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Analysis of an axially and laterally loaded tapered pile in sand
~72A
by a succession of well solidified basalt layers altermating with slsgs amd ashes of low stremgth and percentage of voids, present a series of problems of bank fo%~xlations a~d steadiness. A solution is presented for this proble~ which can also be edalfced for use in amalogous circ%~nstances. Geotechmlcal studies of foumdation, drilling, lced te~ts, in-situ and laboratory assays were carried out amd subsequently the fotmdation works were steadily ~routed. The problem of bank steadluess in structures of this type is briefly discussed amd a fo~xzlation procedure is presented.
of limitir~ equilibrium of dam fou~iation rock. Co~ress. Preprlnt. In French. 8F. THIRD INTE~N~.COI~HESS ON ROCK MECHANICS,THEME 3, SURFACE WOI%MINGS,DENVER, SEI~. 197~, 5P. An extensiv~ research program~ on the stress-strain pattern in the abutment zone of dam four~stion rock is now umder wa~. The study concentrates on the domain of elastic defc~ma~ion and of limitir~ eq~illbrium. The a~alysis of foundations in limiting eq%tilibrium domain is of great significance. Auth.
1679 1674 WEI~LD, H Bearing capacity of bored piles in partially deccaposed a ~ fissured rock as well as in soils s~m~ar to rock. Comgrees. ~eprlnt. In German. 2T,19R. T E I ~ INTERNAT.CONGRESS ON ROCK MECHAI~CS, T ~ E 3, S~RFACE W O R K ~ , D E N V E R , S ~ . 6 P . T~o ~ables are ~ v e n to s1~narlze the iced bearing capacity of p a p a l l y dec~posed and flasured rocks. The first is a s ~ of load tests amd s e t t l ~ n t msasurements. The secord presents ~requently used average values of working e~d-bearlng pressures. The practical deslg~ng ~f a p~le tramsferrlmg its load to rock is also cons~d~ed.
SERAFIM, JL COIMBRA UNIV. P GUER~IRO, MQ CONSULFEESA, E Tests and o b s e r ~ behaviour of rock foundations of dams. Congress. Preprint. 13R. THIRD IN~ERN~.CONGHESS ON ROCK MECHANICS,THEME 3, SURFACE WORKINGS,DENVER, SE~T. 1974, lip. The results of m a ~ years efforts to ir~rpret def~mabillty tests of foumdation rocks of co~crete dams are presented. McWahods of i-~-erpretation used and c~nlmrisons with laboratory results are discussed. New findings on the effects of grot~img on deformability are i~licated a~i the most recent information is given on rock foundstion behavlour, based on observ~ion with long length strain meters.
1675
1680
ALVAREZ, A ESC.T.S.DE INGEN. C. C. P.MADRID, E SA~J ESC.T.S.DE INGEN.C.C.P.MADRID,E S~trly of a rock mass supporting an arch dam. Congress. Pre~rint%- 2F, IT. THIRD I~TERNAT.CONGRESS ON ROCK MECHANICS,THEME 3, SURFACE W O ~ S , DENVER~ S E ~ . 1974, 6P. A critical s t n ~ of the methods which are presently avsilable for datermln~tlon of the d~ormabillty ard strength of a rock mass, is presented. The case of the stability study at the Canelles dam foundation, is used to illt~strae the practical applications of these m~ods. T ~ s dsm, an arch dam 151m high, now needs
TIMUR, AF STATE HYDRAUL. WORKS, ANKARA, TR The gec~echnlcal investigation of a gallery. Congress. Preprint. IT,3R. THIRD INI~EKN~.CONGHESS ON ROCK MECHANICS,THEME 3, SURFACE WORKINGS, DENVER, ~E~.I974,4P. Flat-Jack, extens~m~ter, beam a~d pullout tests have been cor~lucted as part of a ge~echnical survey of foundation rock in a driven gallery for the Aslantas Dam. The details ar~ results of these tests are presented in this paper.
