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Fragmentation of rock under dynamic loads
2)OA
Influence of dynamic loads due to explosions or earthquakes 24~ SCHWAB, H TECH. UN IV. DARMSTADT, D A test apparatus for testing of soils under cyclic loading. 5F,4R. D~I~2SCHE BEIT.ZUR GEOTECHNIK, N2,197h,PI42-149.
24~ S H ~ D , JL CLUFF, LS ~IL~N,CR Potentiall~ active faults in dam foundations. 47F,2T,63R. GHDTECHNIQUE, V24, N3 nSEPT .1974,F367-428. Information on existing ~a,~ founded on active faults is s,tmmarized and pertinent lessons learned from study of historic fault breaks and fault mechanisms, reco~mended practice for ev~uation of active faults, and opinions concerning design of dsms on active faults are considered.
2503 GUSS~, P UNIV. STUTTGART, D SCHAD, H UN IV. STUq~ART, D Practical considerations in the application of finite element techniques to soil problems. 18F,2R. DEUTSCHE BEIT.ZUR GEOTECHNIK, N2,197h,P74-90. This paper considers the influence of internal and external discretization for problems of "infinite extend". Different methods of solution are proposed and dem~nstr~ ted, in part by examples. For two cases (circular and strip footings on a half space) quantitative results ar~ obtained for a complete set of variations of parameters including Polsson's ratio, boundary distance and boundary conditions.
2504 SMOLTCZYK, U UNIV. sTUTl~ART, D DIEM, P UNIV. STUTIDART, D SPOTKA, H UNIV. S T U ~ A R T , D Pressure cell for the measuren~nt of normal and shear stress. 6F,2R. DEUTSCHE BEIT.ZUR. GDOTECHNIK, N2,1974, P130_ 136.
2505
Experimental and numerical techniques
SCHNIZT, GP TECH. UN IV. DARMSTADT, D Stability of tied-back retaining wa3_is. 9F,7R. D~JTSCHE BEIT.ZUR GEOTECHNIK, N2,197h,PI65-17h.
See also abstract: 2355.
2506 2498 KUMAR, A DEPT. ENVIR .E .ROAD 00NSTR.UNIT,GB OWEN, JB UN IV. LIVEPd~30L, GB On the use of co~sutrs with finite difference methods. 9F,6R. FROC. INST .CIV .~GRS .PART 2,V57,MARCH,1974, PI13-127. This paper illustrates the use of a e o ~ t e r to transform differential equat~ns into a finite difference form. The results from the method used here can be modified to satisfy boundary conditions. Two examples of stress ana. lysis are given, but it is considered by the authors that the technique could have a wide range of almpllcatlons. 2499 EHAZIN,VI BONDAR, EG S/ope stability calculations for the construction of buildings and roads .-In Russian. OSNOVANIIA I FUNDAMENTY,V6,1973,PI29-134 . 2500 GUD~.us, G UNIV .KARL~UHE, D Calculation of stability by ~ a n s of co~blned failure m~chanisms.-Exsmples are given of the method as applied to slopes, retaining structures,foundations and braced excavations .5F,3R. DEUTSCHE BEIT.ZUR GEOTECHNIK, N2,1974,P31-34. 2501 GUDEHUS, O UNIV. KARLSRUHE, D Systematic arching theory for cohesionless earth bodies .-A method of construction of statically adm-_ issable stress fields is reported.3F,1R. DEUTSCHE BEIT.ZUR G~DTECHNIK, N2,1974,P24-27. 2502 MEISNE~, H UNIV .KARLSRUHE, D WIBEL,AR Finite constitutive equations for cohesioruless soils - determination of parameters. 2F. DEUTSCHE BEIT.ZUR GEOTECHNIK, N2,1974,P51-53. Data from triaxial compression and extension tests are used to determine material parameters for oohesionless soils, and the finite constitutive equation is introduced into a finite element programme.
HETTIARATCHI, DR UNIV. NEWCASTLE- UPON- TYNE, GB REECE,AR UNIV. NEWC ASTLF~ [PPON- q~fNE, GB The calculation of passive soil resistance. 14F,3T , 12R. G~DTECHNIQUE, V24, N3, SEPT. 1974, P289-310. The method presented for calculating passive pressure gives, rapidly, values very close to those obtained by rigorous application of plasticity theory. The method, using dimensionless passive coefficients which are substltuted into a basic additive equation, A l l predict the soil resistance of a plane wide structure extending at least up to the soil surface, having any rake angle lying between 5 and 170 degrees. 2507 GARDNHR, NJ UNI~".OTTAW ~,ONTARIO, CDN SAGE,R UNIV .OqTAWA,ONTAR IO, CDN Mathematical model of single pile. Technical note. IF, 15R. J. GD9 r~CH. ENGNG. DIV. VI00, GT9, SEPT. 1974, PI081-1085. A ~the~natical model of a single pile is described which enables the nonlinear behaviour of a pile to be predicted given an adequate description of the ~oper. ties of the surrounding soil. Auth.
C o m m i n u t i o n of rocks Rock fracture under dynamic stresses 25O8 SHOCKEY, DA STANFORD RES. INST .CALIF.USA C U P ~ , DR STANFORD RES. INST.CALIF. USA SEA~, L STANFORD RES. INS? .cALIF .USA Fragmentation of rock under dynamic loads. 12F, 3T, 1TR. INT .J .ROCK MECH .MIN.SC I .VII, NS, AUG .1974,P303-BI7.
