8050~Z CIRCULAR ELASTiC-PLASTIC CYLINDER UND~ UNIFORM FRES~ ON THE L A T ~ SURFACE (IN ITALIAN) Numziar~, L Riv Ital Geotec, VI3, N~, July-Sept 1979,
P19~-~03 An analysis of the ~riaxlal test as applicable to soils ar~ plastics materials. 805043 CONSTITUTIVE M ~ D K FOR CLAY (IN ITALIAN) Nova~ R Riv Ital Geotec, VI3, N1, Jan-March 1979,
P37-5~ In this paper an elastoplastic constitutive model to inte~prst the mechanical behaviour of cl~y in triaxial tests is ;resented. Exl~esaloms based on experimental groumds for plastic potential, family of yield loci, hardemimg and softe~img l~s, elastic behaviour are proposed amd an incremental stress strain relation is formulated. Several closed fc~m sOlutions f~r the commonest tests are shown. This allows a fast a~d l~ecise identification of the six constitutive parameters necessary to characterize the material. 805C44 AUTOMATIC PRESSURE ~ T ~ S FOR INVESTIGATING SOILS De~IsOv, V N; Mineev, L N soil Mech Found Er~g~ VIS, ~ , July-A~g 1978,
P~50-254 805045 MECHANICAL MODEL FOR THE STRESS STRAIN BEHAVTOUR OF NORMALLY CONSOLIDATED COHESIVE SOIL Ohmakl, S Soils Found, VI9, N3, Sept 1979, P29 --I. The mathematical model is formulated a ~ applied to the analysis of drained triaxial shear tests along various stress paths.
Time dependent behaviour 8o5o~
~ - D ~ m ~ ~ o ~ OF c ~ A c ~ c~Ys I~ TENSION AND COMPRESSION AJsz, A Geotechnique, V30, NI, March 1980, P67-76
Describes the observ~l ~f~ne-depemdent behaviour of 2 compacted clays subjected to pure bending (stress gradient)~ unisxial tension and uniaxial compression. It is shown that the time of loading significantly i~fluences the deformation behavlour of compacted soils especially under stress gradient conditions. 805047 INFLUENCE OF AGING ON THE S H F ~ STRENGTH BEHAVIOUR OF TWO FINE-GRAINED SOILS. TECHNICAL NOTE Allam~ ~ M; Sridharan, A Can Geotech J, VI6, N2, May 1979, P391-397 805048 STRAIN RATE BEHAVIOUR OF SAINT-JEAN-VIANNEY CLAY Vaid, Y P; Robertson, P K; Campanella, R G Can Geotech J, V16, NI, Feb 1979, P34-~2 Relx~s a study of the influence of time on stress-compressibility and stress-strain amd stremgth relationships of Leda clay from the site of the Saint-Jear~Vianney slide in 1971. Stress-compresslbility behaviour was studied in one-dimensiomal consolidation tests carried out at various constant rates of strain.
Isotropically consolidated triaxial test specimens were loaded ,Tm~ained under constant rate of strain and under constant stress creep in c~der to study the effect of tame o n stressstrain- stremgth behaviour.
8o5~9 o ~ D n ~ m s l o ~ (IN I~AzzAN)
Burghignoli, A Riv Ital Geotec, V13, N3, July-Sept 1979, P204-213 A mathematical arelysis includimg viscOus effects and monlinear elasticity.
Physico-chemical properties 805o50 SEMI-AUTOMATIC FIELD APPARATUS FOR THE MEASUREMENT OF ' i ' ~ z ~ . ~ L CONDUCTIVITIEs OF SEDIMENTARY ROCKS Bloomerj J R; Ward, J Sci Instr (J Fhys E), VI2, Nil, Nov 1979, P1033-i035
Permeability and capillarity 805051 GAS PERMEABILITY OF SEDIMENTARY ROCKS OF THE UPPER CAF~O~I~'~OUS STRATA (IN GEI~MAN) T er schuren, W Gluckanf-farschumgsh, V~O, NS, Oct 1979, P217-223 The apparatus used and sample preparation are described. The relationship between simulated and in situ rock pressure, permeability as a function of strata pressure, and the permeability of thermally treated coals amd rocks are discussed. 805052 TREATMENT OF SALINITY IN WATER CONTENT D~'I'~MINATION OF VERY SOFT CLAYS. TECHNICAL NOTE Imai, G; Tsuruya, K; Yamo, K Soils Found, Vlg, N3, Sept 1979, I~-89
Compressibility, swelling and consolidation 805053 FINITE AND INFINITESIMAL STRAIN CONSOLIDATION. TECHNICAL NOTE Schiffman, R L J Geotech Engng Div ASCE, V106, NGT2, Feb 1980, P203-207 Shows how infinltes~n~1 strain and linear and nonlinear theories relate to a general finite strain thesry. A one-dimensional geometry is assum~l. 805054 UNDRAINED VOLUME AND STRESS CHANGE BEHAVIOUR OF UNSATURATED VERY DENSE SANDS Dusseault, M B Can Gectech J, V16, N4, Nov 1979, F627-640 Fredlumd derived the compressibility of an airwater pare fluid in terms of the ideal gas laws, gas solubilities, and saturations. This paper exterds the derivation ar~ couple8 the compressibility with that of the soil skeleton to extend Skempton's equation to the most general onedlmeDsional ,n~ained case. The differential equation derived is studied far the specific case of unloadlr~ behavlol~ c~ oil sands: a very dense relatively incoml~esslble quartzose sand, which contains sufficient volumes of interstitial bitumen to result in undrained behaviors.