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Triaxial and plane strain behaviour of natural clay
pertles of rocks umder stable conditions, an inwstigation in progress in mlues at Hamdlc~a is reported. Particular referer2e is made to the stremg~h of clayey shales o
z559 AHMED~ S HABZA ENGNG. CHICAG% USA LOVELL, CW PURDUE UNIV.LAFAYE~E, IND.USA DIAMOND~ S PURDUE UNYV. LAFAk ~.','.'~, IND. USA Pore sizes az~ stremgth of compacted cla~. 14F,2T,
15R. J. GEOTECH. ENGNG.DIV .VlO0, N. GT4, APR. 1974, P407-425 • C~m~ercially available i]_lite clay was tested to relate pore size di~aributions, compaction characteristics arg u~dralned strength and d e f o ~ i o n to mo~ldir~ wate~ corr tent and type of laboratory compaction. The pore size distribution measurem~uts were made by merct~zy perosimerry amd the necessary removal of water from the samples was done by freeze drying. Samples compacted at moisture contents which were less than the Proctor o p t ~ showed brittle compressive failures at low strains, this seems to be due partly to the breakdown of ram~rous larger pores. Those samples compacted at optimum moisture content confirmed to d~form to high strains.
1560 RAJU, VS INDIAN INST .TECHNOL.MADRAS~ IND SADASYVAN, SK REG. ENGNG. COLL. S~INAGAR, IND Membrane penetration in triaxial tests on saris. Technical mote.~ 4F, TR. J. GEOTECH. ENGNG. DIV.VIO0, N. GT4, APR. 1974, P~82 -~89 . The authors s~ggest that the use of an armular flexible top platen, in membrane penetration calibration tests using d ~ rocks, leads to more reliable results than a conventional rigid top platen. They emphasize that in calibration tests for membrane penetration the plot should be in te~ms of the linear relationship between the total volume cha~ge and the volume of sand in the a n ~ a r space ar~ not between the total volt~ne change ard the diameter of the d ~ rod.
156~ VAID, YP UNTV.BRITISH COLL~BIA, VANCOUVER, CDN CAMPANML~ ~, RG UNTV. BRITISH COLUMBIA, VANCOUVER, CDN Trlaxlal amd plane strain behaviour of natural clay. 14F, 2T, 15R o J. GEOTECH. ENGNG. DIV .VlO0, N •G~3, MAR. 1974, P207- 224. When specimens of a ssturated, undisturbed marine clay were K o consolidated amd sheared under ~riaxial ar~ plane strain conditions, it was four~ that both undrained strength ar~ the angle of shearing resistar~e ware slightly larger in plane strain than the corresponding trlaxlal corditions. Methods have been developed to estimate strains in ur~Irained plane strain shear from the results of triaxial tests under identical stress path s.
156~ ~.~.Y,WE UNIV.RHODE ISLAND, KINGSTON, USA NACCI,VA UNIV. RHODE ISLAND, KINGSTON, USA WANG~MC UNIV .RHODE ISIA~ND,KINGSTON, USA Carbo~te cementation in deep-ocean sedlme~s. Technical note. 5F, 9R. J. GEOTECH.ENGNG.DIV.VIO0, N. G~3,MAR. 1974, P383-386. The writers recently tested about 60 ft. of core which was obtained in wster depths of about 9,800 feet in the Labrador Basin. The results of laboratory vane shear tests arzl identification teats are considered here, amd are shown to support the contention that carbonate c~nentation plays an important role in the strengths of some deep-ocean sediments.
~563 LEE,HJ Engineering properties of a pelsglo clay.Figs,19R. US NAVAL CIV.ENGNG.LAB, PORT HUENEME, CALIF.,TECH.NOFE,
~-1296,AUe.1973, 27P. Pelagic clay is a co, non soil type covering over 30 per cent of the seafloor. Two high quality bc~ core samples
of pelsgic clay were obtaimed and s~bJected to i m d ~ and engineering property testirg. The sheer strergth near the soil-water interface was about I psi~ a rels~ively high value~ amd the soil was f o u ~ to be virt~ally incompressible t~p to a compressive stress of abot~ 4 psi. When remolded, the e t r e ~ of the soil was significantly decreased by as much as a factor of 6. The soil was fourzl to be very compressible beyond a stress of 4 psi ~ A technique was developed for usirg triaxial test results to derive shear stremg~hs below the level of sampllrg; The resultimg strength profile i~dicates a very gradual increase of stremgth with depth.
