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Special lecture: stabilizing methods in rock slopes agaist sliding, toppling or rock falls (in French)
269A 895322 Slope instability in the Coledale area of the lllawarra Escarpment Walker, B F; Amaral, B; MacGregor, J P Proc Symposium on Soil Slope Instability and Stabilisation, Sydney, 30 November-2 December 1987 P417-430. Publ Rotterdam: A A Balkema, 1987 Slope instability appears the principal slope forming mechanism in the Coledale area. The geology and topography of the Illawarra Coal Measures and Narrabeen Group (layered sandstones and claystones) are described. Both large scale and small scale instabilities have been identified, with failures taking the following forms: rockfalls, flow/creep slides, localised slumping, and creep. Examples of slope failures are illustrated. Problems for development in the area and their solutions are discussed.
895323 General report: stabilization and drainage Sembenelli, P Proc 5tk International Symposium on Landslides, Lausanne, 10-15 July 1988 1/2, P813-819. Publ Rotterdam: A A Balkema, 1988
895326 Stabilization of rock blocks and rock spoils in gneissic rock urban zones of Rio de Janeiro Barros, W T: De Lima, G A A; Vieira Cesar, J C: Lacerda, W A Proc 5th International Symposium on Landslides, Lausanne, 10-15 July 1988 I/2, P847-852. Publ Rotterdam: A A Balkema, 1988 Two slope failures are described. The first was a rock and saprolite avalanche where residual soil overlies bedrock with schistosity parallel to the slope surface. The second was a rockslide initiated by detachment of a large block. Both occurred during the rainy season. Mechanisms of both failures and solutions to the problem are discussed. Remedial measures included anchored retaining walls, rock bolting, drainage, and backfilling of cavities with concrete. 895327 Landslide and stabilization at gas pipeline Station 201 in iron Behpoor, L; Ghahramani, A Proc 5th International Symposium on Landslides, Lausanne, 10-15 July 1988 I/2, ,°853-855. Publ Rotterdam: A A Balkema, 1988
The preliminary geological study of a slide, including monitoring of conditions and movement, and definition of the cause of the slide are first briefly examined. An overview is presented of slope stabilization methods and suitable areas for their use: containment by anchors or piles:use of berms or geotextiles; and drainage using tunnels or horizontal or vertical drains.
When the pipeline wasdisrupted by a landslide in 1987 it was rerouted, but the new site, limestone overlain by desiccated laminated green shale, was also considered potentially unstable. The stabilization scheme designed consisted of a drainage system and a retaining system of a wall of 10cm diameter backfilled steel pipes supported by vertical steel pipes set in concrete. The structure was completed quickly and economically and has proved successful during the rare high precipitation events occurring.
895324 Special lecture: stabilizing methods in rock slopes against sliding, toppling or rock falls (In French) Descoeudres, F Proe 5th International Symposium on Landslides, Lausanne, 10-15 July 1988 V2, P821-828. Publ Rotterdam: A A Balkema, 1988
895328 Landslide stabilization by means of drainage tunnels in central Italy Bianco, B Proc 5th International Symposium on Landslides, Lausanne, 10-15 July 1988 V2, P857-862. Publ Rotterdam: A A Balkema. 1988
Various modes of rock slope failure are described, plane failure, toppling failure, rotational failure and wedge failure, which can degenerate into rock falls with dynamic behaviour. The influence of discontinuity geometry on stability is examined. Stabilization by anchors and drainage is analysed, with emphasis on design of support and structures on the slopes.
The town of Montelupone in the Apennines has suffered from severe landslide phenomena since the 17th century. The Pliocene marl bedrock is overlain by clayey colluvium and the low permeability of these materials and high rainfall control the hydrological regime. Most slides occur in the top 5-10m. Results from monitoring a landslide were used to calculate slope safety factors. A system based on two horizontal drainage tunnels in the bedrock has been constructed which lowers the water table and stabilizes the slope.
895325 Design of the reinforced soil and pile slide protection structures Paksenow, A; Kazarnovsky, V D; Stickel, D Y Proc Jth International Symposium on Landslides, Lausanne, 10-15 July 1988 I/2, P829-834. Publ Rotterdam: A A Balkema, 1988 Theoretical and experimental investigations to improve understanding of the mechanism of interaction between steel reinforcing strips and backfill soils are first described. The main principles and methods of estimating the efficiency of pile stabilization of a sliding colluvium formation are then examined. An absolute value of post stabilization displacement is taken as a criterion of efficiency. Results of laboratory model tests and theoretical analysis to examine interaction between a pile element and a sliding clay mass are presented.
895329 Drainage stabilization of Bidoungui landslide (Gabon) (In French) Bourguet, L; Souan, J; Delorrne, M; Leclerc, M Proc 5th International Symposium on Landslides, Lausanne, 10-15 July 1988 V2. P863-866. Publ Rotterdam: A A Balkema, 1988 A 30m deep landslide in lateritic clays was triggered by heavy rainfall. Creeping at 2m/day, the slide threatened a pylon at the Comilog mine. Immediate stabilisation was by 4 wells, 2 boreholes and 2 horizontal drains, to drain the slide and lower the water table. This successfully slowed the slide. Eventually 26 boreholes, 3000m of horizontal drains and 1500m of open ditches stabilised the slide completely, it has remained stable in the subsequent 6 years.
