The Effect of Overconsolidation on the Behaviour of Clays During Shear

Henkel, D. J.

doi:10.1680/geot.1956.6.4.139

Cited by 99 publications

(65 citation statements)

References 6 publications

Supporting

Mentioning

Contrasting

Unclassified

Order By: Relevance

“…Mishu (196 3) noted from oedometer tests that there exists a critical load above which wetting will cause collapse and below which wetting causes swell. Hilf (1975) and Abeyesekera (1978) explain the collapse phenomenon as a shear failure in re- Times to failure to assure adequate drainage range from 8 to 50 hours for some typical clays with the majority requiring at least 20 hours (Bishop and Henkel, 1962 Casagrande and Hirschfeld (1960,1962) Seed and Chan (1959) presented shearing data, shown in Figure CONTOURS OF PERCENT VOLUME CHANGE (After Abeyesekera, 1978) Henkel, 1956) very loose sand to -0.5 for heavily overconsolidated clay.…”

Section: Introductionmentioning

confidence: 99%

The Effect of Laboratory Compaction on the Shear Behavior of a Highly Plastic Clay after Saturation and Consolidation : Interim Report

Johnson¹,

Lovell²

1979

View full text Add to dashboard Cite

of our staff.The report describes the experimental program on the effective stress strength behavior of laboratory compacted St. Croix clay. The effects of compaction water content and effort level were evaluated for the clay after it had been saturated and consolidated under confining pressures simulating various embankment positions.Prediction equations were developed for the effective stress parameters, for the pore pressure parameter at failure, and for the volumetric strain during saturation and consolidation. These equations are largely in terms of the compaction variables. Research on these relationships for field compacted soil continues.The Report is submitted for review, comment and acceptance as partial fulfillment of the objectives of the approved study. The effective stress strength behavior of the plastic St. Croix clay is to be studied for both laboratory and field compaction.This interim report deals with the laboratory -compacted phase.Shearing parameters were evaluated in the (CU) triaxial test after saturation and consolidation under confinements simulating a range of embankment positions.The friction angle,

show abstract

Section: Introductionmentioning

confidence: 99%

The Effect of Laboratory Compaction on the Shear Behavior of a Highly Plastic Clay after Saturation and Consolidation : Interim Report

Johnson¹,

Lovell²

1979

View full text Add to dashboard Cite

show abstract

“…32, the excess pore water pressure and the maximum deviator stress are equal at 2% axial strain. The behavior of this specimen at peak deviator stress is thus similar to that of a normally consolidated remolded clay wherein the Skempton (1954) parameter A f at peak deviator stress is very nearly equal to unity (Henkel, 1956). …”

Section: Pore Water Pressure Responsementioning

confidence: 56%

“…water pressure increases with increasing consolidation pressure and the development of negative pore pressure changes increases with decreasing consolidation pressure. These pore pressure changes are typical of overconsolidated specimens which tend to compress at low strains and then tend to dilate at larger strains (Henkel 1956). …”

Section: Pore Water Pressure Responsementioning

confidence: 96%

“…The pore pressure changes at maximum deviator stress, Casagrande and Wilson (1953) and Bjerrum (1954). The relationship between A f and OCR has been established for London and Weald clays (Henkel, 1956 The results show that the prestress induced in the sample during compaction increases with increasing amounts of added water. It also follows that the tendency for dilating during shear increases with increasing amounts of added water used for compaction.…”

Section: Variation With Compaction History and Consolidation Pressurementioning

confidence: 99%

See 1 more Smart Citation

Stress-Deformation and Strength Characteristics of a Compacted Shale : Interim Report

Abeyesekera¹

1977

View full text Add to dashboard Cite

The report includes the results of laboratory testing of a mechanically hard but non-durable shale from the New Providence Formation in Indiana. The compaction, consolidation and shearing characteristics of the shale are presented, as well as the testing procedures used.The report should be an aid to ISHC engineers in evaluating the stress-deformation characteristics and effective stress strength parameters of compacted shales.The report is submitted as partial fulfillment of the overall objectives of the research project.Copies of the report will also be submitted to the ISHC and the FHWA for their review, comment and similar acceptance. 16. Abstroct vThen shales are encountered in road cuts, economic and environmental considerations usually dictate that they be used in adjoining embankments. However, unless special precautions are taken, the stability of a shale embankment can deteriorate with time on account of the non-durable nature of some shales in the presence of water.Various tests have been developed to classify shales. This report presents the results of a laboratory investigation to determine the influence of compaction and confining pressure on the stress-deformation and strength characteristics of a mechanically hard but non-durable shale from the New Providence Formation.Some construction guidelines are also recommended. Cylindrical specimens formed by kneading compaction were saturated under a low effective confining pressure, consolidated to the desired effective stress and sheared at a constant rate of strain. The compaction characteristics, the volume changes after saturation, the consolidation characteristics, and the undrained shearing response including pore water pressure changes are reported for triaxial tests, The initial gradation of crushed shale aggregate, the molding water content, the compaction pressure, and the pre-shear consolidation pressure were adopted as the test variables.The effective stress strength parameters were found to be essentially independent of the initial conditions when they were evaluated at maximum deviator stress, except for loose uncompacted aggregate. The volume change characteristics, the induced pore water pressures, and the consolidated undrained strength were found to be greatly dependent on the initial conditions. The principal conclusions for the shale studied follow.1.The shale slakes partially when mixed with water and undergoes some mechanical breakdown when compacted.2.The influence of molding water on the compacted dry density is not as well defined as in fine grained cohesive soils. For the experimental range of molding water contents, the mean dry density increased linearly with the logarithm of the compaction pressure.4.The as-compacted dry density ranged from 95 pcf to 132 pcf, the void ratio ranged from 0.829 to 0.296, and the degree of saturation ranged from 5.5% to 95%. 5.For a given initial condition, there is a critical effective confining pressure below which the specimen swells, and above which it compresses, when saturated.6.The ...

show abstract

“…S'il n'existe pas d'essais, Af peut être estimé à l'aide de l'expression simplifiée suivante qui se trouve confirmée par les essais de Henkel [3] :…”

Section: Déformation Instantanéeunclassified

Comportement des barrages en terre à noyau non saturé

Sinniger

Seker

1984

Rev. Fr. Geotech.

View full text Add to dashboard Cite

The Effect of Overconsolidation on the Behaviour of Clays During Shear

Cited by 99 publications

References 6 publications

The Effect of Laboratory Compaction on the Shear Behavior of a Highly Plastic Clay after Saturation and Consolidation : Interim Report

The Effect of Laboratory Compaction on the Shear Behavior of a Highly Plastic Clay after Saturation and Consolidation : Interim Report

Stress-Deformation and Strength Characteristics of a Compacted Shale : Interim Report

Comportement des barrages en terre à noyau non saturé

Contact Info

Product

Resources

About