the strengthend~g of the right abutment a~ter construct-
WER~R, HU TECH. UNIV. MUNICH, D Foundation and anchoring of the i~cllned ski-Jumping structure in Oberstdorf, Federal Republic of Germamy. Comgress. Preprint. In Get,nan. IOF,6R. THIRD INTERN~.CONGBESS ON ROCK MECHANICS,TH~4E 3, SURFACE WORKINGS,DENVER, ~ . 1 9 7 4 , 6 P . Details of the skl-J~npimg tower, the subsoil and the foumdation design sre presented. The tests carried out to establish the load-bearimg capacity of both anchors anl the rock-mass and the system to control the effectiveness of the anchoring are discussed. The more significar2 results are presented ar~ discussed with regard to the value for prediction of the different anchor tests and of the deformation behsviour of the rock mass.
ion is complete.
1676 FISHMAN, YA INST. HYDROPROJECT. MOSCOW, SU GAZI~, EG INST. HYDROPROJECT. MOSCOW, SU In-situ ard model stmdies of rock foundations failure in concrete block shear tests. Comgress. Preprlnt. 3F,6R. THIRD INTERNAT.CONGRESS ON ROCK MECHANICs, T H ~ E 3, SURFACE W O R K ~ , D E N V E R , S E ~ . 1974, 5P. Shear tests were carried out under bi-dimenslo~al condltlons both In-situ a~d on medels made of equivalent a ~ 1~hoto-elastlc materials. The same loading scheme was used in sll tests ard the tests ware carried out in conditions of a strong concrete-to-rock contact. It has been fouald that, despite of different structural features azd stremgths of the rock fourzlations, the same process of failure takes place in all tests.
1677 ~AGNET, E WIDMA~N, R Fou~datlon problems of Koelnbreln arch dam. Congress. Preprint. In German. 8F~2R. THIRD INTERNAT.CONGRESS ON ROCK MECHANICS,THEME B, SURFACE WORKINGS,DENVER, SE~.I~74,6P. This report consldars two subjects among the extensive rock mechanics tests conducted for the design of the 200m high KoelDbreln arch dam. Special ~val~atlon of shear tests permits the determ/nation of a so-called displacement modulus Indlcatlr~ m o v ~ n t s along Joint planes. An attempt is made to appraise the impact of various ~ d e l y used asst~nptions which differ from the act~l conditions encottutered in the field.
1678 MILOVANOVIC, D UNIV. BELGRADE, YU Sc~e observations n~de in model tests in the domain
1681
1682 VALSANGKAP, AJ INDIAN INS~. TECHNOL. KANPUR, I ND RAO, NS INDIAN INST.TECHNOL.KAITPUR, IND BASUDHAR, DK INDIAN INS~ .TECHNOL. KANIW3R,I ND Generalized solutions of axially and laterally losded piles in elasto-plastic soil.lRF,18R. SOILS AND FOUND~TIONS, V13,~,DEC.1973,Pl-14. Analysis ar~ results are presented for the problem of axfally and laterally loaded piles, taking into account the elasto-plastic nature of the soil for both cohesive and cohesionless soils. The results indicste that the flexural behaviour of such piles is considerably influemced l~y R e type of variation of plaa~Ic resistance, soil modulus variation and the boundary conditions at the top. 1683 REDDY, AS INDIAN INSt. SCI.BANGALORE, IND RAMASAMY, G Analysis of an axially and laterally loaded revered pile in sar~.TF,1T,TR. SOILS AND FOU~DATION$,V13,N4,DEC.1973,P15-27. This analysis takes into account the plastic behaviour of the soll near the grour~ surface. The differential equations governizg the pile deflection at the top plas-
173A
tic zone amd the bottc~ elastic zone are t r a n s f c ~ to non-dimemsiomal form ar~ solutions are obtained. A rA~nericel problem is worked out to illustrate the use of the plots to obtain the top deflection amd the msx~w, mc~en~ of the pile.
