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Landslide at Eaux-Bonnes in the Pyrenees-Atlantiques (in French)
29A
Slopes See also: 861133, 861140, 861141, 861142, 861143 861230 Landslide at Eaux-Bonnes in the Pyrenees-Atlantiques (In French) Largillier, J F Bull Liaison Lab Ponts Chanssees N137, May-June 1985, P17-24 Investigation of a large scale landslide in the French Pyrenees showed that the site had been active over several decades. Geological and geomorphological studies showed the failure region was low quality sericitic schist. Mechanisms for and factors contributing towards the failures observed are discussed. The gradual change in the properties of the slope material, from those of poor quality rock to those of a soil mass, over many years, and the subsequent effects on slope stability are briefly analysed. 861231 Use of expanded polystyrene to repair a landslide at Urt (In French) Barthelemy, J C; Ledoux, J L; Carol, C Bull Liaison Lab Ponts Chaussees N137, May-June 1985, P28-32
three major landslips with known slip surfaces. Results indicate that the depth of the slip surface may be predicted to within 2%-of the distance between ground stations. The use of the technique for planning and costing-feasibility studies, site investigation programs and prospective remedial measures is discussed. 861235 Example of a peat flow near Prince Rupert. British Columbia. Note Hungr, O; Evans, S G Can Geotech J V22, N2, May 1985, P246-249 The slide was initiated in a peat spoil pile when surface peat was being stripped prior to site development. The size and effects of the slide are detailed. Previous work suggests that rapid loading of the native peat generates pore pressures close to the full geostatic value of the added load. This load must be systematically spread when dumping material on slopes with an existing peat cover. The length and reach of a peat flow, even on a gentle gradient, cannot be underestimated. 861236 Stochastic analysis of pore pressure uncertainty for the probabilistic assessment of the safety of earth slopes Bergado, D T; Anderson, L R Soils Found V25, N2, June 1985, P87-106
A 2m thick layer of expanded polystyrene blocks was used to stabilise a landslip which had carried away a road in the Pyrenees-Atlantiques region of France. The use of the lightweight material greatly reduced the overburden pressure at the head of the slide and thus lowered the forces leading to landslip. It was quicker to install and cheaper than conventional sheet pile reinforcement
The slope stability model developed includes soil shear strength and pore pressure as random variables. Pore pressure uncertainty is due to the spatial variation of saturated soil permeability, generated by the nearest neighbour method. The resulting probabilistic model is applied to a hypothetical embankment.
861232 Excavation of sensitive clay at the LG-2 hydroelectric site (In French) Pare, J J; Lavallee, J G Can Geotech J V22, N2, May 1985, P186-194
861237 Deformation of slopes of two excavations in soft clays Sheng, C W Proc International Conference on Case Histories in Geoteclmical Engineering, RoUa, Missouri, 6-11 May 1984 VI, P173-178. Publ St Louis: Geotechnical Engineering, 1984
The design procedures adopted for excavation of soft sensitive clays to found rock fill dams on bedrock for the La Grande hydroelectric project, Canada, are described. This work was undertaken in 1974, when very few precedents existed. The design approach, using undrained shear strength analysis, proved appropriate, as only a few minor slides occurred. Some details of excavation and earth removal techniques are also given.
The construction of two dry docks is described. One was constructed using underwater excavation (dredging) and dewatering after the installation of a cofferdam, the other by improving the in situ subsoils by dewatering, erecting a cofferdam and excavating dry. Settlement and deformation of slopes were monitored. Soil improvement before excavation allowed steeper slopes to be constructed.
