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The effect of leaching on soil-cement
200A
Friction in rocks JACKSON, RE N.CARGLINA STATE UNIV, RALEIGH, USA IX;NN,DE Experimental sliding friction and cataclasis of foliated rocks. 27F, 2T, 19R. INT.J.ROCK ~CH.MIN.SCI.Vll, N6,JURE,197~,P235-2~9.
1975 RAAB, DE
~I~,LW The variation of the angle Of in~errml friction for mechanically chipped mat~ial.Refs. PENNSYL.STATE U N Y V . D E F L ~ , ~ SCI.AD-76~.6~6-5. MAY, 1973,176P.
Physico-chemical properties SHILTS, WW Fhysical and chemical l~operties of tmconsolidated sediments in permanently frozen tea'rain,diatrict of Keewatin,~R. GEOL. SURVEY CANADA.PAPER 7~-I, PART 1,197~,P229-235.
1~7 JOHANSEN, 0 Method for calculation of thermal conductivity of soils,Part 2.1n Norwegian;Figs, lOR. NORGES T ~ . F O R ~ . 0 G S ~ E N S VEG.b~i~ALG FOR FROST I JORD, NI0, JULY, 1973, P13-28.
1978 HO~tSTRA, P D~XA/VEY,A Dielectric properties of soils at UHF and microwave frequencies ;36R. J. GEOPHYS. RES. V79, Nil, APR. 1974, P1699-1708 • 1979 FARSHAD, M AHMADI,G Effect of bourdaries on wave propagation in media with microstructure: II. Surface waves in a half space. 3F, 9R. SEI ~MOL. SOC.AMER.B~LL.V6~, N2, AFRIL, 1974, P387- 392. The paper studies the surface-wave propagation in a half-space acccrding to couple-stress theory; Dispersion curves as well as displacement variations with the depth coordinate are obtained for a rathe of material parameters. Comparison is made with the classical ela~icity predictions upon which 6 ~ t a i n conclusions are reached.
Permeability and capillarity JACKSON, JO UNIV. LAGOS, WAN The effect of leaching on soil-cement.TF,1T,6R. INT.J.ROCK MECH.MIN.SCI.Vll, N6,JUNE,197~,P215-219.
1981 MORDECAI~ M MORRIS, LH The effect ~f stress on the flo~ of gas through coal measure strata. 5F, 9R. MIN. EN~R.VI33, N16~, JULY, 1974, P~35-4/~3. The paper reports the results of laboratory tests carried out to investigate the changes of permeability of samples of coal measure strata which occurred when they were subjected to triaxial stress. Tests were conducted on ten coal measure rocks; The outstanding feature of the
results in that the spread of p e r m s a h i l l f , i e s a..-~er f r a c t u r e between rocks is much smaller than b e f ~ f r a m e . The problem of e~imati~g the s ~ of gas flowing wards into t h e worklmgs of a coal seam from a seam below is discussed. An example is given how aimple calculations on ~ i m e r ~ a l data can lead to realistic predictions of gas flow.
Compressibility,swelling and consolidation See also abstract: 2073.
1982 KOVALENKO, NP InVestigation of the consolidation of a peat base. 2F, 3T, 4R. SOIL MECH.FOUND.E~K;~.VIO, NS, EFT-OCT.1973,P307-310. Peat soils are characterized by a c h s ~ of Ixn~sity a~i permeability within wide ranges during consolldation; This leads to non-lir~arity of %he comsolldation process and the coefficient of consolidations can I~I exlm~emsed as a function of time. The consolidation process can be eatabliahed using a numerical ~ l y s i s . In the case of small values of the p a r a m ~ mj the mon-llmerity af the consolidation process can be neglected. BONDARENKO, VI VOLOGRAD INST. HYDRAUL. STRUCT. SU Industrial ex;eriment for reducir6 compressibility of collapsible soils. BF,1T, IR. SOIL MECH. FOUND. E~3NG. VI0, NS, SEFr-OCT. 1973, P340-341. The soils of the Afel's bed in %he region af the town Volzhskii possess a h~gh compressibility; The atability of the buildings and structures wkich were to be erected on the ground was secured by c c ~ i ~ the f o u ~ i o m s by heavy tampers. With a conata~ ~ ~ i ~ of 1.2 to 1.3 m. the maximt~m is achieved wlth ballasted tampers of up to 5 tons weight. With an ir~.~Lse in t h e unit pressure a t the tamper fOOt, the se%"~eme~ of the tamped surfaces increased and the depth of the zone of compacted soll extemied.
