Clay Slopes Research Articles

Analysis of progressive failure in clay slopes. Conference. Session one : Lo, KY Lee, CF 9F, 14R. Proc. Eighth Int. Conf. on Soil Mech. Found. Engng. Moscow, V1.1, 1973, P251–258

Analysis of progressive failure in clay slopes. Conference. Session one : Lo, KY Lee, CF 9F, 14R. Proc. Eighth Int. Conf. on Soil Mech. Found. Engng. Moscow, V1.1, 1973, P251–258

An evaluation of the stability of natural slopes in plastic Champlain clays : Lo, KY Lee, CF 11F, 4T, 27R. Can. Geotech. J. V11, N1, Feb, 1974, P165–181

An evaluation of the stability of natural slopes in plastic Champlain clays : Lo, KY Lee, CF 11F, 4T, 27R. Can. Geotech. J. V11, N1, Feb, 1974, P165–181

The design of permanent cutting slopes in stiff fissured clays : Chandler, RJ Imper. Coll. Sci. Technol. London, GB Skempton, AW Imper. Coll. Sci. Technol. London, GB 5F, 3T, 20R. Geotechnique, V24, N4, Dec. 1974, P457–466

The design of permanent cutting slopes in stiff fissured clays : Chandler, RJ Imper. Coll. Sci. Technol. London, GB Skempton, AW Imper. Coll. Sci. Technol. London, GB 5F, 3T, 20R. Geotechnique, V24, N4, Dec. 1974, P457–466

The stability of a Boulder clay slope : Dyson, S Charman, J Symposium. Summaries of papers. Midland Soil Mech. Found. Engng. Soc. Symp. on Engng. Behaviour of Glacial Mat., Birmingham, April, 1975

The stability of a Boulder clay slope : Dyson, S Charman, J Symposium. Summaries of papers. Midland Soil Mech. Found. Engng. Soc. Symp. on Engng. Behaviour of Glacial Mat., Birmingham, April, 1975

Immediate Settlements of Three Test Embankments on Champlain Clay: Closure

GRIFFITH, A. A. 1921. The phenomena of rupture and flow in solids. Philos. Trans. R. Soc. Lond. A221, pp. 163-198. Lo, K. Y. 1972. An approach to the problem of progressive failure. Can. Geotech. J. 9, pp. 407-429. Lo, K. Y., and LEE, C. F. 1973a. Stress analysis and slope stability in strain softening soils. Geotechnique, 23, pp. 1-1 1. 19736. Analysis of progressive failure in clay slopes. Proc. 8th Int. Conf. Soil Mech. Found. Eng., Moscow, U.S.S.R. 1, pp. 251-258. MATHESON, D. S., and THOMSON, S. 1973. Geological implications of valley rebound. Can. J. Earth Sci. 10, pp. 961-978. PALLADINO, D. J., and PECK, R. B. 1972. Slope failures in an overconsolidated clay, Seattle, Washington. Geotechnique, 22, pp. 563-595. PALMER, A. C., and RICE, J. R. 1973. The growth of slip surfaces in the progressive failure of overconsolidated day. Proc. R. Soc. Lond. A332, pp. 527-548. RICE, J. R. 1973. The initiation and growth of shear bands. Proc. Symp. Role Plast. Soil Mech., Cambridge, Engl., pp. 263-274.

An Evaluation of the Stability of Natural Slopes in Plastic Champlain Clays: Closure

An Evaluation of the Stability of Natural Slopes in Plastic Champlain Clays: Closure

An Evaluation of the Stability of Natural Slopes in Plastic Champlain Clays: Discussion

The writers' intention was to outlinc a simple laboratory procedure for making rubber membranes, using materials and techniques which in their expcriencc were found most suitable in ycilding the desired cnd product. Minor deviations from the recommended procedure, as suggested by Raymond and Soh, can be accommodated as long as the membranes produced meet thc intended specifications. The writers, however, would like to caution against the hot

Empirical study of behaviour of clay shale slopes : BANKS, DC FLEMING, RW SPENCER, GS Vol. 1 and 2. Final report. ARMY ENGINEER NUCLEAR CRATERING GROUP LIVERMORE, CALIF. REPORT AD-722249 AND AD-729849, DEC. 335P

Empirical study of behaviour of clay shale slopes : BANKS, DC FLEMING, RW SPENCER, GS Vol. 1 and 2. Final report. ARMY ENGINEER NUCLEAR CRATERING GROUP LIVERMORE, CALIF. REPORT AD-722249 AND AD-729849, DEC. 335P

