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Equivalent drained-undrained shearing resistance of sand to cyclic simple shear loading
154A
15~ L~S,G UNIV. K~BL..~t~E,D VOORT, H U~IV . ~ U ~ E , D In-situ determination c~ %hree.dJa~nsionsl deformation snd s t r e ~ ou cubical r o c k sables. In Germsn. IOF,BT, IIR. L.MULL~R 65 ANNIV.PUBLICATION,UNIV.KARLSRUHE,GERMANY, 197~, P87-98. A mew set-up for trisxial, in-aitu experiments on cubical samples of ~ointed rock, tested for the first time on a Flysch of the Ghiona m " s i v e in Western Greece in 1972 is described. The test results give informatlou a b o u t the three-a1-~-ional behaviour of the rock with re~ard to deformation a~d strength. ~ e infl~e~ce of the ~oint str~c1~re on the behavlour of the rock mass was deter. mined. Auth. 15~5 CVETKOVIC ,M FAC .MINES,BELGRADE, YU The effect of ~ l e dlmemsioms un t~mis~ial strem~th -polar hardness. C c ~ e r e ~ e . In Fremch.8F,lT. PROC.TNIRD C O ~ , I ~ T . S O C . R O C K MECN.D~V~,197~, V2, PAR~ A, 1974, PI~6-131. Research into the effect of sample dimensions and shape on the v a l u e o f ~.miaxlal c o ~ e s s i v e strem~ch as determined by is~oratory tests~ has bee~ com~hlcted. The i~flu e n c e o f speeime~ h ~ t t o w i d t h r a t i o s and s a b l e croas-sectic~ was shown to have no effect c~ uniaxial comer eesive strength.
15~6 D ~ J P GROUND ~ G N G , B O R ~ , GB Correlating the SPP N value with c h a l k grade for some zones of the Upper Chalk. Technical note. 2F, 2T,~R. GEOTECHN, V25, N3, S ~ T •1975, P610-61~.
Shear deformation characteristics 15~7 HOUP ERT, R Mechanical bshaviour of cryst-11~-e rocks of quasiisotropie structure. ~esis.In French.llS~,lST,373R. PH.D. T~ESIS, ~ .NARCY,FRANCE, OCT .1973,166P. With a view to determine the mechanical behaviour of cryst-11~ne r o c k s of the Eremite type as a fm~ction of their s~ructure~ a number of results were obtained concerni~ d e f o r ~ i c ~ and failure ~ d e r unlexial coe~ession. The structure of the tested rocks was st~dled from the view-points of both textures ~ d microcracks, %he latter b e i ~ the controllin~ factor of snlsotropy. Compression tests w~re carried out with a eervo-controlled loading system ou test pieces of several shapes s ~ d ~ ensions, under different c c m d i t ~ o n s of t e ~ a t ~ r e and loading rate. Brittle fracture in com~ressicm was discus~ sed at l e ~ . As far as ~rmmites ere concerned, a linear relationship was shown to hold betweem ultimate stre~ch of the rocks snd the reciprocal square root of the largest diameter of their feldspar grains. 1548 II/~,R PUBL.WKS RES. INST.TOEYO, J HOJA,K P~L.WKS RES. IRST.TOKYO, J HARADA, J PUBL .WKS RES. INST.TOKYO, J I~-sit~ ~ s t s ~ theoretical s ~ 4 1 ~ on the relations betweem looseness a~d defemmti~n characteristics of ~ointed rock m ~ e s . C ~ e r m a c e . 8F,IT,~R.