196~ MIZYI~SKII, VA Coefficier~ of lateral pressure of clays urder lomg term loadIDg.iF, 2R. SOIL MECH. FOLDD .ENGNG .VIO,N~, SEIm/-OCT. 1973, P3A7-348. Under urdisturbed corditions the increase in the compacting loadlmgs progresses slowly; eoncurre~*.ly, ~:hese increases in the loadlrgs cause consolidation with drainage and stress equalization phencmem: The develol~ment of Weructural bonds during the formation of c l ~ s apparently should not influence the nature of %he ~tressed state established durir~ compaction. Thus the ex1~rlmental data and their analysis presented in the r~e, i~dicate that the coefficient of lateral pressure exerted by clays in their natural state is equal to unity. The note is published together with the discussion of the problem by Prof.N.N.MaslOV, (see next abstract) as a c o g i t a t i o n to the problem of the coefficient of lateral ~essure exerted by clay soils in situ.
i~85 MASLOV, NN Coefficient of lateral pressure of soils.2R. SOIL MECH.FOUND. E~GNG. VI0, NS, ~I~P-OC~. 1973, F~9-350. The writer agrees with Mizyumakli that for clay ~oils, particularly when they are at the liquid limit and of soft/plastic consistemcy~ the co~ficient of lateral pressure is unity in several cases. However, it is hardly permissible to e x ~ ~his cer~itlon to all varifies of clays. It would be i ~ e a t i ~ to analyse V.A. Mizylm~ skii experlme~s if the Initial shear resistance of the soil (the creep threshold) is taken i ~ o account.
Friction in rocks JACKSON, RE N.CARGLINA STATE UNIV, RALEIGH, USA IX;NN,DE Experimental sliding friction and cataclasis of foliated rocks. 27F, 2T, 19R. INT.J.ROCK ~CH.MIN.SCI.Vll, N6,JURE,197~,P235-2~9.
1975 RAAB, DE
~I~,LW The variation of the angle Of in~errml friction for mechanically chipped mat~ial.Refs. PENNSYL.STATE U N Y V . D E F L ~ , ~ SCI.AD-76~.6~6-5. MAY, 1973,176P.
Physico-chemical properties SHILTS, WW Fhysical and chemical l~operties of tmconsolidated sediments in permanently frozen tea'rain,diatrict of Keewatin,~R. GEOL. SURVEY CANADA.PAPER 7~-I, PART 1,197~,P229-235.
1~7 JOHANSEN, 0 Method for calculation of thermal conductivity of soils,Part 2.1n Norwegian;Figs, lOR. NORGES T ~ . F O R ~ . 0 G S ~ E N S VEG.b~i~ALG FOR FROST I JORD, NI0, JULY, 1973, P13-28.
1978 HO~tSTRA, P D~XA/VEY,A Dielectric properties of soils at UHF and microwave frequencies ;36R. J. GEOPHYS. RES. V79, Nil, APR. 1974, P1699-1708 • 1979 FARSHAD, M AHMADI,G Effect of bourdaries on wave propagation in media with microstructure: II. Surface waves in a half space. 3F, 9R. SEI ~MOL. SOC.AMER.B~LL.V6~, N2, AFRIL, 1974, P387- 392. The paper studies the surface-wave propagation in a half-space acccrding to couple-stress theory; Dispersion curves as well as displacement variations with the depth coordinate are obtained for a rathe of material parameters. Comparison is made with the classical ela~icity predictions upon which 6 ~ t a i n conclusions are reached.
