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Landslide control by means of a row of piles
255A 934381 Landslide control by means of a row of piles Popescu, M E
Proc Conference on Slope Stability Engineering: Developments and Applications, Isle of Wight, 15-18 April 1991 P389-394. Publ London: Thomas Teiford, 1991 A design procedure is presented for stabilisation of a landslide by a row of piles. The driving force on the slide mass above the slip surface and the reaction forces of the piles are evaluated. Effects of design variables such as pile diameter and spacing and fixicity condition of the pile head on stability have been investigated.
934385 Causes and effects of a block slide of aliano sands in Basilicata
Del Prete, M; Favia, E; Tafuni, N
Proc Conference on Slope Stability Engineering: Developments and Applications, Isle of Wight, 15-18 April 1991 P435-437. Publ London: Thomas Telford, 1991 Failure by translational sliding of a sequence of Calabrian littoral deposits of slightly cemented sand and clay layers is described. The failure surface was coincident with a thin clay layer inclined at 16 deg to the horizontal. Failure was caused by unloading of the slope toe by excavation and the inability of the retaining structure, a row of large diameter piles, to withstand the applied load. Back analysis shows very low residual strength of the clay layer, possibly associated with the presence of confined sandy aquifers within the sequence.
934382
Stabifization of a landslide on Etruria Marl Thompson, R P
Proc Conference on Slope Stability Engineering: Developments and Applications, Isle of Wight, 15-18 April 1991 P403-408. Publ London: Thomas Telford, 1991 Reinitiation of a relict landslide of a solifluction mantle in Etruria Marl occurred during redevelopment of a site in the West Midlands, UK. Boreholes were drilled through the surface fill and undisturbed marl samples recovered. Shear surfaces were seen in the upper 5m, some shallow and some steeply inclined to the horizontal. Residual strength values were determined over a range of effective normal stress. Landslide geometry and normal piezometric conditions were established. Following stability analysis, remedial measures of slope reprofiling and drainage installation were carried out.
934383 Rockfall containment measures at Springdale, Newfoundland
Boyd, R D
Proc Conference on Slope Stability Engineering: Developments and Applications, Isle of Wight, 15-18 April 1991 P409-413. Publ London: Thomas Teiford, 1991 Rocks falling from a 47m high natural slope of hard microfissured basalt threatened a housing development at Springdale. The slope is considered a natural geologic feature. Vertical and oblique stereo aerial photography and geotechnical mapping of the slope were carried out to identify slope geometry and potentially unstable blocks. Trajectories and energy of the rockfalls were estimated. Containment rather than stabilisation was selected, with a catch ditch supported by a large gabion retaining structure and a novel design of rock fence.
934384 Slope stabilization by means of cuts and fills Greco, V R
Proc Conference on Slope Stability Engineering: Developments and Applicatio~ts, Isle of Wight, 15-18 April 1991 P421-427. Publ London: Thomas Telford, 1991 The use of cuts on the upper parts or fills at the toe to improve stability of slopes is discussed. Improvement is described in terms of ratio of safety factor before and after reprofiling. The safety factors relate to the critical slip surface and are found via a minimization procedure. A set of stability analyses is presented which shows that this treatment is only of significant applicability when the critical slip surfaces are deep.
934386 FE analysis of time-dependent instability of cut slopes in clay shale
Yoshida, N; Adachi, T
Proc Conference Stability and Performance of Slopes and Embankments !!, Berkeley, 29 Jane-I July 1992 V1, P429444. Publ New York: ASCE, 1992 (ASCE Special Geotechnical Publication No 31) Time dependent softening of clay shales as a result of pore water equalization after excavation is well known. Finite element analysis of time dependent stability of a cut slope in clay shale is presented, in which a post peak strain weakening constitutive model is employed. Deformation and development of plastic zones in the slope are followed until collapse. Influences of strain weakening and rate of softening are examined. 934387 Availability of shear strength reduction technique Matsui, T; San, K C
Proc Conference Stability and Performance of Slopes and Embankments II, Berkeley, 29 Jane-1 July 1992 V1, P445460. Publ New York: ASCE, 1992 (ASCE Special Geotechnical Publication No 31) As an alternative to the stress failure criterion in finite element analysis of slope stability, a shear strength reduction technique based on a shear strain failure criterion is proposed. Its applicability is examined for an embankment slope, using three soil models, and for stability problems due to water table rise in embankments and cut slopes. Safety factors obtained are compared to those from traditional methods of analysis. Practical application to design of reinforced cut slopes is illustrated. 934388 Undrained analysis of slopes based on effective stress methods Peters, J F; Saucier, C L; Rendon-Herrero, O
Proc Conference Stability and Performance of Slopes and Embankments II, Berkeley, 29 Jane-I July 1992 VI, P493505. Publ New York: ASCE, 1992 (ASCE Special Geotechnical Publication No 31) The problems of applying limit equilibrium methods to embankment construction under undrained conditions are analysed. The Undrained Strength Analysis method (Ladd, 1991) based on the normalized parameter concept is reasoned to be theoretically sound and practical in terms of parameter determination. It does, however, require constant updating of the strength profile to account for consolidation effects. The one step-USA method is proposed which is as simple as traditional effective stress analysis but consistent with USA principles. It is demonstrated in analysis of embankment construction on very soft clay.
