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Shear resistance of soil foundations of structures
2XA
PROC.EIGETH I~T.C0NF.ON SOIL MECH.AND FOUND.~G~G. ~DSC0W, 1973,VI.I, 1973,P39-49. R e s u l t s of an experimental stud~ o n clay samples consolidated at the smue pressure as they C ~ T i e d in the field ere stm~rlzed. Tests with different types of clays have shown that the ratio of critical sheer stress and effective overburden pressure is a characteristic parameter of a nor -~1 ~y consolidated clay.
205 BISHOP, AW
33~PE8.COLL. SC I .TECHROL. LONEON, GB I ~ . COLL. SC I .TECHNOL. LONIDN, GB S~,AE I~ .COLL.SC I.TECHSOL .IENDON, GB Strength and deformation measurements on soils. Conference. Session one. IIF,21R. PROC.EIGHTH INT.CONF.ON SOIL MECH.AND FOUND.ENGNG. MDSCOW~ 1973,V1. i,1973, P57-6~ • Recent devel~pments in testing l~ocedures needed to build up a comprehemsive picture of the stress-stralntime relatio~-h~ps of straln-softenlng soils and other particulate materials ere reviewed. Apparatus for control of stress ~ath in drained triaxial tests on clay, for independent control of the ;rlncipal stresses in cohesionless materials, for measuring sheering resistance at large strains and for the study of consolidation under sm,11 stress.incr--~nt ratios is discussed and typical exper~-~-tal results ere ;resented.
GREE~,GE
z06 EVDOKI~DV, PD VNIIG, LENINGRAD, SU BUSHKANETS, SS VNIIG, LENINGRAD, SU APTEKAR,LD VNIIG, ~ I N G R A D , SU Sheer resistance of soil foundations of structures. Conference .Session one.6F,2T, SR. PROC.EIGRTH INT.CONF.ON SOIL MECH.AND FOUND.~GNG. YD SCOW, 1973,VI. l,1973, PI17-122 • This paper ;resents the results of investigations on characteristics of sheer strength received by laboratory (direct sheer and triaxial tests ) and field (shear of plates ) methods for ssndy and clayey soils in the foundations of large hydraulic structures in the USSR.
Shear deformation characteristics 207 ARNOLD, M UNIV .ADELAIDE, AUS .T.~PW UNIV .ADELAIDE, AUS Sand deformation in three.dlmensional stress state. Conference. Session one. 8F,15R. PROC.EIGHTH INT.CONF.ON SOIL MESH.AND FOUND.ENGNG. ~DSCOW, 1973,VI. I,Pll-18. The stress-deformation behaviour of a uniform sand at a single initial density was studied under g~erallzed three-d~onal conditions using the hollow cylinder trisxial compression apparatus which allows independent variation of t h e principal stresses. Yielding was restricted to that region of stress within which the mess contracts, prior to the onset of dilatancy, a region within which " s t of the load.carrying capacity of the material occurs.
208 BAU~, GE UNIV .OTTAWA, CDN SCO%Vf,JD UNIV .0%v~AWA,CDN SHIELDS, I~ UNIV .OTTAWA, CDN ~he deformation properties of a clay crust. Confar,race. S e s s i o n o n e . 9F,6R. PROC.EIGHTH INT.CONF.ON SOIL MECH.AND FOUND.ENGNG. MDSOOW, 1973,VI. I,1973 ~P31-38. Laboratory triaxial tests and field plate bearing tests were made to determine the nodulus of deformation of a clay crust in Ottawa, Canada. The test results were compared with those from a full scale footing load test in the same material.