168~ MILOVIC,DM KOSOVO PROJ. ~ R A D E , YU TOURNI~, JP HYDRO- QUEBEC, M O N I ~ , CDN S~resses amd displacements due to rigid resta~gular foumdation on a layer of finite thickness.6F,16T,8R. SOILS AND FOUNDATIONS,VI3,N~,DEC.1973,P29-~3. Expressions are given for the calculation of stresses and displacmnents beneath the rigid rectangular foumdation resting on an elastic isohropic layer of finite thlck~ess, ~zlerlain by a rigid base, assuming th~ contact between the compressible laye~ and the rigid base to be p~rfset~y rot~. Stresses ani d i s p l a ~ n t s for five different thicknesses of compressible layer, three different ratios of dz~mensions of the foundation, and three diffarent Polsson's ratios, have been computed, by using Fourier' s series.
1~5 GERRARD, CM DAVIS, EH WAEDLE, LJ Estimation of settl~ments of cross-amisotropic deposits using isotropic theory. Figs,Tabls. AUST.G~. J.V. G2~ NI, i~72, PI-10. ~ne error i~volved in estimating the settlement of cro~ss-amiso~opic deposits using isotropic theory is predicted. Special consideration is given to incompressible materials. Graphs and contour diagrams sho~ the effects of the controlling parameters. The errors involved i~ practice~ are deduced from experimental measurements amd a simple theoretical model of layered media.
Slopes See also abstract: 1711. 1686 BALDOVIN, G S ~ •APPLIC. G E O ~ H . MILAN, I FA~fORE,A IMP.A.FAPo~URA SPA,MILAN, I Example of elope stabilization in marly-sardstone flysch. CoDgress. Preprint. IIF,2R. THIBD INTERNAT.CONGRESS ON ROCK MECHANICS,TH~ 3, SURFACE WORKINGS, DENVER, S E ~ . 197~, 6P. In-situ amd laboratory studies to investigate possible ways of stabilizing a slope along the Savona-Ventimiglla highway, ar~ t h e actual steps taken %o this purpose, are relx~ed. The sliding movement has been arrested by a series of interconnected works - 35m deep substructure shafts~ a 19m hitch retaining wall amd a series of ar~or elements of a maximt~m l e ~ of 75m. 1687 BARTON, N NORWEG. GEC~ECH. INST. 0SLO, N Rock slope performance as revealed by a physical Joint model. Cor~ess. Preprint. IOF,2T,6R. THTRD I~FfERNAT.CO~RESS ON ROCK MECHANICS, T H ~ 3, SURFACE WORKINgS,DENVER, SEPE. 197~, 9P. "Two-dimensionsl" physical Joint models (sesle l: 500) were used to study the deformation ard failure of slopes cut through Jointed rock masses. The m~dels were consolidated add stressed an~ slopes were excavated in them s / ~ loading. Two, identically Jointed, models are compared. One model was stressed horizontally to approximately half t h e self weight ~=~-~Ical stress ~radient, the other to twice the vertical stress gradient. The slope crest d~fcrmation appeared to be irzleperdent of the horizontal stress level.
1688 FISSENED~ GL VNIMI~ LENI~RAD~ SU MO~SCHALOV~AM %rNIMI,LEI~fI~RAD~~J Oper~a~ deep slope stability. Com@~'ess. Prelx'im%. In German. ~F, SR. THIRD IN~ERNa~.CONG~ESS ON ROCK MECHANICS,T~ME 3, SURFACE WORKINGS, DENVER, ~PT. 197~,6P. This paper considers the relationship between cohesion in the model and cohesion in the rock mass, and takes into accou~ the Jolntimg intensity. Frum the results of b~th in-sltu amd model tests it has been established that the statics of loose media may be applied to these rocks. Using this theory discontimnity planes which exist in rock mass rosy be considered. The assessment of stability in open-cast slopes is carried out by systematic monitcrlmg of deformations. The d a ~ of measured deformations is dst~rmined by comparison of the measured strain rste with critical values established from field observation.