Shear deformation characteristics l~ ~-I(~SON,S
UNIV.~ A ~
EDMDI~ON,CDN
LOBACZ,EF US ~ C.R.R.E.L.~,U~ ~ ~ ~ a ~ i~f~e. C~e~e. In P~ro~ - N~ ~ic~ c o ~ r i b ~ i o n to ~ e 2 ~ I ~ . Co~e~e. ~,i~. ~ . AC~. SCI . W ~ N ~ i~3, ~19-~26. ~ e resets of a ~ e l ~ i ~ o ~ te~i~ ~ s ~ on ~ r ~ d e d s ~ t y soil c o n s i d ~ to ~ t ~ c ~ ~ ~ose e ~ ~ In ~ ~ ~eas ~e ~ e ~ . ~ e ~ ch~i~ics ~e c ~ ~ ~ s obs ~ In ~ ~ e ~ t e ~ s In w ~ ~ ~ o z e ~ i ~ e coi~Id~ wi~ ~e ~e~ pl~e ~ by ~ e d ~ ~e~ a~us. U ~ ~ ~ ~i~i~ %e~s ~e c o ~ on ~ s~les. A sidle t ~ ~ q ~ was ~ o i ~ w ~ ~el~s ~ ~ ~e~ s~le h~i~ a ~ d ~ion ~ ~ ~ozen ~ion ~o~ i ~ e c o ~ d be c o ~ o l l ~ %o ~ r e ~ s o ~ l e p l ~ .
~56~ ~YA~ M ~S. I N ~ . ~ . ~ l~.~J ~ Y ~S.I~.~.~R l~.~J ~ Y ~S.IN~.~.~ l~.~,J ~m~c d~i~ty ~ viscosity of r ~ m~s ~ r~k f~l ~ i ~ ~ r e ~ i ~ in-~tu ~ t~i~ %e~; Co~ess. ~i~. 18F~,~R. ~ I~.CO~SS ON R ~ ~ I C S , ~ 3, ~A~ W ~ S ~ D ~ , ~.I~4~6P. ~m~c re~at~ lo~i~ te~s w~e c o ~ on ~ e rock f o X , ion in a t e ~ ~ t ~ a ~o~s~ ~le~ ~r ~ion. ~m~c ~o~ies w~e ~so ~ s ~ in ~ e l a b o r ~ o ~ by ~ of ~ c ~ i ~ co~s~ t e ~ s . I% is c o ~ l ~ ~ ~ s of ~ c ~ sity ~ d~ility obt~d from s u ~ t e ~ s c ~ ~ appli~ ~ c c e s ~ y to ~ e e ~ q ~ e res~ ~y~s of g r ~ - ~ e sy~s ~ r~i~ ~s. i~66 I~A~R ~L.W0~ ~S.IN~.TO~O,J H~O,K ~.WO~ ~S.IN~.TO~, J ~A,J ~.WO~ ~S.I~.TO~%J l~situ te~s ~ ~eor~ic~ ~es on ~ e rel~io~ b~een loo~ss ~ d~o~ion ~ t ~ i ~ i c s of J o i ~ r ~ k ~sses. C o ~ e s s . ~ e ~ i ~ . 8F,~. ~ I~.CO~SS ON R ~ ~ S , ~ 3, ~FA~ W ~ D E ~ , S~.I~4,~P. l~situ lo~i~ te~s w~e co~ed ~ two d ~ sites in J~p~. M ~ s ~ e ~ s w~e ~so ~e of ~ e s ~ e ~splac~e~s, ~r~n di~rib~io~ wi~in ~e r~ss~ ~ ~r~n i~r~s ~ e~ ~ress i ~ i . ~e ~a obt~d is c ~ to ~ from ~ e ~ i c ~ ~ s b a ~ d on p l ~ i c i t y ~ e ~ ~ ~e ~ ~ s ~ ~ ~ co~ty. ~e ~erence b e ~ ~e ~ i of d ~ i o n ~ ~a~iclty, f~ to be d e ~ on ~e ~ous~ ~i~i~ l~ss~ Is d e s ~ i b ~ .
