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Scale effect in cliff collapse mechanism. Conference. In French. 5F, 8R
16hA
water had washed the clay out of seams in weathered rock thus creating huge s ~ n ~ l e s . The most satisfactory 8nd economical of the remedial measures investigated was to bridge the damo~ed area with a tw~-w~ reinforeed earth slab. An added safety measure was the In~ection of cement-flyash grout into the reinforced earth. C~ms%ructiom coets and construction time were subst~mtial~ less than those for a concrete slab. 1659 COP~,MD Problems a%-bendi~ use of h i ~ e r s % r e ~ t h concrete in tbln arch dams. 5R. J . A ~ .CO~CR. INST. ,VT~, N~, AER. 1975, P138-1~0. The use of higher stremgth concrete in thin arch ~a,~ would usually result in greater eccmo~ through reduced concrete volume necessary to meet safety requirements. Higher strength ccmcrete would tend to rednce deflections is the dam and ma~ ~-K~ove the strength of constructicm Joints and permit earlier form removal. Disadvnntages encountered with the use of higher strength c~mcrete include: d e v e l o ~ t of stress concentratlcms, particularly is the foundation for the dam; tendency toward more crackin~ in concrete; increased tem~arature control probless; and complications i n v o l v e d w i t h openings throu6h the dam and roadways over the dam.
Influence of d y n a m i c loads due to explosions or earthquakes 1660 MORI, Y KAWAKAMI, F Model study on the v i b r a t i o n a l characteristics of fill-type dams. 16F,3T,2R. TECHNOL .R~.TOHOKU UNIV. JAPAN~V39, N1,197h, P77-91. The earthquake loads which should be considered is design of fill-type ~ have increased in importance rec e n t ~ when a number of high fill-type dams are being constructed. The smthors s t ~ the stability and the response of fill-type dams under esrthquake by m~del tests. Altbou~h model studies have certain shortcomings derived from the scale effects, they are sure to offer the effective means to the study of the effect of vibration on the dam body. The obJects of the program of the model studies are as follows: (I) to visualize the mechanlsm of the deformation: (2) to exam~-e the yielding acceleration: (3) to examine the mode shape: and (4) to evaluate the effect of the restraint by valleys on the natural period. Auth. 1661 P E V ~ , ME SC I .RES. INST .MIN.~ . M A T .MOSCOW, SU Explosion effects on stability of excavation slopes. Ccnf erence. 2F,2R. PROC.T~IRD CONGRESS,INT.SOC.ROCK MECH.,D~IVER,197h, V2, PART B, 1974,P809-812 • 1662 PAU~,A GEOCONSEIL,LA Ckn.L~, ST.C.F SAB~RLY,F G~0CONSEIL, I~ C~J~R ST.C.F SCHNEID~, B COYNE, B ~ L I ~ , PARIS, F Scale effect in cliff collapse meehsmlsm. CoD_ference. In French. 5F,8R. PROC .THIRD CONGRESS, INT. SOC .ROCK MECH., D ~ , 197h, V2, PART B,197h,P859-86h.