1~9 GAZ]~V, EG INS~. HYIR(~KXIECT, MOSCOW, SU RECHITSKI, VI IN~. HYIROPROJ~,MOSC~W, SU Stability of shratlfied rock slopes. Compress. Preprint. 5F, 2T,~R. THIRD I ~ . C 0 ~ R E S S ON ROCK ~ C S , T H ~ 3, SURFACE WC~KINGS, DENVER, ~-~T. 1974,6P. This paper deals with strstlfied rock slopes um~ercu~ by two Joints, the bedding planes being parallel both to the stemply-dlpplmg and to the ~ently-diPlX[~ Joints. Theoretical equations for cslculsting the ssfety f a c ~ s for each of the rock layers and for the rock mass as a whole are obtained from theoretical analysis of the rock mass stability consldorlr~ the interaction between the blocks constltutimg the rock mass. The thecreticel conclusions are suPlx~ed by results of tests carried out on structural plaster models. 80 such models, representing rock slopes of various structural patterns were tested. 1690 MCMAHON, BE AUSTR.ROCK CONSULTANTS, N. S.W.AUS Design of rock slopes ~gainst slidlmg on l~eexistIng frsetures. Comgress. Preprint. 9F,7R. THIRD INI~LNAT.CO~RES3 ON ROCK ~CHANICS,THEME 3, SURFACE WC~KI~S, DENVER, SEP~. 1974,6P. Procedures are presented for the design of slopes in rocks of sufficient strength that failure will tske place mainly by sliding along rock fractures, and that failure through the rock substance will be restrlcted to the relatively highly stressed region near the toe of the slope. A sim@le p a r a d e r , the crltlcal dip, is introduced to c~mbine the effects of shear strength, grourdwater forces, earthquake forces and geometry of the slide mass. Fracture orientations arm analysed statistically and the probability of failure is then obtained. The optimum design slope is selected as the slope at which the estimated total present value of the costs of waste excavation, landslide repair and lost production are a minimum. Auth. 1691 RUIZ, ND CNEC, SAO PAULO, BR Minim~n anchorlmg cost for stabilization of rock slopes. Comgress. Preprlnt. 9F,~R. THIRD IN~ERNAT.CONGBESS ON ROCK MECHANICS,TH~24E 3, SURFACE WORKINGS, DENVER, S~P~. 1974,7P. A method is presented for the design of stabilization by pre-stresslng of rock slopes intersected by one or any number of ra~c~ly crleuted discontlm~tity plane~. The effect of these plsmms is shown to bm asslmilsted into the effect of a simgle hypothetical plane striking parallel to the slope face ard with approl~late dip.
by a succession of well solidified basalt layers altermating with slsgs amd ashes of low stremgth and percentage of voids, present a series of problems of bank fo%~xlations a~d steadiness. A solution is presented for this proble~ which can also be edalfced for use in amalogous circ%~nstances. Geotechmlcal studies of foumdation, drilling, lced te~ts, in-situ and laboratory assays were carried out amd subsequently the fotmdation works were steadily ~routed. The problem of bank steadluess in structures of this type is briefly discussed amd a fo~xzlation procedure is presented.
of limitir~ equilibrium of dam fou~iation rock. Co~ress. Preprlnt. In French. 8F. THIRD INTE~N~.COI~HESS ON ROCK MECHANICS,THEME 3, SURFACE WOI%MINGS,DENVER, SEI~. 197~, 5P. An extensiv~ research program~ on the stress-strain pattern in the abutment zone of dam four~stion rock is now umder wa~. The study concentrates on the domain of elastic defc~ma~ion and of limitir~ eq~illbrium. The a~alysis of foundations in limiting eq%tilibrium domain is of great significance. Auth.
1679 1674 WEI~LD, H Bearing capacity of bored piles in partially deccaposed a ~ fissured rock as well as in soils s~m~ar to rock. Comgrees. ~eprlnt. In German. 2T,19R. T E I ~ INTERNAT.CONGRESS ON ROCK MECHAI~CS, T ~ E 3, S~RFACE W O R K ~ , D E N V E R , S ~ . 6 P . T~o ~ables are ~ v e n to s1~narlze the iced bearing capacity of p a p a l l y dec~posed and flasured rocks. The first is a s ~ of load tests amd s e t t l ~ n t msasurements. The secord presents ~requently used average values of working e~d-bearlng pressures. The practical deslg~ng ~f a p~le tramsferrlmg its load to rock is also cons~d~ed.