:L-5 1989 Pergamon Press pie. Reproduction not permitted
895323 General report: stabilization and drainage Sembenelli, P Proc 5tk International Symposium on Landslides, Lausanne, 10-15 July 1988 1/2, P813-819. Publ Rotterdam: A A Balkema, 1988
895326 Stabilization of rock blocks and rock spoils in gneissic rock urban zones of Rio de Janeiro Barros, W T: De Lima, G A A; Vieira Cesar, J C: Lacerda, W A Proc 5th International Symposium on Landslides, Lausanne, 10-15 July 1988 I/2, P847-852. Publ Rotterdam: A A Balkema, 1988 Two slope failures are described. The first was a rock and saprolite avalanche where residual soil overlies bedrock with schistosity parallel to the slope surface. The second was a rockslide initiated by detachment of a large block. Both occurred during the rainy season. Mechanisms of both failures and solutions to the problem are discussed. Remedial measures included anchored retaining walls, rock bolting, drainage, and backfilling of cavities with concrete. 895327 Landslide and stabilization at gas pipeline Station 201 in iron Behpoor, L; Ghahramani, A Proc 5th International Symposium on Landslides, Lausanne, 10-15 July 1988 I/2, ,°853-855. Publ Rotterdam: A A Balkema, 1988
The preliminary geological study of a slide, including monitoring of conditions and movement, and definition of the cause of the slide are first briefly examined. An overview is presented of slope stabilization methods and suitable areas for their use: containment by anchors or piles:use of berms or geotextiles; and drainage using tunnels or horizontal or vertical drains.
When the pipeline wasdisrupted by a landslide in 1987 it was rerouted, but the new site, limestone overlain by desiccated laminated green shale, was also considered potentially unstable. The stabilization scheme designed consisted of a drainage system and a retaining system of a wall of 10cm diameter backfilled steel pipes supported by vertical steel pipes set in concrete. The structure was completed quickly and economically and has proved successful during the rare high precipitation events occurring.
895324 Special lecture: stabilizing methods in rock slopes against sliding, toppling or rock falls (In French) Descoeudres, F Proe 5th International Symposium on Landslides, Lausanne, 10-15 July 1988 V2, P821-828. Publ Rotterdam: A A Balkema, 1988
895328 Landslide stabilization by means of drainage tunnels in central Italy Bianco, B Proc 5th International Symposium on Landslides, Lausanne, 10-15 July 1988 V2, P857-862. Publ Rotterdam: A A Balkema. 1988
Various modes of rock slope failure are described, plane failure, toppling failure, rotational failure and wedge failure, which can degenerate into rock falls with dynamic behaviour. The influence of discontinuity geometry on stability is examined. Stabilization by anchors and drainage is analysed, with emphasis on design of support and structures on the slopes.
The town of Montelupone in the Apennines has suffered from severe landslide phenomena since the 17th century. The Pliocene marl bedrock is overlain by clayey colluvium and the low permeability of these materials and high rainfall control the hydrological regime. Most slides occur in the top 5-10m. Results from monitoring a landslide were used to calculate slope safety factors. A system based on two horizontal drainage tunnels in the bedrock has been constructed which lowers the water table and stabilizes the slope.
895325 Design of the reinforced soil and pile slide protection structures Paksenow, A; Kazarnovsky, V D; Stickel, D Y Proc Jth International Symposium on Landslides, Lausanne, 10-15 July 1988 I/2, P829-834. Publ Rotterdam: A A Balkema, 1988 Theoretical and experimental investigations to improve understanding of the mechanism of interaction between steel reinforcing strips and backfill soils are first described. The main principles and methods of estimating the efficiency of pile stabilization of a sliding colluvium formation are then examined. An absolute value of post stabilization displacement is taken as a criterion of efficiency. Results of laboratory model tests and theoretical analysis to examine interaction between a pile element and a sliding clay mass are presented.
895329 Drainage stabilization of Bidoungui landslide (Gabon) (In French) Bourguet, L; Souan, J; Delorrne, M; Leclerc, M Proc 5th International Symposium on Landslides, Lausanne, 10-15 July 1988 V2. P863-866. Publ Rotterdam: A A Balkema, 1988 A 30m deep landslide in lateritic clays was triggered by heavy rainfall. Creeping at 2m/day, the slide threatened a pylon at the Comilog mine. Immediate stabilisation was by 4 wells, 2 boreholes and 2 horizontal drains, to drain the slide and lower the water table. This successfully slowed the slide. Eventually 26 boreholes, 3000m of horizontal drains and 1500m of open ditches stabilised the slide completely, it has remained stable in the subsequent 6 years.
:L-5 1989 Pergamon Press pie. Reproduction not permitted