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Behaviour of a cemented plastic clay as an embankment foundation
46A
4~5 ZAVRIEV, KS Calculation of piles and cylindrical shells for horizontal and fictitious loads. IF,3R. SOIL MECH.FOUNDATION ~G.VI1,N2,1974,PI05-107. In this article the authoz prese~ts a calculation of piles (cylindrical shells)~ acted upon by a horizontal force H, under conditions of the Im~sslbillty of deflection of the head by means of formulas presented in Appendix 7 to . Guide to the Design of Pile Foundations. (In Russian - Stroiizdat, M~scow, 1971).
446 GOLDSHTE IN, MN
~AIN,VY BOGOLYIff~HIK, VS Experimental laboratory investigations of vibration creep of sandy foundation beds .6F,3R. SOIL MECH.FOUNDATION ENG.VI1,NI,197~,P59-62. Results of tests on plates carried out by the scientificresearch laboratory of soil mechanics at the Dnelm~petro. vsk Institute of Railroad Trsnsportation Eaglneers, for vibration creep in m~dels of s~m~y foundation beds with combined static and dynamic loading are discussed.
447 OR ISM~N, V$ Vertical displacements of a base under the effect of a flexible load distributed on a rectangle according to the bivarlate pol~momial law.3R. SOIL MECH.FOUNDATION F~NG.VII,NI,1974,P63-65. The vertical displacements of a thsor~tical m~del of a plane horizontal surface of a semi-infinite elastic isotropic solid, or elastic isotropic ls~ver, of finite thickness, in the absance of frictional forces on its lower boundary, and which is acted on by a vertical load distributed on a rectsmgular zone, are studied according to the bivariate polynomial law.
448 ZHUKOV,VF Is it necessary to take into account natural pressure when calculating the settlement of a thawing base. 1F,SR. SOIL MECH.FOUNDATION ENG.VI1,NI,1974,P68-72. t~qis paper has been publlahed in order to provoke discussion about the calculation "of settlement of a thawing base. The author raises the possibility of disregarding the soils own weight when determining the settlement of thawing soil. 449 RF~ORT ~ecommendations on calculation of pile foundations for vertical sad horizontal loads. SO IL MECH.FOUNDATION ENG.VII,NI, 1974, PTS-74 • Criticisms of the report '~ecommendations on calculation of pile fo,~adations for vertical and horizontal loads (for experim2ntal design)", published by Stroiizdat 1971 and prepared by the N.M.Gersevemo~ Scientific Research Institute of Bases and Undergroand Structures in conjunction with other institutes, are presented here. The criticisms are made by AA.Obocbvskii and K.F.Markin.
45o SHAPIRO, DM Refinement of the calculation of a pile foundation as a conditional massive foundation.IF,3R. SOIL MECH.FOUNDATION ENG.VII,NI,1974,P50. An equation is suggested for use in calculating a pile foundation for foundations of bridge piers and other cases where the pile grillage is subjected to the action of a horizontal load. 451 SORO CHAN, EA Use of piles in expansive soils.5F,2T, SR. SOIL MECH.FOUNDATION ~G.Vll,Nl,1974,P33-38. On the basis of experiments a method was developed for calculatS_ug the rise of the pile during swelling of soil
in ~$nich the condition of the ~ork done by the internal forces during swelling of the soil and by the external forces is used. An exp~rlmental check of the behaviour of piles with a low grillage was made on Khvalynian clays which have the ability to swell upon wetting, and the results are presented. A study was also made of the rise ef piles with a low and high grillage, and the use of situcast piles with a bulbous toe (clubfoot) is reviewed.
452 SHANGIN, NV Determination of deformability characteristics of rock foundation beds by the seismlc-seismmacoustic-method.2F,iT,3R~ SOIL MECH.FOUND~rlON ENG.VII, NI,1974,P46-49. Results of interpcetlng field seismic measurements s and of geotechnical investigations made over a period of two years in line with the dam at Miatli Hydroelectric Power Station are presented. The foundation bed of the dam is fine-grained quartz sandstone with admixtures of glauconite and feldspar, containing layers of clay resembling argillite. The physical characteristics and the deformability of this foundation bed is studied.