SERAFIM, JL COIMBRA UNIV. P GUER~IRO, MQ CONSULFEESA, E Tests and o b s e r ~ behaviour of rock foundations of dams. Congress. Preprint. 13R. THIRD IN~ERN~.CONGHESS ON ROCK MECHANICS,THEME 3, SURFACE WORKINGS,DENVER, SE~T. 1974, lip. The results of m a ~ years efforts to ir~rpret def~mabillty tests of foumdation rocks of co~crete dams are presented. McWahods of i-~-erpretation used and c~nlmrisons with laboratory results are discussed. New findings on the effects of grot~img on deformability are i~licated a~i the most recent information is given on rock foundstion behavlour, based on observ~ion with long length strain meters.
1675
1680
ALVAREZ, A ESC.T.S.DE INGEN. C. C. P.MADRID, E SA~J ESC.T.S.DE INGEN.C.C.P.MADRID,E S~trly of a rock mass supporting an arch dam. Congress. Pre~rint%- 2F, IT. THIRD I~TERNAT.CONGRESS ON ROCK MECHANICS,THEME 3, SURFACE W O ~ S , DENVER~ S E ~ . 1974, 6P. A critical s t n ~ of the methods which are presently avsilable for datermln~tlon of the d~ormabillty ard strength of a rock mass, is presented. The case of the stability study at the Canelles dam foundation, is used to illt~strae the practical applications of these m~ods. T ~ s dsm, an arch dam 151m high, now needs
TIMUR, AF STATE HYDRAUL. WORKS, ANKARA, TR The gec~echnlcal investigation of a gallery. Congress. Preprint. IT,3R. THIRD INI~EKN~.CONGHESS ON ROCK MECHANICS,THEME 3, SURFACE WORKINGS, DENVER, ~E~.I974,4P. Flat-Jack, extens~m~ter, beam a~d pullout tests have been cor~lucted as part of a ge~echnical survey of foundation rock in a driven gallery for the Aslantas Dam. The details ar~ results of these tests are presented in this paper.
the strengthend~g of the right abutment a~ter construct-
WER~R, HU TECH. UNIV. MUNICH, D Foundation and anchoring of the i~cllned ski-Jumping structure in Oberstdorf, Federal Republic of Germamy. Comgress. Preprint. In Get,nan. IOF,6R. THIRD INTERN~.CONGBESS ON ROCK MECHANICS,TH~4E 3, SURFACE WORKINGS,DENVER, ~ . 1 9 7 4 , 6 P . Details of the skl-J~npimg tower, the subsoil and the foumdation design sre presented. The tests carried out to establish the load-bearimg capacity of both anchors anl the rock-mass and the system to control the effectiveness of the anchoring are discussed. The more significar2 results are presented ar~ discussed with regard to the value for prediction of the different anchor tests and of the deformation behsviour of the rock mass.
ion is complete.
1676 FISHMAN, YA INST. HYDROPROJECT. MOSCOW, SU GAZI~, EG INST. HYDROPROJECT. MOSCOW, SU In-situ ard model stmdies of rock foundations failure in concrete block shear tests. Comgress. Preprlnt. 3F,6R. THIRD INTERNAT.CONGRESS ON ROCK MECHANICs, T H ~ E 3, SURFACE W O R K ~ , D E N V E R , S E ~ . 1974, 5P. Shear tests were carried out under bi-dimenslo~al condltlons both In-situ a~d on medels made of equivalent a ~ 1~hoto-elastlc materials. The same loading scheme was used in sll tests ard the tests ware carried out in conditions of a strong concrete-to-rock contact. It has been fouald that, despite of different structural features azd stremgths of the rock fourzlations, the same process of failure takes place in all tests.
1677 ~AGNET, E WIDMA~N, R Fou~datlon problems of Koelnbreln arch dam. Congress. Preprint. In German. 8F~2R. THIRD INTERNAT.CONGRESS ON ROCK MECHANICS,THEME B, SURFACE WORKINGS,DENVER, SE~.I~74,6P. This report consldars two subjects among the extensive rock mechanics tests conducted for the design of the 200m high KoelDbreln arch dam. Special ~val~atlon of shear tests permits the determ/nation of a so-called displacement modulus Indlcatlr~ m o v ~ n t s along Joint planes. An attempt is made to appraise the impact of various ~ d e l y used asst~nptions which differ from the act~l conditions encottutered in the field.