PROC.THIRD COheRES8 INT.SOC.ROCK M~C~.,~WER,197~, V2, PAR~ B,197h, P719-723 • 1549 B~GUES, J HABIB~P CHAYE D'ALBISS]3~,M Plastic deformation s~croprocess of a mineral crystallized solid. Ccmf~ence. In French. PROC .~q~D COI~GRESS,I~f.SOC .ROCK MECH., D ~ , 1974, V2, PART A, 1974,P99-10h •
A study has been made with %he different techniques of analysis in order to establish a r e l a t i ~ L i p b e t w e ~ the rheologlcal behaviour of an i s o ~ p i c c~ystalllne l~m~sIz~ne s1~JeCted to various ~ of mechanical stresses 8nd different strain mlcroprocesses of calcite crystal aggregates. 1550 PREVOST, JH NORWEGIAN C ~ . INST .O~LO,N HOEG, K h~0RW~DIAN G E S T ~ . ~ S T .08LO,N Analysis of pressureme%er i n strain.softem~n~ soil. 10F, 27R. J. G~0TECH. ENGNG DIV., ASCE, VI01, GTS, AUG. 1975, P717- 732. S t r a i n - s o f t e ~ behaviour is defined as a gr~,ml IOss of shear resista~ce after a peak s t r e ~ has been reached. The basic cce~cepts of the 1~mories of elasticitY end plasticity are reviewed, s~d the classical f c ~ i o n is extended to i n c l u d e smalysis of strain softez~i~g. A general effective stress-strain.strem~h model is described, but attentio~ herein is focused ~n undrained behaviour. Closed-form mathematical solutions for stresses, strains, and pore-water pressures around a pressuremeter are worked out, and detailed com~ari~cms are made between the results from s t r a i n - h a ~ s ~ strain-softem~ng beha~ vlour. The proposed theory makes it possible to back-figure basic soil strass-stredn and s t r e ~ h properties from straln.cc~trolled l ~ r e s s ~ e ~ e r tests. Auth. 1551 FARP~N, J UNIV .TOULOUSE, F P~, R UNIV. TOt~OUSE, F Kicrofissuratic~, dafc~'m~tlon sm~ co~essibility of rocks under triaxlal stresses. Ccmferenee. In French. 7F,I~. PROC .THIRD CONGRESS, INT.SOC .ROCK MECH. ,DENVER,1975, V2, PART A,1974, P138-143. ~ne effect of cc~fiming pressures and deviatory stresses on formatlun snd evolutlo~ of rock mlcrofiss~res, is studied for different rocks,(gra~tes, llmestOnes, dolomites), using s i m , l ~ e o u s mea~rememt of p~rosity, air permeability, transverse and sxial d e f c a ~ I c ~ and by acoustic recording of s o ~ pro~ced by mlcrobreak~n~. 1552 P~RES-RO~RIGUES, F LNEC, LISBON, P InfluesCe of the scale effect over rock mass safety aga~--t defc~mmbilA$y. Ccmferemce. 14F,IT. PROC .~[]~D CON(R~BSS,INT.80C .ROCK MECh. ,D~NVE~,I974, V2, PAR~ A,1974, P~0~-208. 1553 THIEL, K HYDROENGNG INST .GDANSK,PL Influence of the system of static load on deformability of rocks in field tes~s.Ccmference.4F, iT,2R. PROC.THIRD C~GRESS, IRT.SOC.ROCK M ~ C H . D ~ 197h, VOL 2,PART A,197h,P209-215. 1554 KASAPOGLU, KE HACETTEPE UNIV .ANKARA,TR Progressive and retrogressive failure in discontinuous rock masses s u b j e c t e d t o shear loadi~.Ccnference.7F,iT, 4R. FROC.THIRD ~ , I N T . S O C . R O C K MECH.DERV~ 1974, VOL 2,PART A,1974,F2~8-253. 1555 MOUSSA,AA Equivalemt dralned-uz~dralned shearing resistance of sand to cyclic s i d l e sheer I c ~ . I O F , 2 T , 1 6 R . GmOTBCHN, V25,~, SIPT. 1975, P~85 -49~ • Medium dense ~ d dense samples of clesn, dry sand were tested under eq~ivale~ drained followed by c ~ e m ~ volc~tlcne in a Norwe~lam cycle s i 1 ~ e shear e ~ a . tus. Most samples liquefied. In equlveAent dralued tests, the vertical stralm increased e z ~ l a l ~ y with mmaber of cycles and also imcreased wi~h the m a ~ e of the cjclic sheer stresses. In u~drained tests, %he horizontal shear strain, resistance to liquefaction end pore pressure induced by cyclic loading were affected greatly by the
