ain't no madre flaca!
RE: Geotechnical
As for the static condition, you may be able to go outside the influence of all construction and install one or more piezometers to get the natural static condition. If there is a sand layer below the clay, you could put a piezometer in the sand - it should be at static. The elevation of drainage ditches around the site might be another clue to the eventual static level.
Don't forget, as the load settles into the ground, it is bouyed up by the water table. When calculating the effective stress at the piezometer, correct for the change in density of the compressible soil and use the current elevation of the base of the load.
RE: Geotechnical
RE: Geotechnical
http://sed.siiv.scelta.com/bari2005/076.pdf