1678 MILOVANOVIC, D UNIV. BELGRADE, YU Sc~e observations n~de in model tests in the domain
1681
1682 VALSANGKAP, AJ INDIAN INS~. TECHNOL. KANPUR, I ND RAO, NS INDIAN INST.TECHNOL.KAITPUR, IND BASUDHAR, DK INDIAN INS~ .TECHNOL. KANIW3R,I ND Generalized solutions of axially and laterally losded piles in elasto-plastic soil.lRF,18R. SOILS AND FOUND~TIONS, V13,~,DEC.1973,Pl-14. Analysis ar~ results are presented for the problem of axfally and laterally loaded piles, taking into account the elasto-plastic nature of the soil for both cohesive and cohesionless soils. The results indicste that the flexural behaviour of such piles is considerably influemced l~y R e type of variation of plaa~Ic resistance, soil modulus variation and the boundary conditions at the top. 1683 REDDY, AS INDIAN INSt. SCI.BANGALORE, IND RAMASAMY, G Analysis of an axially and laterally loaded revered pile in sar~.TF,1T,TR. SOILS AND FOU~DATION$,V13,N4,DEC.1973,P15-27. This analysis takes into account the plastic behaviour of the soll near the grour~ surface. The differential equations governizg the pile deflection at the top plas-
173A
tic zone amd the bottc~ elastic zone are t r a n s f c ~ to non-dimemsiomal form ar~ solutions are obtained. A rA~nericel problem is worked out to illustrate the use of the plots to obtain the top deflection amd the msx~w, mc~en~ of the pile.
168~ MILOVIC,DM KOSOVO PROJ. ~ R A D E , YU TOURNI~, JP HYDRO- QUEBEC, M O N I ~ , CDN S~resses amd displacements due to rigid resta~gular foumdation on a layer of finite thickness.6F,16T,8R. SOILS AND FOUNDATIONS,VI3,N~,DEC.1973,P29-~3. Expressions are given for the calculation of stresses and displacmnents beneath the rigid rectangular foumdation resting on an elastic isohropic layer of finite thlck~ess, ~zlerlain by a rigid base, assuming th~ contact between the compressible laye~ and the rigid base to be p~rfset~y rot~. Stresses ani d i s p l a ~ n t s for five different thicknesses of compressible layer, three different ratios of dz~mensions of the foundation, and three diffarent Polsson's ratios, have been computed, by using Fourier' s series.
1~5 GERRARD, CM DAVIS, EH WAEDLE, LJ Estimation of settl~ments of cross-amisotropic deposits using isotropic theory. Figs,Tabls. AUST.G~. J.V. G2~ NI, i~72, PI-10. ~ne error i~volved in estimating the settlement of cro~ss-amiso~opic deposits using isotropic theory is predicted. Special consideration is given to incompressible materials. Graphs and contour diagrams sho~ the effects of the controlling parameters. The errors involved i~ practice~ are deduced from experimental measurements amd a simple theoretical model of layered media.
Slopes See also abstract: 1711. 1686 BALDOVIN, G S ~ •APPLIC. G E O ~ H . MILAN, I FA~fORE,A IMP.A.FAPo~URA SPA,MILAN, I Example of elope stabilization in marly-sardstone flysch. CoDgress. Preprint. IIF,2R. THIBD INTERNAT.CONGRESS ON ROCK MECHANICS,TH~ 3, SURFACE WORKINGS, DENVER, S E ~ . 197~, 6P. In-situ amd laboratory studies to investigate possible ways of stabilizing a slope along the Savona-Ventimiglla highway, ar~ t h e actual steps taken %o this purpose, are relx~ed. The sliding movement has been arrested by a series of interconnected works - 35m deep substructure shafts~ a 19m hitch retaining wall amd a series of ar~or elements of a maximt~m l e ~ of 75m. 1687 BARTON, N NORWEG. GEC~ECH. INST. 0SLO, N Rock slope performance as revealed by a physical Joint model. Cor~ess. Preprint. IOF,2T,6R. THTRD I~FfERNAT.CO~RESS ON ROCK MECHANICS, T H ~ 3, SURFACE WORKINgS,DENVER, SEPE. 197~, 9P. "Two-dimensionsl" physical Joint models (sesle l: 500) were used to study the deformation ard failure of slopes cut through Jointed rock masses. The m~dels were consolidated add stressed an~ slopes were excavated in them s / ~ loading. Two, identically Jointed, models are compared. One model was stressed horizontally to approximately half t h e self weight ~=~-~Ical stress ~radient, the other to twice the vertical stress gradient. The slope crest d~fcrmation appeared to be irzleperdent of the horizontal stress level.