~567 OHm, Y ~ .TO~0, J ~ R ~.TO~%J 0n ~ c ~e~ m ~ ~ Poissons r ~ i o s of soil deposits .IZF, ~ , 14R.
z559 AHMED~ S HABZA ENGNG. CHICAG% USA LOVELL, CW PURDUE UNIV.LAFAYE~E, IND.USA DIAMOND~ S PURDUE UNYV. LAFAk ~.','.'~, IND. USA Pore sizes az~ stremgth of compacted cla~. 14F,2T,
15R. J. GEOTECH. ENGNG.DIV .VlO0, N. GT4, APR. 1974, P407-425 • C~m~ercially available i]_lite clay was tested to relate pore size di~aributions, compaction characteristics arg u~dralned strength and d e f o ~ i o n to mo~ldir~ wate~ corr tent and type of laboratory compaction. The pore size distribution measurem~uts were made by merct~zy perosimerry amd the necessary removal of water from the samples was done by freeze drying. Samples compacted at moisture contents which were less than the Proctor o p t ~ showed brittle compressive failures at low strains, this seems to be due partly to the breakdown of ram~rous larger pores. Those samples compacted at optimum moisture content confirmed to d~form to high strains.
1560 RAJU, VS INDIAN INST .TECHNOL.MADRAS~ IND SADASYVAN, SK REG. ENGNG. COLL. S~INAGAR, IND Membrane penetration in triaxial tests on saris. Technical mote.~ 4F, TR. J. GEOTECH. ENGNG. DIV.VIO0, N. GT4, APR. 1974, P~82 -~89 . The authors s~ggest that the use of an armular flexible top platen, in membrane penetration calibration tests using d ~ rocks, leads to more reliable results than a conventional rigid top platen. They emphasize that in calibration tests for membrane penetration the plot should be in te~ms of the linear relationship between the total volume cha~ge and the volume of sand in the a n ~ a r space ar~ not between the total volt~ne change ard the diameter of the d ~ rod.
156~ VAID, YP UNTV.BRITISH COLL~BIA, VANCOUVER, CDN CAMPANML~ ~, RG UNTV. BRITISH COLUMBIA, VANCOUVER, CDN Trlaxlal amd plane strain behaviour of natural clay. 14F, 2T, 15R o J. GEOTECH. ENGNG. DIV .VlO0, N •G~3, MAR. 1974, P207- 224. When specimens of a ssturated, undisturbed marine clay were K o consolidated amd sheared under ~riaxial ar~ plane strain conditions, it was four~ that both undrained strength ar~ the angle of shearing resistar~e ware slightly larger in plane strain than the corresponding trlaxlal corditions. Methods have been developed to estimate strains in ur~Irained plane strain shear from the results of triaxial tests under identical stress path s.
156~ ~.~.Y,WE UNIV.RHODE ISLAND, KINGSTON, USA NACCI,VA UNIV. RHODE ISLAND, KINGSTON, USA WANG~MC UNIV .RHODE ISIA~ND,KINGSTON, USA Carbo~te cementation in deep-ocean sedlme~s. Technical note. 5F, 9R. J. GEOTECH.ENGNG.DIV.VIO0, N. G~3,MAR. 1974, P383-386. The writers recently tested about 60 ft. of core which was obtained in wster depths of about 9,800 feet in the Labrador Basin. The results of laboratory vane shear tests arzl identification teats are considered here, amd are shown to support the contention that carbonate c~nentation plays an important role in the strengths of some deep-ocean sediments.
~563 LEE,HJ Engineering properties of a pelsglo clay.Figs,19R. US NAVAL CIV.ENGNG.LAB, PORT HUENEME, CALIF.,TECH.NOFE,
~-1296,AUe.1973, 27P. Pelagic clay is a co, non soil type covering over 30 per cent of the seafloor. Two high quality bc~ core samples
of pelsgic clay were obtaimed and s~bJected to i m d ~ and engineering property testirg. The sheer strergth near the soil-water interface was about I psi~ a rels~ively high value~ amd the soil was f o u ~ to be virt~ally incompressible t~p to a compressive stress of abot~ 4 psi. When remolded, the e t r e ~ of the soil was significantly decreased by as much as a factor of 6. The soil was fourzl to be very compressible beyond a stress of 4 psi ~ A technique was developed for usirg triaxial test results to derive shear stremg~hs below the level of sampllrg; The resultimg strength profile i~dicates a very gradual increase of stremgth with depth.