861233 Landslide in till near Warman, Saskatchewan, Canada Sauer, E K; Christiansen, E A Can Geotech J V22, N2, May 1985, P195-204
Earth retaining structures
Back analysis of a landslide has been used to add to the limited knowledge of soil mechanical properties of the tills of southern Saskatchewan. Results are compared with laboratory tests. Factors contributing to slope instability are examined and fluctuation of the water table is concluded to be the most significant factor. 861234 Geometry of slip surfaces beneath landslides: predictions from surface measurements. Note Carter, M; Bentley, S P Can Geoteeh J V22, N2, May 1985, P234-238 For stability analysis and for the design of remedial works, it is necessary to know the slip surface profile beneath a landslip. A technique which uses measurement of surface displacements to predict the position and shape of slip surfaces is examined. The technique is tested in model studies and by analysis of
861238 Trench construction: trial to study ground movement in Boulder Clay gyley, M D; McCaul, C; Symons, I F Transport and Road Research Laboratory report RR3, 1985, 23P Ground movements caused by trench construction may adversely affect adjacent surface structures or buried services. A 5.2m deep by 1.3m wide by 20m long trench was constructed in Boulder Clay and ground movements monitored during and subsequent to the trenching works. Surface and subsurface movements, porewater pressures, convergence of the trench sides and loading of the trench struts were recorded. Strains on an instrumented shallow buried pipeline parallel to the trench were also measured. Recommendations are made to minimise ground movement in trenching works under critical conditions. Avail: TRRL, Crowthorne, Berkshire
Slopes See also: 861133, 861140, 861141, 861142, 861143 861230 Landslide at Eaux-Bonnes in the Pyrenees-Atlantiques (In French) Largillier, J F Bull Liaison Lab Ponts Chanssees N137, May-June 1985, P17-24 Investigation of a large scale landslide in the French Pyrenees showed that the site had been active over several decades. Geological and geomorphological studies showed the failure region was low quality sericitic schist. Mechanisms for and factors contributing towards the failures observed are discussed. The gradual change in the properties of the slope material, from those of poor quality rock to those of a soil mass, over many years, and the subsequent effects on slope stability are briefly analysed. 861231 Use of expanded polystyrene to repair a landslide at Urt (In French) Barthelemy, J C; Ledoux, J L; Carol, C Bull Liaison Lab Ponts Chaussees N137, May-June 1985, P28-32
three major landslips with known slip surfaces. Results indicate that the depth of the slip surface may be predicted to within 2%-of the distance between ground stations. The use of the technique for planning and costing-feasibility studies, site investigation programs and prospective remedial measures is discussed. 861235 Example of a peat flow near Prince Rupert. British Columbia. Note Hungr, O; Evans, S G Can Geotech J V22, N2, May 1985, P246-249 The slide was initiated in a peat spoil pile when surface peat was being stripped prior to site development. The size and effects of the slide are detailed. Previous work suggests that rapid loading of the native peat generates pore pressures close to the full geostatic value of the added load. This load must be systematically spread when dumping material on slopes with an existing peat cover. The length and reach of a peat flow, even on a gentle gradient, cannot be underestimated. 861236 Stochastic analysis of pore pressure uncertainty for the probabilistic assessment of the safety of earth slopes Bergado, D T; Anderson, L R Soils Found V25, N2, June 1985, P87-106
A 2m thick layer of expanded polystyrene blocks was used to stabilise a landslip which had carried away a road in the Pyrenees-Atlantiques region of France. The use of the lightweight material greatly reduced the overburden pressure at the head of the slide and thus lowered the forces leading to landslip. It was quicker to install and cheaper than conventional sheet pile reinforcement
The slope stability model developed includes soil shear strength and pore pressure as random variables. Pore pressure uncertainty is due to the spatial variation of saturated soil permeability, generated by the nearest neighbour method. The resulting probabilistic model is applied to a hypothetical embankment.
861232 Excavation of sensitive clay at the LG-2 hydroelectric site (In French) Pare, J J; Lavallee, J G Can Geotech J V22, N2, May 1985, P186-194
861237 Deformation of slopes of two excavations in soft clays Sheng, C W Proc International Conference on Case Histories in Geoteclmical Engineering, RoUa, Missouri, 6-11 May 1984 VI, P173-178. Publ St Louis: Geotechnical Engineering, 1984
The design procedures adopted for excavation of soft sensitive clays to found rock fill dams on bedrock for the La Grande hydroelectric project, Canada, are described. This work was undertaken in 1974, when very few precedents existed. The design approach, using undrained shear strength analysis, proved appropriate, as only a few minor slides occurred. Some details of excavation and earth removal techniques are also given.
The construction of two dry docks is described. One was constructed using underwater excavation (dredging) and dewatering after the installation of a cofferdam, the other by improving the in situ subsoils by dewatering, erecting a cofferdam and excavating dry. Settlement and deformation of slopes were monitored. Soil improvement before excavation allowed steeper slopes to be constructed.
861233 Landslide in till near Warman, Saskatchewan, Canada Sauer, E K; Christiansen, E A Can Geotech J V22, N2, May 1985, P195-204
Earth retaining structures
Back analysis of a landslide has been used to add to the limited knowledge of soil mechanical properties of the tills of southern Saskatchewan. Results are compared with laboratory tests. Factors contributing to slope instability are examined and fluctuation of the water table is concluded to be the most significant factor. 861234 Geometry of slip surfaces beneath landslides: predictions from surface measurements. Note Carter, M; Bentley, S P Can Geoteeh J V22, N2, May 1985, P234-238 For stability analysis and for the design of remedial works, it is necessary to know the slip surface profile beneath a landslip. A technique which uses measurement of surface displacements to predict the position and shape of slip surfaces is examined. The technique is tested in model studies and by analysis of
861238 Trench construction: trial to study ground movement in Boulder Clay gyley, M D; McCaul, C; Symons, I F Transport and Road Research Laboratory report RR3, 1985, 23P Ground movements caused by trench construction may adversely affect adjacent surface structures or buried services. A 5.2m deep by 1.3m wide by 20m long trench was constructed in Boulder Clay and ground movements monitored during and subsequent to the trenching works. Surface and subsurface movements, porewater pressures, convergence of the trench sides and loading of the trench struts were recorded. Strains on an instrumented shallow buried pipeline parallel to the trench were also measured. Recommendations are made to minimise ground movement in trenching works under critical conditions. Avail: TRRL, Crowthorne, Berkshire