Experimentat and numerical techniques 1663 JOHN, KW RUHR-UNIV .BOCHUM, D DEUTSCH, R RUHR.UNIV .BOCHUM, D Application of spherical projection ~salysis in geotechnical e ~ l n e e r i ~ . I n German. 25F,27R. L.MULTgR 65 ANNIV.PUBLICATION,UNIV.KAR~UHE,GERMANY, 197h,P137-159. ~he principles behind spherical projection analysis are
presented. A stabi~ty ama/~sis of a rock slope is then carried o u t st~p-by-step, 8rid the sl.Ltisl klnemA~Ics of potemtially sliding rock ~ s e s ~ %he 1~-~t equilibrium between active amd passive forces, resulti~ is factors of safet~ are determlmed. The spherical prc4ec. tion is also applied to the t o p p l ~ failure of a steep r o c k slope. 166~ S~IgP~, AA CIV .~GR SCBOOL, MA~ID, E CASTILIJ0,E C IV. EmSR 8C~DOL, SA~AI~D~, E A new cmmeept about the stabillty of rock mmsses. C ~ a r e n c e . 6F,~T,9~. PROC .THIRD C O ~ , ~ . S O C .ROCK MECH. ,D~V~,I97~, V2, PART B, 197h, P820-826. A modified method of l i ~ t equilibrium of sliding blocks is used to study rock mass stability, uslmg safety dis. tribution curves instead of safety factors. The basis of a com~uter p r o @ ~ m for ~ a method of ana/ysis is presented end the result~ of its mi~pllcmtiom to a rock slope are given. 1665 STEFF~, OK UNIV . W I T W A ~ , ZA J ~ I N G S , JE UNIV . W I T W A T ~ , ZA Defi~t~ of design J o i n t s for two.dimemsional rockslope ~a/~see. C ~ e r e m ~ e . 5F, ST,gR.
P R O C . ~ I ~ CO~ESS)-I~T.SOC.BOfN( ~@~CH.,DE~,I97h, V2, PART B,197h, P827-832. 1666 TARDIEU,B COYNE,BELLI~,PARIS, F POUYET, P COYI~E,B ~ 11~,PARIS, F Proposed three-dlmem~innal curved-Jolnt model. C ~ foresee. In F r e ~ . 7F. PROC.THIPJD CONG~ESS,INT.SOC.ROCK MECH.,DENV~,I97h, V2, PART B, 197h,P833-SB6. A finite el~-~at modal of a three-dlmensi~lal curved Joist is presented which sho~Lld improve eme/~sis of stability problems, reinforced rock etc. Auth. 1667 BRANSBY,PL CAMBRIDGE UNIV. ,GB SMITH,IAA KENT COUNTY COUNCIL,GB Side friction in model r e t a i ~ . w s d i exPerlme~ts. I~F, 2T,35R. J. GEOTECH. ~NGNG DIV. ,ASCE.VI01, GTT,JULY,1975, P615-632. The paper ex~-dnes the effect of friction between soil and the sides of the sample box on data obtained from plane strain earth pressure tests ~m model retaining walls in sand. The relevant literature is reviewed and it is concluded that the side frietion can have a significant elf. ect on t h e measured f o r c e s . A new ~e%hod o f calculation, based on that of Sokolovskl, is developed to provide a quantitative estimate of the m ~ t u d e of the effect of friction. It is found that the effects of side friction are greatest when the sides of the sample box are rough, the angle of internal friction is high, the wall is relativel~ narrow, and the sand is subjected to passive fallure. %*no sm~]l effects of side friction on observed defor-~ticms are c(~sidered. Auth. 1668 DOMASCHUK, L UN IV .MANITOBA, C ~ VALLIAPPAN, P ACRES CONS.SE~V,NIAGARA FAI/~,CDN N~l~near settlem~mt analysis by f i ~ t e e l ~ t . l ~ F , 2 7 B . J . G ~ l ~ . ~ G N G DIV. , A ~ E .VIOl,GTT, JULY, 1975, P601- 614. A nonlinear comstitutive equ~tlon for soil is used in conJunction with the finite e l ~ t me%~)d to c ~ the settlement of oll s~orage tm~ks s ~ t e d on c l ~ . The