209 BOROWICKA, H TECH.UNIV .VI~NA, A R e a c r ~ g e m ~ t of grains by sheer tests with sand. C o n f e r e n c e . S e s s i o n o n e . 5F,2T,11R. I~0C.EIG~TH XNT.SO~F.ON SOIL ~CH.AND Y O b ~ D . ~ . MDSCOW, 1973,VI .i,1973, PTI-77. In order to evaluate the number of points of contact and directions of tangent.perpendlculars, ss~les of c o a r s e sand were soaked with resin at loose,medium and compact density and plane sections were produced. Frequency of contacts was l~lotted a~alnst the ~ of its direction and t h e same l~ocedure was carried o u t for samples s ~ Jacted to shearing ead the two were com~ered. This showed that changes in grain structure by sheering had occIxrred. 210 CAMPAN~ T4,RG UNIV .BRIT.OOI/~4.VANCOUVER, CDN VAID, YP UNIV.~RIT . C O I I ~ . V A N C O ~ , CDN Influence of stress path on t h e plane strain behaviour of a sensitive clay.Conference.Session one.lOF~ IT, 13R. PROC.EIGRTH INT.CONF.ON SOIL ~CH.AND F O U N D . ~ N G , MDSCOW, 1973, Vl. i,1973, P85- 92. Results of plane strain tests on a nor~,11y consolidated, undisturbed,sensitive ,alarine clay e r e ;resented using a variety of •,m/osad stress paths. ~he plane strain ap~mr. atus which permits Fo consolidation~ either in a s i n ~ e increment or under strain-controlled 3o-~I~ is described. 211 IX~AS, JM SOC .}~CASOL, PARIS, F LONDOn, M SOC .~CASOL, PARIS, F A soil strain p r o b l ~ s m a l ~ i s and results .Conference. Session one.In French.SF. FROC.EIGHTH IRT.GONF.ON SOIL MECH.AND FOUND.E~GNG, MDSGOW, 1973,V1. i, 1973,P97-I01. 212 ESTA, JB C .E.M .BEYR0t~, LIBAN, F HAJAL, M C .E .M.BEYROb~, LIBAN, F Behaviour of dense sands before failure.Conference. Session one.In French.3FslT~2R. PROC.EIGRTH INT.OONF.ON SOIL MECH.AND FOUND.~GNG, MD SC0W, 1973, Vl. I, 1973, PIll- 116. A series of triaxial tests at constant mean normal stress were conducted on a dense sand of constant initial den. airy. The dilatancy and sheer nodulus of the sand were studied. The existence of a zero dilatsncy region beyond which dilatancy strongly increases is ~roved. Dilatancy was found to be a function of initial density and of the ratio of the norm of deviatory stresses to the mean normal s t r e s s . ~he s h e e r nodulus was f o u n d t o depend on t h e initial dm~sity, the mean m o r ~ stress and to be a second degree function of the ratio of the norm of the deviatory stresses to the mean mormal stress.
Time-dependent behaviour 213 ALB~R0 A,J UNIV.NAC .AUTON.MEXICO,MEX SANTOYO Y,E UNIV .NAC.Ab~ON, MEXICO, MEX long term b ~ u r of Mexico City clay. Conference. Session one. 9~,2T,10R. PROC.EIGHTH INT.CONF.ON SOIL MECH.AND FOUND.~GNG. MDSCOW, 1973,Vi.i, 1973,PI-9. R e s u l t s of a r e s e e r c h p r o g r a ~ e i n t o t h e r h e o l o g i c a l properties of Mexico City clays I undertaken to study the critical condition for slope stability on clays after a long period of time, ere ;resented in this paper. Unconsolidated.u~drained tests at oonstmnt strain rate with pore pressure measurement in undlstu~bed and rem~ulded specimens ere discussed on the basis of the characteristics of t h e triaxial testing equipment used~ in which the axial 3oad is transmitted through wires under tmmion.
PROC.EIGETH I~T.C0NF.ON SOIL MECH.AND FOUND.~G~G. ~DSC0W, 1973,VI.I, 1973,P39-49. R e s u l t s of an experimental stud~ o n clay samples consolidated at the smue pressure as they C ~ T i e d in the field ere stm~rlzed. Tests with different types of clays have shown that the ratio of critical sheer stress and effective overburden pressure is a characteristic parameter of a nor -~1 ~y consolidated clay.
205 BISHOP, AW
33~PE8.COLL. SC I .TECHROL. LONEON, GB I ~ . COLL. SC I .TECHNOL. LONIDN, GB S~,AE I~ .COLL.SC I.TECHSOL .IENDON, GB Strength and deformation measurements on soils. Conference. Session one. IIF,21R. PROC.EIGHTH INT.CONF.ON SOIL MECH.AND FOUND.ENGNG. MDSCOW~ 1973,V1. i,1973, P57-6~ • Recent devel~pments in testing l~ocedures needed to build up a comprehemsive picture of the stress-stralntime relatio~-h~ps of straln-softenlng soils and other particulate materials ere reviewed. Apparatus for control of stress ~ath in drained triaxial tests on clay, for independent control of the ;rlncipal stresses in cohesionless materials, for measuring sheering resistance at large strains and for the study of consolidation under sm,11 stress.incr--~nt ratios is discussed and typical exper~-~-tal results ere ;resented.
GREE~,GE
z06 EVDOKI~DV, PD VNIIG, LENINGRAD, SU BUSHKANETS, SS VNIIG, LENINGRAD, SU APTEKAR,LD VNIIG, ~ I N G R A D , SU Sheer resistance of soil foundations of structures. Conference .Session one.6F,2T, SR. PROC.EIGRTH INT.CONF.ON SOIL MECH.AND FOUND.~GNG. YD SCOW, 1973,VI. l,1973, PI17-122 • This paper ;resents the results of investigations on characteristics of sheer strength received by laboratory (direct sheer and triaxial tests ) and field (shear of plates ) methods for ssndy and clayey soils in the foundations of large hydraulic structures in the USSR.
