Improved Determination of Preconsolidation Pressure of a Sensitive Clay

Hamilton, J.; Crawford, Carl B.

doi:10.1520/stp44323s

Cited by 57 publications

(29 citation statements)

References 7 publications

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“…11 has very good agreements so it seems that throughout slow CRS tests flow rule is Non-Darcy. This is may be an answer to why researchers didn't obtain correct results from slow CRS test and standards had to define a minimum bound for relative pore pressure [4,2,16] , Since their used relation based on Darcy flow rule.…”

Section: The Boundary Of Darcy and Non-darcymentioning

confidence: 99%

Hydraulic Characteristics and Pore Water Flow Rule in Constant Rate of Strain Consolidation

Ahmadi¹,

Hoorfar²,

Rahimi³

et al. 2009

American J. of Applied Sciences

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Problem statement: At present study Constant Rate of Strain (CRS) consolidation under Non-Darcy condition was investigated. Approach: In this study a governing conditions on pore water flow were investigated using proposed equation and experimental tests. CRS experiments under different rates of strain were conducted on different soil samples. Results: Results of these experiments and there comparison with proposed equation showed that flow of pore water flow in the most part of each test was Non-Darcy and changed to Darcy condition in the final almost one forth of tests. Conclusion: According to the results the threshold where Non-Darcy flow changes to Darcy was dependent on variations of relative pore water pressure versus total strain and it can be determined based on variations in inclination of relative pore water pressure-total stress curve.

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Section: The Boundary Of Darcy and Non-darcymentioning

confidence: 99%

Hydraulic Characteristics and Pore Water Flow Rule in Constant Rate of Strain Consolidation

Ahmadi¹,

Hoorfar²,

Rahimi³

et al. 2009

American J. of Applied Sciences

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“…Hcducing the size of the load increment ixovides a curve from which a better estimate of the preconsoliclation pressure may be made, but the end of primary compression as determined by a curvefitting operation becomes less dcfinitc and results in less reliable time-compression predictions. The size of the increment ratio appears to have no effect on tlie total amount of compression for a given prcssure increment in the virgin compression range, provided the method of terminating load increments is bascd on a selected creep rate as already discussed (Hamilton and Crawford 1959). More recent research h.as shown that when load increments are not terminated on a creep rate basis, the pressure void ratio can be affected by the duration of the tests (Crawford 1964).…”

Section: Compressibilitymentioning

confidence: 99%

“…Printed in Cnnatla the effects of disturbing the structure of this sensitive clay. Laboratory investigations, such as reported by Hamilton and Crawford (1959) and by Crawford (1964), have shown that testing technique can have a great influence on the measured preconsolidation pressure. Final evaluation of these variables must, however, be made from field studies.…”

mentioning

confidence: 98%

Settlement of an Embankment on Leda Clay

Burn¹,

Hamilton²

1968

Can. Geotech. J.

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“…The normal procedure of loading in small increments was used, with some refinements concerning (a) terminating load increments (Hamilton and Crawford 1959;Crawford 1964); (b) simulating field stress changes, as suggested by Skempton and Bjerrum (1957); and (c) loading just short of preconsolidation stress, releasing to overburdell stress and reloading, all in small load increments.…”

Section: Consolidation Testsmentioning

confidence: 99%

Settlement of a High Embankment and Overpass Structures in Ottawa

Burn¹

1969

Can. Geotech. J.

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/npsi/ctrl?lang=en http://nparc.cisti-icist.nrc-cnrc.gc.ca/npsi/ctrl?lang=fr Access and use of this website and the material on it are subject to the Terms and Conditions set forth at http://nparc.cisti-icist.nrc-cnrc.gc.ca/npsi/jsp/nparc_cp.jsp?lang=en NRC Publications Archive Archives des publications du CNRCThis publication could be one of several versions: author's original, accepted manuscript or the publisher's version. / La version de cette publication peut être l'une des suivantes : la version prépublication de l'auteur, la version acceptée du manuscrit ou la version de l'éditeur.Canadian Geotechnical Journal, 6, 1, pp. 33-45, 1969-01-01 Settlement of a high embankment and overpass structures in Ottawa Burn, K. N. Settle~nent observations have been conducted over a 5-year period on a 20-fthigh earth embankment and 2 highway overpass structures founded on spread footings over a thick deposit of Leda clay. The applied strcsses were considerably less than the overconsolidation pressure of the clay. In the five years since construction, settlements of approximately 12 cin have occurred, of which about 4 cm occurred in~n~ediately. The obscrved settlcmcnts are conlpared with scttlemcnt predictions on the basis of various types of laboratory tests. The ol>servations indicate that significant settlements occur on a long-term basis and can be attributed to a slow yielding of the clay structure. Piezometers failed to detect any escess pore water pressure due to slow process of consolidation.

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Improved Determination of Preconsolidation Pressure of a Sensitive Clay

Cited by 57 publications

References 7 publications

Hydraulic Characteristics and Pore Water Flow Rule in Constant Rate of Strain Consolidation

Hydraulic Characteristics and Pore Water Flow Rule in Constant Rate of Strain Consolidation

Settlement of an Embankment on Leda Clay

Settlement of a High Embankment and Overpass Structures in Ottawa

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