453 PURUSHOTHAMARAJ, P UNIV. COLL. ~GNG. BANGAIORE, IND RAMIAH, BK UNIV. COLL. ~GNG. BANGALORE, IND VENKATAKR ISHNA, EN UNIV. CO LL. ~GNG. BANGALORE, IND Bearing capacity of strip footings in two-ls~ered cohesive-friction soils .13F, 5T,22B. CAN .GEOTECH.J .Vll, NI,FEB.1974,PB2-45. A method has been formulated for bearing capacity of footings on two layered soils with varying coheslon,friction, and unit weight based on the second theorem of Drucker and Prager. (Kinematical consideration). The failure mechanism eonsldered was fund~m~utally similar to that of Prandtl-Terzaghi but with different wedge angles. The critical wedge ~Igles were found in each case. Bearing capacity charts for footings are presented by varying cohesion in layers, with the same friction angle and unit •~eight.
45~ LEFEBVRE, G UNIV. SH~qBROOKE, QUEBEC, CDN LEFEBVRE, LM ROSENBF~G, P Behaviour of a cemented plastic clay as an embank_ ment foundation.12F, 9R. CAN. GEOTECH. J .VIl,NI, FEB. 1974, P46.58. A report of some aspects considered in the design of a 32ft high embankment built on a varved clay deposit at Matagami, Quebec, is presented. The main aspects considered are the cemmatation and high plasticity of the clay. The variation of s e t t l ~ n t s and pore pressure is presented and indicates that, 8 m~nt~hs after construc. tion, the pore pressure dissipation is very small, while the measured settlements reach 18ins. Triaxial tests with various consolidation times were carried out on specimens cut from undisturbed samples in the same area in order to study the effect of consolidation on the shear strength of these cemented clays. The results are pr es ent ed.
455 AWOJOBI, AO Harmonic rocking of rectsmgular foundations on a generalized Gibson stratum. 5R. G~DTECHNIQUE, V24, N~, DEC .197h,P655-659.
456 ANONYMDUS Construction accuracy esential for london Jumbo piles. -Notes concerning t~ader-resmed piles for use near a proposed underground railway. 6F. GROUND ENGNG,VT,N6,NOV. 197~, P33-37.
457 ANONYMOUS Piling research and experience in Vienna ..Brief note concerning a scheme to strengthen the fou~lations of a cathedral affected by an underground railway scheme. 4F. GROUND F~NGNG.V7,N6,NOV. 1974, P45-46.
4~5 ZAVRIEV, KS Calculation of piles and cylindrical shells for horizontal and fictitious loads. IF,3R. SOIL MECH.FOUNDATION ~G.VI1,N2,1974,PI05-107. In this article the authoz prese~ts a calculation of piles (cylindrical shells)~ acted upon by a horizontal force H, under conditions of the Im~sslbillty of deflection of the head by means of formulas presented in Appendix 7 to . Guide to the Design of Pile Foundations. (In Russian - Stroiizdat, M~scow, 1971).
446 GOLDSHTE IN, MN
~AIN,VY BOGOLYIff~HIK, VS Experimental laboratory investigations of vibration creep of sandy foundation beds .6F,3R. SOIL MECH.FOUNDATION ENG.VI1,NI,197~,P59-62. Results of tests on plates carried out by the scientificresearch laboratory of soil mechanics at the Dnelm~petro. vsk Institute of Railroad Trsnsportation Eaglneers, for vibration creep in m~dels of s~m~y foundation beds with combined static and dynamic loading are discussed.
447 OR ISM~N, V$ Vertical displacements of a base under the effect of a flexible load distributed on a rectangle according to the bivarlate pol~momial law.3R. SOIL MECH.FOUNDATION F~NG.VII,NI,1974,P63-65. The vertical displacements of a thsor~tical m~del of a plane horizontal surface of a semi-infinite elastic isotropic solid, or elastic isotropic ls~ver, of finite thickness, in the absance of frictional forces on its lower boundary, and which is acted on by a vertical load distributed on a rectsmgular zone, are studied according to the bivariate polynomial law.
448 ZHUKOV,VF Is it necessary to take into account natural pressure when calculating the settlement of a thawing base. 1F,SR. SOIL MECH.FOUNDATION ENG.VI1,NI,1974,P68-72. t~qis paper has been publlahed in order to provoke discussion about the calculation "of settlement of a thawing base. The author raises the possibility of disregarding the soils own weight when determining the settlement of thawing soil. 449 RF~ORT ~ecommendations on calculation of pile foundations for vertical sad horizontal loads. SO IL MECH.FOUNDATION ENG.VII,NI, 1974, PTS-74 • Criticisms of the report '~ecommendations on calculation of pile fo,~adations for vertical and horizontal loads (for experim2ntal design)", published by Stroiizdat 1971 and prepared by the N.M.Gersevemo~ Scientific Research Institute of Bases and Undergroand Structures in conjunction with other institutes, are presented here. The criticisms are made by AA.Obocbvskii and K.F.Markin.