15~ L~S,G UNIV. K~BL..~t~E,D VOORT, H U~IV . ~ U ~ E , D In-situ determination c~ %hree.dJa~nsionsl deformation snd s t r e ~ ou cubical r o c k sables. In Germsn. IOF,BT, IIR. L.MULL~R 65 ANNIV.PUBLICATION,UNIV.KARLSRUHE,GERMANY, 197~, P87-98. A mew set-up for trisxial, in-aitu experiments on cubical samples of ~ointed rock, tested for the first time on a Flysch of the Ghiona m " s i v e in Western Greece in 1972 is described. The test results give informatlou a b o u t the three-a1-~-ional behaviour of the rock with re~ard to deformation a~d strength. ~ e infl~e~ce of the ~oint str~c1~re on the behavlour of the rock mass was deter. mined. Auth. 15~5 CVETKOVIC ,M FAC .MINES,BELGRADE, YU The effect of ~ l e dlmemsioms un t~mis~ial strem~th -polar hardness. C c ~ e r e ~ e . In Fremch.8F,lT. PROC.TNIRD C O ~ , I ~ T . S O C . R O C K MECN.D~V~,197~, V2, PAR~ A, 1974, PI~6-131. Research into the effect of sample dimensions and shape on the v a l u e o f ~.miaxlal c o ~ e s s i v e strem~ch as determined by is~oratory tests~ has bee~ com~hlcted. The i~flu e n c e o f speeime~ h ~ t t o w i d t h r a t i o s and s a b l e croas-sectic~ was shown to have no effect c~ uniaxial comer eesive strength.
15~6 D ~ J P GROUND ~ G N G , B O R ~ , GB Correlating the SPP N value with c h a l k grade for some zones of the Upper Chalk. Technical note. 2F, 2T,~R. GEOTECHN, V25, N3, S ~ T •1975, P610-61~.
Shear deformation characteristics 15~7 HOUP ERT, R Mechanical bshaviour of cryst-11~-e rocks of quasiisotropie structure. ~esis.In French.llS~,lST,373R. PH.D. T~ESIS, ~ .NARCY,FRANCE, OCT .1973,166P. With a view to determine the mechanical behaviour of cryst-11~ne r o c k s of the Eremite type as a fm~ction of their s~ructure~ a number of results were obtained concerni~ d e f o r ~ i c ~ and failure ~ d e r unlexial coe~ession. The structure of the tested rocks was st~dled from the view-points of both textures ~ d microcracks, %he latter b e i ~ the controllin~ factor of snlsotropy. Compression tests w~re carried out with a eervo-controlled loading system ou test pieces of several shapes s ~ d ~ ensions, under different c c m d i t ~ o n s of t e ~ a t ~ r e and loading rate. Brittle fracture in com~ressicm was discus~ sed at l e ~ . As far as ~rmmites ere concerned, a linear relationship was shown to hold betweem ultimate stre~ch of the rocks snd the reciprocal square root of the largest diameter of their feldspar grains. 1548 II/~,R PUBL.WKS RES. INST.TOEYO, J HOJA,K P~L.WKS RES. IRST.TOKYO, J HARADA, J PUBL .WKS RES. INST.TOKYO, J I~-sit~ ~ s t s ~ theoretical s ~ 4 1 ~ on the relations betweem looseness a~d defemmti~n characteristics of ~ointed rock m ~ e s . C ~ e r m a c e . 8F,IT,~R.