Permeability and capillarity JACKSON, JO UNIV. LAGOS, WAN The effect of leaching on soil-cement.TF,1T,6R. INT.J.ROCK MECH.MIN.SCI.Vll, N6,JUNE,197~,P215-219.
1981 MORDECAI~ M MORRIS, LH The effect ~f stress on the flo~ of gas through coal measure strata. 5F, 9R. MIN. EN~R.VI33, N16~, JULY, 1974, P~35-4/~3. The paper reports the results of laboratory tests carried out to investigate the changes of permeability of samples of coal measure strata which occurred when they were subjected to triaxial stress. Tests were conducted on ten coal measure rocks; The outstanding feature of the
results in that the spread of p e r m s a h i l l f , i e s a..-~er f r a c t u r e between rocks is much smaller than b e f ~ f r a m e . The problem of e~imati~g the s ~ of gas flowing wards into t h e worklmgs of a coal seam from a seam below is discussed. An example is given how aimple calculations on ~ i m e r ~ a l data can lead to realistic predictions of gas flow.
Compressibility,swelling and consolidation See also abstract: 2073.
1982 KOVALENKO, NP InVestigation of the consolidation of a peat base. 2F, 3T, 4R. SOIL MECH.FOUND.E~K;~.VIO, NS, EFT-OCT.1973,P307-310. Peat soils are characterized by a c h s ~ of Ixn~sity a~i permeability within wide ranges during consolldation; This leads to non-lir~arity of %he comsolldation process and the coefficient of consolidations can I~I exlm~emsed as a function of time. The consolidation process can be eatabliahed using a numerical ~ l y s i s . In the case of small values of the p a r a m ~ mj the mon-llmerity af the consolidation process can be neglected. BONDARENKO, VI VOLOGRAD INST. HYDRAUL. STRUCT. SU Industrial ex;eriment for reducir6 compressibility of collapsible soils. BF,1T, IR. SOIL MECH. FOUND. E~3NG. VI0, NS, SEFr-OCT. 1973, P340-341. The soils of the Afel's bed in %he region af the town Volzhskii possess a h~gh compressibility; The atability of the buildings and structures wkich were to be erected on the ground was secured by c c ~ i ~ the f o u ~ i o m s by heavy tampers. With a conata~ ~ ~ i ~ of 1.2 to 1.3 m. the maximt~m is achieved wlth ballasted tampers of up to 5 tons weight. With an ir~.~Lse in t h e unit pressure a t the tamper fOOt, the se%"~eme~ of the tamped surfaces increased and the depth of the zone of compacted soll extemied.
196~ MIZYI~SKII, VA Coefficier~ of lateral pressure of clays urder lomg term loadIDg.iF, 2R. SOIL MECH. FOLDD .ENGNG .VIO,N~, SEIm/-OCT. 1973, P3A7-348. Under urdisturbed corditions the increase in the compacting loadlmgs progresses slowly; eoncurre~*.ly, ~:hese increases in the loadlrgs cause consolidation with drainage and stress equalization phencmem: The develol~ment of Weructural bonds during the formation of c l ~ s apparently should not influence the nature of %he ~tressed state established durir~ compaction. Thus the ex1~rlmental data and their analysis presented in the r~e, i~dicate that the coefficient of lateral pressure exerted by clays in their natural state is equal to unity. The note is published together with the discussion of the problem by Prof.N.N.MaslOV, (see next abstract) as a c o g i t a t i o n to the problem of the coefficient of lateral ~essure exerted by clay soils in situ.
i~85 MASLOV, NN Coefficient of lateral pressure of soils.2R. SOIL MECH.FOUND. E~GNG. VI0, NS, ~I~P-OC~. 1973, F~9-350. The writer agrees with Mizyumakli that for clay ~oils, particularly when they are at the liquid limit and of soft/plastic consistemcy~ the co~ficient of lateral pressure is unity in several cases. However, it is hardly permissible to e x ~ ~his cer~itlon to all varifies of clays. It would be i ~ e a t i ~ to analyse V.A. Mizylm~ skii experlme~s if the Initial shear resistance of the soil (the creep threshold) is taken i ~ o account.