Shear deformation characteristics 207 ARNOLD, M UNIV .ADELAIDE, AUS .T.~PW UNIV .ADELAIDE, AUS Sand deformation in three.dlmensional stress state. Conference. Session one. 8F,15R. PROC.EIGHTH INT.CONF.ON SOIL MESH.AND FOUND.ENGNG. ~DSCOW, 1973,VI. I,Pll-18. The stress-deformation behaviour of a uniform sand at a single initial density was studied under g~erallzed three-d~onal conditions using the hollow cylinder trisxial compression apparatus which allows independent variation of t h e principal stresses. Yielding was restricted to that region of stress within which the mess contracts, prior to the onset of dilatancy, a region within which " s t of the load.carrying capacity of the material occurs.
208 BAU~, GE UNIV .OTTAWA, CDN SCO%Vf,JD UNIV .0%v~AWA,CDN SHIELDS, I~ UNIV .OTTAWA, CDN ~he deformation properties of a clay crust. Confar,race. S e s s i o n o n e . 9F,6R. PROC.EIGHTH INT.CONF.ON SOIL MECH.AND FOUND.ENGNG. MDSOOW, 1973,VI. I,1973 ~P31-38. Laboratory triaxial tests and field plate bearing tests were made to determine the nodulus of deformation of a clay crust in Ottawa, Canada. The test results were compared with those from a full scale footing load test in the same material.
209 BOROWICKA, H TECH.UNIV .VI~NA, A R e a c r ~ g e m ~ t of grains by sheer tests with sand. C o n f e r e n c e . S e s s i o n o n e . 5F,2T,11R. I~0C.EIG~TH XNT.SO~F.ON SOIL ~CH.AND Y O b ~ D . ~ . MDSCOW, 1973,VI .i,1973, PTI-77. In order to evaluate the number of points of contact and directions of tangent.perpendlculars, ss~les of c o a r s e sand were soaked with resin at loose,medium and compact density and plane sections were produced. Frequency of contacts was l~lotted a~alnst the ~ of its direction and t h e same l~ocedure was carried o u t for samples s ~ Jacted to shearing ead the two were com~ered. This showed that changes in grain structure by sheering had occIxrred. 210 CAMPAN~ T4,RG UNIV .BRIT.OOI/~4.VANCOUVER, CDN VAID, YP UNIV.~RIT . C O I I ~ . V A N C O ~ , CDN Influence of stress path on t h e plane strain behaviour of a sensitive clay.Conference.Session one.lOF~ IT, 13R. PROC.EIGRTH INT.CONF.ON SOIL ~CH.AND F O U N D . ~ N G , MDSCOW, 1973, Vl. i,1973, P85- 92. Results of plane strain tests on a nor~,11y consolidated, undisturbed,sensitive ,alarine clay e r e ;resented using a variety of •,m/osad stress paths. ~he plane strain ap~mr. atus which permits Fo consolidation~ either in a s i n ~ e increment or under strain-controlled 3o-~I~ is described. 211 IX~AS, JM SOC .}~CASOL, PARIS, F LONDOn, M SOC .~CASOL, PARIS, F A soil strain p r o b l ~ s m a l ~ i s and results .Conference. Session one.In French.SF. FROC.EIGHTH IRT.GONF.ON SOIL MECH.AND FOUND.E~GNG, MDSGOW, 1973,V1. i, 1973,P97-I01. 212 ESTA, JB C .E.M .BEYR0t~, LIBAN, F HAJAL, M C .E .M.BEYROb~, LIBAN, F Behaviour of dense sands before failure.Conference. Session one.In French.3FslT~2R. PROC.EIGRTH INT.OONF.ON SOIL MECH.AND FOUND.~GNG, MD SC0W, 1973, Vl. I, 1973, PIll- 116. A series of triaxial tests at constant mean normal stress were conducted on a dense sand of constant initial den. airy. The dilatancy and sheer nodulus of the sand were studied. The existence of a zero dilatsncy region beyond which dilatancy strongly increases is ~roved. Dilatancy was found to be a function of initial density and of the ratio of the norm of deviatory stresses to the mean normal s t r e s s . ~he s h e e r nodulus was f o u n d t o depend on t h e initial dm~sity, the mean m o r ~ stress and to be a second degree function of the ratio of the norm of the deviatory stresses to the mean mormal stress.
Time-dependent behaviour 213 ALB~R0 A,J UNIV.NAC .AUTON.MEXICO,MEX SANTOYO Y,E UNIV .NAC.Ab~ON, MEXICO, MEX long term b ~ u r of Mexico City clay. Conference. Session one. 9~,2T,10R. PROC.EIGHTH INT.CONF.ON SOIL MECH.AND FOUND.~GNG. MDSCOW, 1973,Vi.i, 1973,PI-9. R e s u l t s of a r e s e e r c h p r o g r a ~ e i n t o t h e r h e o l o g i c a l properties of Mexico City clays I undertaken to study the critical condition for slope stability on clays after a long period of time, ere ;resented in this paper. Unconsolidated.u~drained tests at oonstmnt strain rate with pore pressure measurement in undlstu~bed and rem~ulded specimens ere discussed on the basis of the characteristics of t h e triaxial testing equipment used~ in which the axial 3oad is transmitted through wires under tmmion.