© 1993 Pergamon Press Ltd. Reproduction not permitted
Proc Conference on Slope Stability Engineering: Developments and Applications, Isle of Wight, 15-18 April 1991 P389-394. Publ London: Thomas Teiford, 1991 A design procedure is presented for stabilisation of a landslide by a row of piles. The driving force on the slide mass above the slip surface and the reaction forces of the piles are evaluated. Effects of design variables such as pile diameter and spacing and fixicity condition of the pile head on stability have been investigated.
934385 Causes and effects of a block slide of aliano sands in Basilicata
Del Prete, M; Favia, E; Tafuni, N
Proc Conference on Slope Stability Engineering: Developments and Applications, Isle of Wight, 15-18 April 1991 P435-437. Publ London: Thomas Telford, 1991 Failure by translational sliding of a sequence of Calabrian littoral deposits of slightly cemented sand and clay layers is described. The failure surface was coincident with a thin clay layer inclined at 16 deg to the horizontal. Failure was caused by unloading of the slope toe by excavation and the inability of the retaining structure, a row of large diameter piles, to withstand the applied load. Back analysis shows very low residual strength of the clay layer, possibly associated with the presence of confined sandy aquifers within the sequence.
934382
Stabifization of a landslide on Etruria Marl Thompson, R P
Proc Conference on Slope Stability Engineering: Developments and Applications, Isle of Wight, 15-18 April 1991 P403-408. Publ London: Thomas Telford, 1991 Reinitiation of a relict landslide of a solifluction mantle in Etruria Marl occurred during redevelopment of a site in the West Midlands, UK. Boreholes were drilled through the surface fill and undisturbed marl samples recovered. Shear surfaces were seen in the upper 5m, some shallow and some steeply inclined to the horizontal. Residual strength values were determined over a range of effective normal stress. Landslide geometry and normal piezometric conditions were established. Following stability analysis, remedial measures of slope reprofiling and drainage installation were carried out.
934383 Rockfall containment measures at Springdale, Newfoundland
Boyd, R D
Proc Conference on Slope Stability Engineering: Developments and Applications, Isle of Wight, 15-18 April 1991 P409-413. Publ London: Thomas Teiford, 1991 Rocks falling from a 47m high natural slope of hard microfissured basalt threatened a housing development at Springdale. The slope is considered a natural geologic feature. Vertical and oblique stereo aerial photography and geotechnical mapping of the slope were carried out to identify slope geometry and potentially unstable blocks. Trajectories and energy of the rockfalls were estimated. Containment rather than stabilisation was selected, with a catch ditch supported by a large gabion retaining structure and a novel design of rock fence.
934384 Slope stabilization by means of cuts and fills Greco, V R
Proc Conference on Slope Stability Engineering: Developments and Applicatio~ts, Isle of Wight, 15-18 April 1991 P421-427. Publ London: Thomas Telford, 1991 The use of cuts on the upper parts or fills at the toe to improve stability of slopes is discussed. Improvement is described in terms of ratio of safety factor before and after reprofiling. The safety factors relate to the critical slip surface and are found via a minimization procedure. A set of stability analyses is presented which shows that this treatment is only of significant applicability when the critical slip surfaces are deep.
934386 FE analysis of time-dependent instability of cut slopes in clay shale
Yoshida, N; Adachi, T
Proc Conference Stability and Performance of Slopes and Embankments !!, Berkeley, 29 Jane-I July 1992 V1, P429444. Publ New York: ASCE, 1992 (ASCE Special Geotechnical Publication No 31) Time dependent softening of clay shales as a result of pore water equalization after excavation is well known. Finite element analysis of time dependent stability of a cut slope in clay shale is presented, in which a post peak strain weakening constitutive model is employed. Deformation and development of plastic zones in the slope are followed until collapse. Influences of strain weakening and rate of softening are examined. 934387 Availability of shear strength reduction technique Matsui, T; San, K C
Proc Conference Stability and Performance of Slopes and Embankments II, Berkeley, 29 Jane-1 July 1992 V1, P445460. Publ New York: ASCE, 1992 (ASCE Special Geotechnical Publication No 31) As an alternative to the stress failure criterion in finite element analysis of slope stability, a shear strength reduction technique based on a shear strain failure criterion is proposed. Its applicability is examined for an embankment slope, using three soil models, and for stability problems due to water table rise in embankments and cut slopes. Safety factors obtained are compared to those from traditional methods of analysis. Practical application to design of reinforced cut slopes is illustrated. 934388 Undrained analysis of slopes based on effective stress methods Peters, J F; Saucier, C L; Rendon-Herrero, O
Proc Conference Stability and Performance of Slopes and Embankments II, Berkeley, 29 Jane-I July 1992 VI, P493505. Publ New York: ASCE, 1992 (ASCE Special Geotechnical Publication No 31) The problems of applying limit equilibrium methods to embankment construction under undrained conditions are analysed. The Undrained Strength Analysis method (Ladd, 1991) based on the normalized parameter concept is reasoned to be theoretically sound and practical in terms of parameter determination. It does, however, require constant updating of the strength profile to account for consolidation effects. The one step-USA method is proposed which is as simple as traditional effective stress analysis but consistent with USA principles. It is demonstrated in analysis of embankment construction on very soft clay.
© 1993 Pergamon Press Ltd. Reproduction not permitted