nonlinearity is achieved by s a s i ~ b%ulk and shea~ moduli to each elem~It consistent with the soil type ~ the prevailing state of stress. Solutioms for the bulk m>~,]~,= were obtained by isotropic cc~pressi(m tests, as a function of void ratio and m ~ nu~mal stress. Solutioms for the shear m~dulus were obtained by constant mean normal ~riaxial compression tests as a ftmctiom of void ratio, imposed state of stress relative to failure stress, degree of over consolidation. A co~paris(~ of the lo~term settlement of oil storage tsmlks with that obtained
water had washed the clay out of seams in weathered rock thus creating huge s ~ n ~ l e s . The most satisfactory 8nd economical of the remedial measures investigated was to bridge the damo~ed area with a tw~-w~ reinforeed earth slab. An added safety measure was the In~ection of cement-flyash grout into the reinforced earth. C~ms%ructiom coets and construction time were subst~mtial~ less than those for a concrete slab. 1659 COP~,MD Problems a%-bendi~ use of h i ~ e r s % r e ~ t h concrete in tbln arch dams. 5R. J . A ~ .CO~CR. INST. ,VT~, N~, AER. 1975, P138-1~0. The use of higher stremgth concrete in thin arch ~a,~ would usually result in greater eccmo~ through reduced concrete volume necessary to meet safety requirements. Higher strength ccmcrete would tend to rednce deflections is the dam and ma~ ~-K~ove the strength of constructicm Joints and permit earlier form removal. Disadvnntages encountered with the use of higher strength c~mcrete include: d e v e l o ~ t of stress concentratlcms, particularly is the foundation for the dam; tendency toward more crackin~ in concrete; increased tem~arature control probless; and complications i n v o l v e d w i t h openings throu6h the dam and roadways over the dam.
Influence of d y n a m i c loads due to explosions or earthquakes 1660 MORI, Y KAWAKAMI, F Model study on the v i b r a t i o n a l characteristics of fill-type dams. 16F,3T,2R. TECHNOL .R~.TOHOKU UNIV. JAPAN~V39, N1,197h, P77-91. The earthquake loads which should be considered is design of fill-type ~ have increased in importance rec e n t ~ when a number of high fill-type dams are being constructed. The smthors s t ~ the stability and the response of fill-type dams under esrthquake by m~del tests. Altbou~h model studies have certain shortcomings derived from the scale effects, they are sure to offer the effective means to the study of the effect of vibration on the dam body. The obJects of the program of the model studies are as follows: (I) to visualize the mechanlsm of the deformation: (2) to exam~-e the yielding acceleration: (3) to examine the mode shape: and (4) to evaluate the effect of the restraint by valleys on the natural period. Auth. 1661 P E V ~ , ME SC I .RES. INST .MIN.~ . M A T .MOSCOW, SU Explosion effects on stability of excavation slopes. Ccnf erence. 2F,2R. PROC.T~IRD CONGRESS,INT.SOC.ROCK MECH.,D~IVER,197h, V2, PART B, 1974,P809-812 • 1662 PAU~,A GEOCONSEIL,LA Ckn.L~, ST.C.F SAB~RLY,F G~0CONSEIL, I~ C~J~R ST.C.F SCHNEID~, B COYNE, B ~ L I ~ , PARIS, F Scale effect in cliff collapse meehsmlsm. CoD_ference. In French. 5F,8R. PROC .THIRD CONGRESS, INT. SOC .ROCK MECH., D ~ , 197h, V2, PART B,197h,P859-86h.
