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Settlement analysis of foundation on weathered rock mass by finite element method
62A
which occurred during pile driving were utilised to atud~ t h e e f f e c t o f soil-~t on pile driveability. This paper describes the l~rOCedures used in designing ard installing the piles, analysis of soil resistance during pile drlvimg and the effect of delay on pile driving. 783145 FORE PRESSURE DEVELOPMENY U N D ~ OFFSHORE GRAVITY STRUCTURES Rahms~ M S; Seed, H B; Booker, J R J Geotech Emgmg Div ASCE, VI03, NGTI2, 1977, P1419-i~36 A general procedure for evaluating wave imduced pare pressures in the samd foumdatioms of offshore gravity structures is presented. The Annlysis shows that failure to include pore pressure dissipation effects would lead to over conservative design. The results provide a basis for evaluating the stability of tank foundations on an effective stress basis, and s u g g e s t t h a t critical support corditions develop aroumd the outer edges of the structure. 783146 HEARING CAPACITY BY VARIATIONAL METHCD Gather, M; Baker, R J Geotech EngDg Div ASCE, VI03, NGTII, 1977, P1209-1225
measurement of the strain distribution in the rock mass beneath the plate. The comparisons of the computed results and the field data indicated the effectiveness of the finite element nm~chod as far as the elastic and creep analyses are concerned. The actual bridge foundation was analysed by the finite element method with the three-element rheological model in order to estimate the lomg4~_rm settlement. 783149 DYNAMICS OF STRUCTURE-FOUNDATION SYSTEMS Veletsos, A S In: Structural and Geotechnical Mechanics (Englewood Cliffs, NJ: Prentice-Hall, 1977), P333-361 783150 ROLE OF SOIL MECHANICS IN FOUNDATION S T R U C k SOIL INTERACTION Zeevaert, L In: Structural and Geotechmlcal Mechanics (Erglewood Cliffs, NJ: Prentice-Hall, 1977), P362-377
Slopes See also:
A general 1~mlt equilibri~n method is applied to the problem of the bearing capacity of foundations. The approach is rigorous in the sense that the critical rul~ure surface and the critical stress distribution along it are derived by variational methods without amy a priori assumptions. The critical rupture surface is a log spiral. The values of bearing capacity factors obtained correspond closely those obtained from plasticity theory. Terzaghi's approach is shown to provide inaccurate solutions. 783147 FINITE FJF~4ENT ANALYSIS OF FOUNDATION ON INHOMOGENEOUS ROCK MASS Ohnlshl, Y Mem Fac Emgrg Kyoto Univ, V39, N3, July 1977, P~03-415 The finite element procedure that can allow for the nonlinear behaviour of ir~omogeneous rock masses amd nonlinear interaction effects is described. The use of the interface amd Joint elements is presented. Inclusion of these elements very often changes the results of the deformation behavlour and the stability of foumdations on rock tosses. The infl~ence of discontimAities in the rock mass was investigated. It is found that the results are significantly influenced by material properties, which should carefully be determined from the in-situ anl laboratory tests. ANALYSIS OF FOUNDATION ON WEATHERED 783148 S E T T I ~ ROCK MASS BY FINITE k"~l".k"~El~ METHOD Chnlshi, Y Mere Fac Engr~ Kyoto Unlv, V39, N2, April 1977, PZ85-300 The lomg-teann settleme~ of a bridge foundation was predicted by the finite element armlysis. Lab tests, in-situ tests s_nd comlm~ter smalyses were utilized in the rock mechanics amalysis. The results of the lab tests showed that the creep behaviour of weathered granite could be represented by a rheological model, This was used in the finite el~merfG analysis. The insitu plate loading test was performed with a
783075, 783141
783151 RELIABILITY OF EARTH SLOPES Vanmarcke, E H J GeotechEngng DivASCE, VIO3, NGTII, 1977 , P1247-1265 A probabilistic approach to three-dimensional limit equillbritln slope stability is presented. Failures im~olvirg long or very short failure zones are shown to be highly improbable. The most probable failure length and the risk of slope failure are calculated. The procedures developed are applied to a highway embankment that had failed. 783152 DESIGN OF HORIZONTAL DRAINS FOR SOIL SLOPES Kenney, T C; Pazin, M; Cnoi, W S J Geotech E~grg Div ASCE, V103, ~U~Tll, 1977 , P1311-1323 Design charts are presented for selecting lengths amd spacings of horizontal drains to achieve specific imlx~vements to slope stability in homogemeous soils. Seepage model tests were used to determine grounl-water pressures in slopes containing various systems of horizontal drains. 783153 STATISTICAL INVESTIGATION OF SLOPE FORMS IN
~ m A~(1) CLAY Or ~ m ~ A m ~ S C ~
AIS (ZN Gm~AN)
Tschler ske, N Rock Mech, V10, N3, March 1978 , Pl13-123 The simple concave shape of slopes in cl%y is o f t e n slightly deformed. The defcammtions a r e statistically examined with the aim of fimding imdications for the cause of the i e f ~ i o n . The results of the investigation st~gest the following concelM~: the clay is squeezed out of the slope by the weight of the bOdy Of rock above it; t h e process is slightly influenced by a factor which deperds on direction and geographical situation - probably the bedding dip. Faults disturb the process significantly, and it may occasionA~1~y be concealed in places of agricultural acreage. Auth.