45o SHAPIRO, DM Refinement of the calculation of a pile foundation as a conditional massive foundation.IF,3R. SOIL MECH.FOUNDATION ENG.VII,NI,1974,P50. An equation is suggested for use in calculating a pile foundation for foundations of bridge piers and other cases where the pile grillage is subjected to the action of a horizontal load. 451 SORO CHAN, EA Use of piles in expansive soils.5F,2T, SR. SOIL MECH.FOUNDATION ~G.Vll,Nl,1974,P33-38. On the basis of experiments a method was developed for calculatS_ug the rise of the pile during swelling of soil
in ~$nich the condition of the ~ork done by the internal forces during swelling of the soil and by the external forces is used. An exp~rlmental check of the behaviour of piles with a low grillage was made on Khvalynian clays which have the ability to swell upon wetting, and the results are presented. A study was also made of the rise ef piles with a low and high grillage, and the use of situcast piles with a bulbous toe (clubfoot) is reviewed.
452 SHANGIN, NV Determination of deformability characteristics of rock foundation beds by the seismlc-seismmacoustic-method.2F,iT,3R~ SOIL MECH.FOUND~rlON ENG.VII, NI,1974,P46-49. Results of interpcetlng field seismic measurements s and of geotechnical investigations made over a period of two years in line with the dam at Miatli Hydroelectric Power Station are presented. The foundation bed of the dam is fine-grained quartz sandstone with admixtures of glauconite and feldspar, containing layers of clay resembling argillite. The physical characteristics and the deformability of this foundation bed is studied.
453 PURUSHOTHAMARAJ, P UNIV. COLL. ~GNG. BANGAIORE, IND RAMIAH, BK UNIV. COLL. ~GNG. BANGALORE, IND VENKATAKR ISHNA, EN UNIV. CO LL. ~GNG. BANGALORE, IND Bearing capacity of strip footings in two-ls~ered cohesive-friction soils .13F, 5T,22B. CAN .GEOTECH.J .Vll, NI,FEB.1974,PB2-45. A method has been formulated for bearing capacity of footings on two layered soils with varying coheslon,friction, and unit weight based on the second theorem of Drucker and Prager. (Kinematical consideration). The failure mechanism eonsldered was fund~m~utally similar to that of Prandtl-Terzaghi but with different wedge angles. The critical wedge ~Igles were found in each case. Bearing capacity charts for footings are presented by varying cohesion in layers, with the same friction angle and unit •~eight.
45~ LEFEBVRE, G UNIV. SH~qBROOKE, QUEBEC, CDN LEFEBVRE, LM ROSENBF~G, P Behaviour of a cemented plastic clay as an embank_ ment foundation.12F, 9R. CAN. GEOTECH. J .VIl,NI, FEB. 1974, P46.58. A report of some aspects considered in the design of a 32ft high embankment built on a varved clay deposit at Matagami, Quebec, is presented. The main aspects considered are the cemmatation and high plasticity of the clay. The variation of s e t t l ~ n t s and pore pressure is presented and indicates that, 8 m~nt~hs after construc. tion, the pore pressure dissipation is very small, while the measured settlements reach 18ins. Triaxial tests with various consolidation times were carried out on specimens cut from undisturbed samples in the same area in order to study the effect of consolidation on the shear strength of these cemented clays. The results are pr es ent ed.
455 AWOJOBI, AO Harmonic rocking of rectsmgular foundations on a generalized Gibson stratum. 5R. G~DTECHNIQUE, V24, N~, DEC .197h,P655-659.
456 ANONYMDUS Construction accuracy esential for london Jumbo piles. -Notes concerning t~ader-resmed piles for use near a proposed underground railway. 6F. GROUND ENGNG,VT,N6,NOV. 197~, P33-37.
457 ANONYMOUS Piling research and experience in Vienna ..Brief note concerning a scheme to strengthen the fou~lations of a cathedral affected by an underground railway scheme. 4F. GROUND F~NGNG.V7,N6,NOV. 1974, P45-46.