1688 FISSENED~ GL VNIMI~ LENI~RAD~ SU MO~SCHALOV~AM %rNIMI,LEI~fI~RAD~~J Oper~a~ deep slope stability. Com@~'ess. Prelx'im%. In German. ~F, SR. THIRD IN~ERNa~.CONG~ESS ON ROCK MECHANICS,T~ME 3, SURFACE WORKINGS, DENVER, ~PT. 197~,6P. This paper considers the relationship between cohesion in the model and cohesion in the rock mass, and takes into accou~ the Jolntimg intensity. Frum the results of b~th in-sltu amd model tests it has been established that the statics of loose media may be applied to these rocks. Using this theory discontimnity planes which exist in rock mass rosy be considered. The assessment of stability in open-cast slopes is carried out by systematic monitcrlmg of deformations. The d a ~ of measured deformations is dst~rmined by comparison of the measured strain rste with critical values established from field observation.
1~9 GAZ]~V, EG INS~. HYIR(~KXIECT, MOSCOW, SU RECHITSKI, VI IN~. HYIROPROJ~,MOSC~W, SU Stability of shratlfied rock slopes. Compress. Preprint. 5F, 2T,~R. THIRD I ~ . C 0 ~ R E S S ON ROCK ~ C S , T H ~ 3, SURFACE WC~KINGS, DENVER, ~-~T. 1974,6P. This paper deals with strstlfied rock slopes um~ercu~ by two Joints, the bedding planes being parallel both to the stemply-dlpplmg and to the ~ently-diPlX[~ Joints. Theoretical equations for cslculsting the ssfety f a c ~ s for each of the rock layers and for the rock mass as a whole are obtained from theoretical analysis of the rock mass stability consldorlr~ the interaction between the blocks constltutimg the rock mass. The thecreticel conclusions are suPlx~ed by results of tests carried out on structural plaster models. 80 such models, representing rock slopes of various structural patterns were tested. 1690 MCMAHON, BE AUSTR.ROCK CONSULTANTS, N. S.W.AUS Design of rock slopes ~gainst slidlmg on l~eexistIng frsetures. Comgress. Preprint. 9F,7R. THIRD INI~LNAT.CO~RES3 ON ROCK ~CHANICS,THEME 3, SURFACE WC~KI~S, DENVER, SEP~. 1974,6P. Procedures are presented for the design of slopes in rocks of sufficient strength that failure will tske place mainly by sliding along rock fractures, and that failure through the rock substance will be restrlcted to the relatively highly stressed region near the toe of the slope. A sim@le p a r a d e r , the crltlcal dip, is introduced to c~mbine the effects of shear strength, grourdwater forces, earthquake forces and geometry of the slide mass. Fracture orientations arm analysed statistically and the probability of failure is then obtained. The optimum design slope is selected as the slope at which the estimated total present value of the costs of waste excavation, landslide repair and lost production are a minimum. Auth. 1691 RUIZ, ND CNEC, SAO PAULO, BR Minim~n anchorlmg cost for stabilization of rock slopes. Comgress. Preprlnt. 9F,~R. THIRD IN~ERNAT.CONGBESS ON ROCK MECHANICS,TH~24E 3, SURFACE WORKINGS, DENVER, S~P~. 1974,7P. A method is presented for the design of stabilization by pre-stresslng of rock slopes intersected by one or any number of ra~c~ly crleuted discontlm~tity plane~. The effect of these plsmms is shown to bm asslmilsted into the effect of a simgle hypothetical plane striking parallel to the slope face ard with approl~late dip.