Experimentat and numerical techniques 1663 JOHN, KW RUHR-UNIV .BOCHUM, D DEUTSCH, R RUHR.UNIV .BOCHUM, D Application of spherical projection ~salysis in geotechnical e ~ l n e e r i ~ . I n German. 25F,27R. L.MULTgR 65 ANNIV.PUBLICATION,UNIV.KAR~UHE,GERMANY, 197h,P137-159. ~he principles behind spherical projection analysis are
presented. A stabi~ty ama/~sis of a rock slope is then carried o u t st~p-by-step, 8rid the sl.Ltisl klnemA~Ics of potemtially sliding rock ~ s e s ~ %he 1~-~t equilibrium between active amd passive forces, resulti~ is factors of safet~ are determlmed. The spherical prc4ec. tion is also applied to the t o p p l ~ failure of a steep r o c k slope. 166~ S~IgP~, AA CIV .~GR SCBOOL, MA~ID, E CASTILIJ0,E C IV. EmSR 8C~DOL, SA~AI~D~, E A new cmmeept about the stabillty of rock mmsses. C ~ a r e n c e . 6F,~T,9~. PROC .THIRD C O ~ , ~ . S O C .ROCK MECH. ,D~V~,I97~, V2, PART B, 197h, P820-826. A modified method of l i ~ t equilibrium of sliding blocks is used to study rock mass stability, uslmg safety dis. tribution curves instead of safety factors. The basis of a com~uter p r o @ ~ m for ~ a method of ana/ysis is presented end the result~ of its mi~pllcmtiom to a rock slope are given. 1665 STEFF~, OK UNIV . W I T W A ~ , ZA J ~ I N G S , JE UNIV . W I T W A T ~ , ZA Defi~t~ of design J o i n t s for two.dimemsional rockslope ~a/~see. C ~ e r e m ~ e . 5F, ST,gR.
P R O C . ~ I ~ CO~ESS)-I~T.SOC.BOfN( ~@~CH.,DE~,I97h, V2, PART B,197h, P827-832. 1666 TARDIEU,B COYNE,BELLI~,PARIS, F POUYET, P COYI~E,B ~ 11~,PARIS, F Proposed three-dlmem~innal curved-Jolnt model. C ~ foresee. In F r e ~ . 7F. PROC.THIPJD CONG~ESS,INT.SOC.ROCK MECH.,DENV~,I97h, V2, PART B, 197h,P833-SB6. A finite el~-~at modal of a three-dlmensi~lal curved Joist is presented which sho~Lld improve eme/~sis of stability problems, reinforced rock etc. Auth. 1667 BRANSBY,PL CAMBRIDGE UNIV. ,GB SMITH,IAA KENT COUNTY COUNCIL,GB Side friction in model r e t a i ~ . w s d i exPerlme~ts. I~F, 2T,35R. J. GEOTECH. ~NGNG DIV. ,ASCE.VI01, GTT,JULY,1975, P615-632. The paper ex~-dnes the effect of friction between soil and the sides of the sample box on data obtained from plane strain earth pressure tests ~m model retaining walls in sand. The relevant literature is reviewed and it is concluded that the side frietion can have a significant elf. ect on t h e measured f o r c e s . A new ~e%hod o f calculation, based on that of Sokolovskl, is developed to provide a quantitative estimate of the m ~ t u d e of the effect of friction. It is found that the effects of side friction are greatest when the sides of the sample box are rough, the angle of internal friction is high, the wall is relativel~ narrow, and the sand is subjected to passive fallure. %*no sm~]l effects of side friction on observed defor-~ticms are c(~sidered. Auth. 1668 DOMASCHUK, L UN IV .MANITOBA, C ~ VALLIAPPAN, P ACRES CONS.SE~V,NIAGARA FAI/~,CDN N~l~near settlem~mt analysis by f i ~ t e e l ~ t . l ~ F , 2 7 B . J . G ~ l ~ . ~ G N G DIV. , A ~ E .VIOl,GTT, JULY, 1975, P601- 614. A nonlinear comstitutive equ~tlon for soil is used in conJunction with the finite e l ~ t me%~)d to c ~ the settlement of oll s~orage tm~ks s ~ t e d on c l ~ . The nonlinearity is achieved by s a s i ~ b%ulk and shea~ moduli to each elem~It consistent with the soil type ~ the prevailing state of stress. Solutioms for the bulk m>~,]~,= were obtained by isotropic cc~pressi(m tests, as a function of void ratio and m ~ nu~mal stress. Solutioms for the shear m~dulus were obtained by constant mean normal ~riaxial compression tests as a ftmctiom of void ratio, imposed state of stress relative to failure stress, degree of over consolidation. A co~paris(~ of the lo~term settlement of oil storage tsmlks with that obtained