PROC.THIRD COheRES8 INT.SOC.ROCK M~C~.,~WER,197~, V2, PAR~ B,197h, P719-723 • 1549 B~GUES, J HABIB~P CHAYE D'ALBISS]3~,M Plastic deformation s~croprocess of a mineral crystallized solid. Ccmf~ence. In French. PROC .~q~D COI~GRESS,I~f.SOC .ROCK MECH., D ~ , 1974, V2, PART A, 1974,P99-10h •
A study has been made with %he different techniques of analysis in order to establish a r e l a t i ~ L i p b e t w e ~ the rheologlcal behaviour of an i s o ~ p i c c~ystalllne l~m~sIz~ne s1~JeCted to various ~ of mechanical stresses 8nd different strain mlcroprocesses of calcite crystal aggregates. 1550 PREVOST, JH NORWEGIAN C ~ . INST .O~LO,N HOEG, K h~0RW~DIAN G E S T ~ . ~ S T .08LO,N Analysis of pressureme%er i n strain.softem~n~ soil. 10F, 27R. J. G~0TECH. ENGNG DIV., ASCE, VI01, GTS, AUG. 1975, P717- 732. S t r a i n - s o f t e ~ behaviour is defined as a gr~,ml IOss of shear resista~ce after a peak s t r e ~ has been reached. The basic cce~cepts of the 1~mories of elasticitY end plasticity are reviewed, s~d the classical f c ~ i o n is extended to i n c l u d e smalysis of strain softez~i~g. A general effective stress-strain.strem~h model is described, but attentio~ herein is focused ~n undrained behaviour. Closed-form mathematical solutions for stresses, strains, and pore-water pressures around a pressuremeter are worked out, and detailed com~ari~cms are made between the results from s t r a i n - h a ~ s ~ strain-softem~ng beha~ vlour. The proposed theory makes it possible to back-figure basic soil strass-stredn and s t r e ~ h properties from straln.cc~trolled l ~ r e s s ~ e ~ e r tests. Auth. 1551 FARP~N, J UNIV .TOULOUSE, F P~, R UNIV. TOt~OUSE, F Kicrofissuratic~, dafc~'m~tlon sm~ co~essibility of rocks under triaxlal stresses. Ccmferenee. In French. 7F,I~. PROC .THIRD CONGRESS, INT.SOC .ROCK MECH. ,DENVER,1975, V2, PART A,1974, P138-143. ~ne effect of cc~fiming pressures and deviatory stresses on formatlun snd evolutlo~ of rock mlcrofiss~res, is studied for different rocks,(gra~tes, llmestOnes, dolomites), using s i m , l ~ e o u s mea~rememt of p~rosity, air permeability, transverse and sxial d e f c a ~ I c ~ and by acoustic recording of s o ~ pro~ced by mlcrobreak~n~. 1552 P~RES-RO~RIGUES, F LNEC, LISBON, P InfluesCe of the scale effect over rock mass safety aga~--t defc~mmbilA$y. Ccmferemce. 14F,IT. PROC .~[]~D CON(R~BSS,INT.80C .ROCK MECh. ,D~NVE~,I974, V2, PAR~ A,1974, P~0~-208. 1553 THIEL, K HYDROENGNG INST .GDANSK,PL Influence of the system of static load on deformability of rocks in field tes~s.Ccmference.4F, iT,2R. PROC.THIRD C~GRESS, IRT.SOC.ROCK M ~ C H . D ~ 197h, VOL 2,PART A,197h,P209-215. 1554 KASAPOGLU, KE HACETTEPE UNIV .ANKARA,TR Progressive and retrogressive failure in discontinuous rock masses s u b j e c t e d t o shear loadi~.Ccnference.7F,iT, 4R. FROC.THIRD ~ , I N T . S O C . R O C K MECH.DERV~ 1974, VOL 2,PART A,1974,F2~8-253. 1555 MOUSSA,AA Equivalemt dralned-uz~dralned shearing resistance of sand to cyclic s i d l e sheer I c ~ . I O F , 2 T , 1 6 R . GmOTBCHN, V25,~, SIPT. 1975, P~85 -49~ • Medium dense ~ d dense samples of clesn, dry sand were tested under eq~ivale~ drained followed by c ~ e m ~ volc~tlcne in a Norwe~lam cycle s i 1 ~ e shear e ~ a . tus. Most samples liquefied. In equlveAent dralued tests, the vertical stralm increased e z ~ l a l ~ y with mmaber of cycles and also imcreased wi~h the m a ~ e of the cjclic sheer stresses. In u~drained tests, %he horizontal shear strain, resistance to liquefaction end pore pressure induced by cyclic loading were affected greatly by the