Influence of dynamic loads due to explosions or earthquakes 24~ SCHWAB, H TECH. UN IV. DARMSTADT, D A test apparatus for testing of soils under cyclic loading. 5F,4R. D~I~2SCHE BEIT.ZUR GEOTECHNIK, N2,197h,PI42-149.
24~ S H ~ D , JL CLUFF, LS ~IL~N,CR Potentiall~ active faults in dam foundations. 47F,2T,63R. GHDTECHNIQUE, V24, N3 nSEPT .1974,F367-428. Information on existing ~a,~ founded on active faults is s,tmmarized and pertinent lessons learned from study of historic fault breaks and fault mechanisms, reco~mended practice for ev~uation of active faults, and opinions concerning design of dsms on active faults are considered.
2503 GUSS~, P UNIV. STUTTGART, D SCHAD, H UN IV. STUq~ART, D Practical considerations in the application of finite element techniques to soil problems. 18F,2R. DEUTSCHE BEIT.ZUR GEOTECHNIK, N2,197h,P74-90. This paper considers the influence of internal and external discretization for problems of "infinite extend". Different methods of solution are proposed and dem~nstr~ ted, in part by examples. For two cases (circular and strip footings on a half space) quantitative results ar~ obtained for a complete set of variations of parameters including Polsson's ratio, boundary distance and boundary conditions.
2504 SMOLTCZYK, U UNIV. sTUTl~ART, D DIEM, P UNIV. STUTIDART, D SPOTKA, H UNIV. S T U ~ A R T , D Pressure cell for the measuren~nt of normal and shear stress. 6F,2R. DEUTSCHE BEIT.ZUR. GDOTECHNIK, N2,1974, P130_ 136.
2505
Experimental and numerical techniques
SCHNIZT, GP TECH. UN IV. DARMSTADT, D Stability of tied-back retaining wa3_is. 9F,7R. D~JTSCHE BEIT.ZUR GEOTECHNIK, N2,197h,PI65-17h.
See also abstract: 2355.
2506 2498 KUMAR, A DEPT. ENVIR .E .ROAD 00NSTR.UNIT,GB OWEN, JB UN IV. LIVEPd~30L, GB On the use of co~sutrs with finite difference methods. 9F,6R. FROC. INST .CIV .~GRS .PART 2,V57,MARCH,1974, PI13-127. This paper illustrates the use of a e o ~ t e r to transform differential equat~ns into a finite difference form. The results from the method used here can be modified to satisfy boundary conditions. Two examples of stress ana. lysis are given, but it is considered by the authors that the technique could have a wide range of almpllcatlons. 2499 EHAZIN,VI BONDAR, EG S/ope stability calculations for the construction of buildings and roads .-In Russian. OSNOVANIIA I FUNDAMENTY,V6,1973,PI29-134 . 2500 GUD~.us, G UNIV .KARL~UHE, D Calculation of stability by ~ a n s of co~blned failure m~chanisms.-Exsmples are given of the method as applied to slopes, retaining structures,foundations and braced excavations .5F,3R. DEUTSCHE BEIT.ZUR GEOTECHNIK, N2,1974,P31-34. 2501 GUDEHUS, O UNIV. KARLSRUHE, D Systematic arching theory for cohesionless earth bodies .-A method of construction of statically adm-_ issable stress fields is reported.3F,1R. DEUTSCHE BEIT.ZUR G~DTECHNIK, N2,1974,P24-27. 2502 MEISNE~, H UNIV .KARLSRUHE, D WIBEL,AR Finite constitutive equations for cohesioruless soils - determination of parameters. 2F. DEUTSCHE BEIT.ZUR GEOTECHNIK, N2,1974,P51-53. Data from triaxial compression and extension tests are used to determine material parameters for oohesionless soils, and the finite constitutive equation is introduced into a finite element programme.
HETTIARATCHI, DR UNIV. NEWCASTLE- UPON- TYNE, GB REECE,AR UNIV. NEWC ASTLF~ [PPON- q~fNE, GB The calculation of passive soil resistance. 14F,3T , 12R. G~DTECHNIQUE, V24, N3, SEPT. 1974, P289-310. The method presented for calculating passive pressure gives, rapidly, values very close to those obtained by rigorous application of plasticity theory. The method, using dimensionless passive coefficients which are substltuted into a basic additive equation, A l l predict the soil resistance of a plane wide structure extending at least up to the soil surface, having any rake angle lying between 5 and 170 degrees. 2507 GARDNHR, NJ UNI~".OTTAW ~,ONTARIO, CDN SAGE,R UNIV .OqTAWA,ONTAR IO, CDN Mathematical model of single pile. Technical note. IF, 15R. J. GD9 r~CH. ENGNG. DIV. VI00, GT9, SEPT. 1974, PI081-1085. A ~the~natical model of a single pile is described which enables the nonlinear behaviour of a pile to be predicted given an adequate description of the ~oper. ties of the surrounding soil. Auth.
C o m m i n u t i o n of rocks Rock fracture under dynamic stresses 25O8 SHOCKEY, DA STANFORD RES. INST .CALIF.USA C U P ~ , DR STANFORD RES. INST.CALIF. USA SEA~, L STANFORD RES. INS? .cALIF .USA Fragmentation of rock under dynamic loads. 12F, 3T, 1TR. INT .J .ROCK MECH .MIN.SC I .VII, NS, AUG .1974,P303-BI7.