Shear deformation characteristics l~ ~-I(~SON,S
UNIV.~ A ~
EDMDI~ON,CDN
LOBACZ,EF US ~ C.R.R.E.L.~,U~ ~ ~ ~ a ~ i~f~e. C~e~e. In P~ro~ - N~ ~ic~ c o ~ r i b ~ i o n to ~ e 2 ~ I ~ . Co~e~e. ~,i~. ~ . AC~. SCI . W ~ N ~ i~3, ~19-~26. ~ e resets of a ~ e l ~ i ~ o ~ te~i~ ~ s ~ on ~ r ~ d e d s ~ t y soil c o n s i d ~ to ~ t ~ c ~ ~ ~ose e ~ ~ In ~ ~ ~eas ~e ~ e ~ . ~ e ~ ch~i~ics ~e c ~ ~ ~ s obs ~ In ~ ~ e ~ t e ~ s In w ~ ~ ~ o z e ~ i ~ e coi~Id~ wi~ ~e ~e~ pl~e ~ by ~ e d ~ ~e~ a~us. U ~ ~ ~ ~i~i~ %e~s ~e c o ~ on ~ s~les. A sidle t ~ ~ q ~ was ~ o i ~ w ~ ~el~s ~ ~ ~e~ s~le h~i~ a ~ d ~ion ~ ~ ~ozen ~ion ~o~ i ~ e c o ~ d be c o ~ o l l ~ %o ~ r e ~ s o ~ l e p l ~ .
~56~ ~YA~ M ~S. I N ~ . ~ . ~ l~.~J ~ Y ~S.I~.~.~R l~.~J ~ Y ~S.IN~.~.~ l~.~,J ~m~c d~i~ty ~ viscosity of r ~ m~s ~ r~k f~l ~ i ~ ~ r e ~ i ~ in-~tu ~ t~i~ %e~; Co~ess. ~i~. 18F~,~R. ~ I~.CO~SS ON R ~ ~ I C S , ~ 3, ~A~ W ~ S ~ D ~ , ~.I~4~6P. ~m~c re~at~ lo~i~ te~s w~e c o ~ on ~ e rock f o X , ion in a t e ~ ~ t ~ a ~o~s~ ~le~ ~r ~ion. ~m~c ~o~ies w~e ~so ~ s ~ in ~ e l a b o r ~ o ~ by ~ of ~ c ~ i ~ co~s~ t e ~ s . I% is c o ~ l ~ ~ ~ s of ~ c ~ sity ~ d~ility obt~d from s u ~ t e ~ s c ~ ~ appli~ ~ c c e s ~ y to ~ e e ~ q ~ e res~ ~y~s of g r ~ - ~ e sy~s ~ r~i~ ~s. i~66 I~A~R ~L.W0~ ~S.IN~.TO~O,J H~O,K ~.WO~ ~S.IN~.TO~, J ~A,J ~.WO~ ~S.I~.TO~%J l~situ te~s ~ ~eor~ic~ ~es on ~ e rel~io~ b~een loo~ss ~ d~o~ion ~ t ~ i ~ i c s of J o i ~ r ~ k ~sses. C o ~ e s s . ~ e ~ i ~ . 8F,~. ~ I~.CO~SS ON R ~ ~ S , ~ 3, ~FA~ W ~ D E ~ , S~.I~4,~P. l~situ lo~i~ te~s w~e co~ed ~ two d ~ sites in J~p~. M ~ s ~ e ~ s w~e ~so ~e of ~ e s ~ e ~splac~e~s, ~r~n di~rib~io~ wi~in ~e r~ss~ ~ ~r~n i~r~s ~ e~ ~ress i ~ i . ~e ~a obt~d is c ~ to ~ from ~ e ~ i c ~ ~ s b a ~ d on p l ~ i c i t y ~ e ~ ~ ~e ~ ~ s ~ ~ ~ co~ty. ~e ~erence b e ~ ~e ~ i of d ~ i o n ~ ~a~iclty, f~ to be d e ~ on ~e ~ous~ ~i~i~ l~ss~ Is d e s ~ i b ~ .
~567 OHm, Y ~ .TO~0, J ~ R ~.TO~%J 0n ~ c ~e~ m ~ ~ Poissons r ~ i o s of soil deposits .IZF, ~ , 14R.