which occurred during pile driving were utilised to atud~ t h e e f f e c t o f soil-~t on pile driveability. This paper describes the l~rOCedures used in designing ard installing the piles, analysis of soil resistance during pile drlvimg and the effect of delay on pile driving. 783145 FORE PRESSURE DEVELOPMENY U N D ~ OFFSHORE GRAVITY STRUCTURES Rahms~ M S; Seed, H B; Booker, J R J Geotech Emgmg Div ASCE, VI03, NGTI2, 1977, P1419-i~36 A general procedure for evaluating wave imduced pare pressures in the samd foumdatioms of offshore gravity structures is presented. The Annlysis shows that failure to include pore pressure dissipation effects would lead to over conservative design. The results provide a basis for evaluating the stability of tank foundations on an effective stress basis, and s u g g e s t t h a t critical support corditions develop aroumd the outer edges of the structure. 783146 HEARING CAPACITY BY VARIATIONAL METHCD Gather, M; Baker, R J Geotech EngDg Div ASCE, VI03, NGTII, 1977, P1209-1225
measurement of the strain distribution in the rock mass beneath the plate. The comparisons of the computed results and the field data indicated the effectiveness of the finite element nm~chod as far as the elastic and creep analyses are concerned. The actual bridge foundation was analysed by the finite element method with the three-element rheological model in order to estimate the lomg4~_rm settlement. 783149 DYNAMICS OF STRUCTURE-FOUNDATION SYSTEMS Veletsos, A S In: Structural and Geotechnical Mechanics (Englewood Cliffs, NJ: Prentice-Hall, 1977), P333-361 783150 ROLE OF SOIL MECHANICS IN FOUNDATION S T R U C k SOIL INTERACTION Zeevaert, L In: Structural and Geotechmlcal Mechanics (Erglewood Cliffs, NJ: Prentice-Hall, 1977), P362-377
Slopes See also:
A general 1~mlt equilibri~n method is applied to the problem of the bearing capacity of foundations. The approach is rigorous in the sense that the critical rul~ure surface and the critical stress distribution along it are derived by variational methods without amy a priori assumptions. The critical rupture surface is a log spiral. The values of bearing capacity factors obtained correspond closely those obtained from plasticity theory. Terzaghi's approach is shown to provide inaccurate solutions. 783147 FINITE FJF~4ENT ANALYSIS OF FOUNDATION ON INHOMOGENEOUS ROCK MASS Ohnlshl, Y Mem Fac Emgrg Kyoto Univ, V39, N3, July 1977, P~03-415 The finite element procedure that can allow for the nonlinear behaviour of ir~omogeneous rock masses amd nonlinear interaction effects is described. The use of the interface amd Joint elements is presented. Inclusion of these elements very often changes the results of the deformation behavlour and the stability of foumdations on rock tosses. The infl~ence of discontimAities in the rock mass was investigated. It is found that the results are significantly influenced by material properties, which should carefully be determined from the in-situ anl laboratory tests. ANALYSIS OF FOUNDATION ON WEATHERED 783148 S E T T I ~ ROCK MASS BY FINITE k"~l".k"~El~ METHOD Chnlshi, Y Mere Fac Engr~ Kyoto Unlv, V39, N2, April 1977, PZ85-300 The lomg-teann settleme~ of a bridge foundation was predicted by the finite element armlysis. Lab tests, in-situ tests s_nd comlm~ter smalyses were utilized in the rock mechanics amalysis. The results of the lab tests showed that the creep behaviour of weathered granite could be represented by a rheological model, This was used in the finite el~merfG analysis. The insitu plate loading test was performed with a
783075, 783141
783151 RELIABILITY OF EARTH SLOPES Vanmarcke, E H J GeotechEngng DivASCE, VIO3, NGTII, 1977 , P1247-1265 A probabilistic approach to three-dimensional limit equillbritln slope stability is presented. Failures im~olvirg long or very short failure zones are shown to be highly improbable. The most probable failure length and the risk of slope failure are calculated. The procedures developed are applied to a highway embankment that had failed. 783152 DESIGN OF HORIZONTAL DRAINS FOR SOIL SLOPES Kenney, T C; Pazin, M; Cnoi, W S J Geotech E~grg Div ASCE, V103, ~U~Tll, 1977 , P1311-1323 Design charts are presented for selecting lengths amd spacings of horizontal drains to achieve specific imlx~vements to slope stability in homogemeous soils. Seepage model tests were used to determine grounl-water pressures in slopes containing various systems of horizontal drains. 783153 STATISTICAL INVESTIGATION OF SLOPE FORMS IN
~ m A~(1) CLAY Or ~ m ~ A m ~ S C ~
AIS (ZN Gm~AN)
Tschler ske, N Rock Mech, V10, N3, March 1978 , Pl13-123 The simple concave shape of slopes in cl%y is o f t e n slightly deformed. The defcammtions a r e statistically examined with the aim of fimding imdications for the cause of the i e f ~ i o n . The results of the investigation st~gest the following concelM~: the clay is squeezed out of the slope by the weight of the bOdy Of rock above it; t h e process is slightly influenced by a factor which deperds on direction and geographical situation - probably the bedding dip. Faults disturb the process significantly, and it may occasionA~1~y be concealed in places of agricultural acreage. Auth.