Seismic stability and deformation of clay slopes : ARANGO, I SHANNON AND WILSON BURLINGAME, USA SEED, HB UNIV. CALIF. BERKELEY, USA 17F, 15R. J. GEOTECH. ENGNG. DIV. V100, GT2, FEB. 1974, P139–156

SHAKE TABLE STUDIES WERE USED TO OBTAIN A MECHANISTIC PICTURE OF THE DEFORMATIONS OF SLOPES OF CLAY BANKS DURING EARTHQUAKES, THEIR EXTENT, AND THE FACTORS INFLUENCING THEM. SIMPLE SHEAR TESTS WERE PERFORMED TO COMPARE THE SOIL BEHAVIOR UNDER CYCLIC LOADING IN TWO DIFFERENT CONDITIONS: PROTOTYPE STRUCTURES IN THE FIELD AND LABORATORY-SIZE SAMPLES. RESULTS OF THESE TESTS SHOW THAT THE DEVELOPMENT OF A PEAK OR YIELD ACCELERATION WITHIN THE SLOPE DETERMINES WHETHER OR NOT DEFORMATION TAKES PLACE. THE SLOPE DEFORMATION WAS FOUND TO BE A FUNCTION OF THE RESIDUAL CLAY STRENGTHS AND THE DURATION OF THE MOTION. DATA OBTAINED PROVIDE NECESSARY INFORMATION TO RELATE RESIDUAL STRENGTH TO GROUND VELOCITY AND RESULTS OF LABORATORY CYCLIC SIMPLE SHEAR TESTS.

Clay chemistry and slope stability. Technical note : 2F, 2T, 1R. J. SOIL MECH. FOUND. DIV. V99, SM10, 1973, P905–912

Clay chemistry and slope stability. Technical note : 2F, 2T, 1R. J. SOIL MECH. FOUND. DIV. V99, SM10, 1973, P905–912

An Evaluation of the Stability of Natural Slopes in Plastic Champlain Clays

A method of stability analysis was developed to accommodate the distinctly nonlinear nature of the strength envelopes for Champlain Sea clays in the low stress range appropriate to stability problems. Using this method an evaluation of natural slope failures in Champlain Sea clays was carried out based on strength characteristics determined with block samples from the sites of recent slides in Quebec. In view of some similarities in geotechnical properties and shear behavior, the strength characteristics so determined were also used to examine some of the recent slides in the Ottawa area. The results of stability analysis for eleven slides indicate that the field strength generally approaches the post-peak condition.To verify this condition, the state of stress of two slopes before sliding was determined by a finite element method accounting for work-softening behavior. The results of analysis show that the post-peak factor is very close to unity in the Quebec sites. The same observation may be applied to the slides in the Ottawa areas, provided that the post-peak strengths of the clays in these areas are verified.

Seismic Stability and Deformation of Clay Slopes

Shake table studies were used to obtain a mechanistic picture of the deformations of slopes of clay banks during earthquakes, their extent, and the factors influencing them. Simple shear tests were performed to compare the soil behavior under cyclic loading in two different conditions: (1) prototype structures in the field; and (2) laboratory-size samples. Results of these tests show that the development of a peak or yield acceleration within the slope determines whether or not deformation takes place. The yield acceleration was found to be related to the slope geometry and the clay peak strengths under seismic loading. This strength was then found dependent upon the amplitude of ground motion and rate of strain. The slope deformation was found to be a function of the residual clay strengths and the duration of the motion. Data obtained provide necessary information to relate residual strength to ground velocity and results of laboratory cyclic simple shear tests.

Study of clay shale slopes. Symposium. In Stability of rock slopes : Banks, DC Army Waterways Expt. Stat. Vicksburg, USA 12F, 1T, 7R. 13th Symposium on Rock Mechanics ASCE, New York, 1972, P303–328

Study of clay shale slopes. Symposium. In Stability of rock slopes : Banks, DC Army Waterways Expt. Stat. Vicksburg, USA 12F, 1T, 7R. 13th Symposium on Rock Mechanics ASCE, New York, 1972, P303–328

Pore pressure changes and the delayed failure of cutting slopes in overconsolidated clay

Failure of slopes cut in overconsolidated clay may be delayed by the rate of equilibration of pore pressure after excavation. Other mechanisms, such as decrease in drained strength with time, have been suggested as reasons for delayed failure. Previous studies of cutting slopes in the London Clay have suggested that equilibration of pore pressure is relatively rapid and that other mechanisms control eventual failure. Recent observations of pore pressure in a cut slope nine years after excavation suggest that equilibration of pore pressure may be the principal mechanism controlling delayed failure in the London Clay. The studies made of failures in London Clay slopes have played a significant part in the general study of long-term failure of cut slopes in clay, so this conclusion has some general implication. La rupture des talus découpés dans de l'argile surconsolidée peut être retardé par la vitesse d'équilibrage de la pression interstitielle après excavation. D'autres mécanismes tels que la réduction de résistance drainée avec le temps ont été suggérés pour expliter les ruptures à long terme. Des études antérieures de talus découpés dans l'argile de Londres ont suggéré que l'équilibrage de la pression interstitielle est relativement rapide et que d'autres mécanismes régissent une rupture éventuelle. Des observations récentes de pression interstitielle dans un talus neuf ans après son excavation suggèrent que l'équilibrage de la pression interstitielle peut être le principal mécanisme régissant la résistance à long terme dans l'argile de Londres. Etant donné que les études des ruptures de talus dans l'argile de Londres ont joué un rôle important dans l'étude générale de la résistance à long terme de pentes taillées dans l'argile, cctte conclusion s'avère être d'un intérêt général.

Clay Chemistry and Slope Stability

The East Bay hills of Contra Costa County, California, east of Berkeley and Oakland, are well known for unstable soil conditions and numerous slope failures are observed each year during the rainy season. The susceptibilty of specific areas of failure often is not predictable based on usual soil engineering considerations. An investigation has been made, therefore, to determine whether the soil chemistry of several samples from failure areas is such as to indicate a high susceptibility to dispersion. Samples from five of the 16 sites where unstable slopes exist had unfavorable pore solution chemistry relative to their susceptibility to dispersion. The data are insufficient to establish conclusively that slope failures in these areas were caused as a result of strength loss due to clay dispersion. Further study of the possibility appears warranted.

Discussion: A note on a plasticity solution to the stability of slopes in inhomogenous clays

Discussion: A note on a plasticity solution to the stability of slopes in inhomogenous clays

Some Observations at le Coteau Landslide, Gatineau, Quebec

In April 1971, landslide activity developed in a 100-ft (30.5-m) high clay slope in a housing development. This note describes the landslide and discusses the pore-water pressure measurements made at the site.

A note on a plasticity solution to the stability of slopes in inhomogenous clays

AN EXACT PLASTICITY METHOD IS PRESENTED FOR CALCULATING THE UNDRAINED STABILITY OF CUTTINGS IN NORMALLY CONSOLIDATED CLAY. THE STABILITY OF THE SLOPE IS CONSIDERED IN RELATION TO A SLOPE OF INFINITE EXTENT AND TO A SLOPE OF FINITE EXTENT. RESULTS ARE COMPARED WITH THOSE OF THE SLIP CIRCLE ANALYSIS OF GIBSON AND MORGENSTERN. /TRRL/

Periglacial mudslides in Vestspitsbergen and their bearing on the origin of fossil ‘solifluction’ shears in low angled clay slopes

Summary Data are presented concerning mudflows of very silty material occurring on slopes in the range 8½° to 12°. In the stress range within which these flows (or more properly slides) occurred the angle of shearing resistance was at least 36°, so that for movement to have been initiated on slopes less steep than about 16°–18° slope stability analyses require that substantial artesian pore pressures should exist. Both electrical and standpipe piezometer observations confirmed the existence of artesian pressures in this slope, though the pressures at the time of observation were not quite high enough to cause further mudflow movement. This observation is consistent with stability analyses carried out using the measured soil strengths. The significance of these observations is discussed in the context of the shear surfaces that have recently been reported from low angle clay slopes in midland and southern England.

Measured Movements of Clay Slopes in the Ottawa Area

Natural degradation of slopes is normally considered to involve surficial displacements resulting mainly from frost action, erosion, and downhill creep. Measurements from inclinometer installations in a variety of slope profiles in the Ottawa area show that significant deep-seated movements may occur in these slopes. These movements are associated with seasonal peaks in ground water pressures within the slope and may contribute to the long term degradation of the slope.While the factor of safety against catastrophic failure of a slope is of prime importance, the possible effects of deep-seated slope movements should not be disregarded when considering adjacent land use.