- Email: [email protected]
Reinforcement and control of footwall slopes in an open pit coal mine (In French)
254A 934373 Reinforcement and control of footwali slopes in an open pit coal mine (In French) Soukatchoff, V; Hantz, D; Mathieu, E; Paquette, Y Proc 7th I S R M International Congress on Rock Meehanics, Aachen, 16-20 September 1991 V2, P965-969. Publ Rotterdam: A A Balkema, 1991
934377 General purpose program for computerized slope stability analysis Espinoza, R D; Bourdeau, P L; Muhunthan, B Proc 28th Symposium on Engineering Geology and Geoteclmical Engineering, Boise, 1-3 April 1992 P323-333. Publ Pocatello: Idaho State University, 1992
The north west area of the Grand Baume open pit in France is composed of an overthrust fold. The coal is extracted in the reverse side wall of the fold and the slope of the open pit (slope angle about 40 deg) is the hanging wall of the layer. Planar failures between benches and surface bulging associated with buckling have occurred. 30m long cable bolts have been installed to reinforce the slopes. Instrumentation has been installed to monitor slope behaviour as the pit becomes deeper.
The SLOPAS program is presented. The algorithm is based on a new formulation of the limit equilibrium conditions for the slope which is compatible with most current methods. The contribution of the internal forces is confned to a single term in the formulation of the factor of safety with respect to moment and force equilibria. Written in Turbo Pascal, the program has powerful graphic capabilities and an easily understood user interface.
934374 Penstock slope of Shanan hydro-electric project -investigation and remedial measures Verma, K C Proc 7th I S R M International Congress on Rock Mechanics, Aachen, 16-20 September 1991 V2, P975-978. Publ Rotterdam: A A Balkema, 1991 The Shanan hydroelectric project in India was constructed during the period 1925-1932. There has been movement of the hillside slope which carries the penstock on saddle supports, resulting in one major leakage event and many other problems. Geological survey, monitoring of slope movement by geodetic and AE methods, monitoring of climatic conditions, and stability analysis have been carried out for over 10 years. Instability is considered to result from sliding of glacial deposits associated with high rainfall and snow melt. Appropriate remedial measures are described. 934375 Fiexural failure of muitilayer bedded rockmass in slopes Xiao Yuan; Wang Sijing Proc 7th I S R M International Congress on Rock Mechanics, Aachen, 16-20 September 1991 V2, P979-981. Publ Rotterdam: A A Balkema, 1991 A mechanical model and analysis of flexural deformation and failure in bedded rockmasses is presented. Where the bedding dips more steeply than the slope angle, it may be easier for a multilayer rock mass to fail than for a single layer mass, as flexure of interior layers can produce additional lateral force on outer layers. An engineering example of such a failure is illustrated.
934378 Use of geogrids in landslide control works: case history from Valtellina Cambiaghi, A; Rimoldi, P Proc Conference on Slope Stability Engineering: Developments and Applications, Isle of Wight, 15-18 April 1991 P365-368. Publ London: Thomas Telford, 1991 Several landslides occurred in the valley of the river Adda in northern Italy in July 1987, following rainstorms. The La Boscaccia slide was 200m long, 160m wide, with main scarp height over 50m high. The material was gravelly and silty sands. A series of remedial measures was undertaken by the local authority to minimise future stability and erosion problems: a rockfill berm 5m high to prevent bank erosion; surface drainage; and 5 geogrid-reinforced embankment sections of total height 20m. Slope analysis was by limit equilibrium methods. 934379 Use of bored piles and counterfort drains to stabilize a major landslip - a comparison of theoretical and field performance Allison, J A; Mawditt, J M; Williams, G T Proc Conference on Slope Stability Engineering: Developments and Applications, Isle of Wight, 15-18 April 1991 P369-376. Publ London: Thomas Telford, 1991 A major landslip occurred in a clay slope at Gypsy Hill, South London, following reduction in height of existing retaining walls during site redevelopment. Immediate action taken was the digging of drainage ditches then installation of a grid of 600mm diameter, 10m long piles. The slope was instrumented and monitored. Back analysis was undertaken to determine soil parameters for pile design. Analysis of the reinforced slope indicates that piling alone is able to stabilise against further mass movement and that the subsequent installation of counterfort drains has enhanced overall stability.
934376 Gravitational instability phenomena concerning a hydroelectric plant in Italy Chiesa, S; Fornero, I; Frassoni, A; Zanchi, A; Mazza, G; Zaninetti, A Proc 7th I S R M International Congress on Rock Mechanics, Aachen, 16-20 September 1991 V2, P1087-1092. Publ Rotterdam: A A Balkema, 1991
934380 Landslip and remedial works in Wadhurst clay Pugh, R S; Weeks, A G; Hutchinson, D E Proc Conference on Slope Stability Engineering: Developments and Applications, Isle of Wight, 15-18 April 1991 P377-382. Publ London: Thomas Telford, 1991
Damage to the concrete lining of a tunnel on the Croce di Fana mountain in Italy finally became so severe that remedial work was required. Resin grouting was carried out and instrumentation installed, which indicated progressive increase in deformation and loading of the tunnel. Aerial photography and geostructural investigations revealed the presence of a large post-glacial, gravity-controlled rockslide, with some sections still active. Numerical modelling of slide movement allows design and planning of repair work.
The Wadhurst clay of the Hastings Beds, which outcrops in Sussex and Kent,is an overconsolidated, generally stiff to hard, very closely jointed silty clay. Urbanisation has resulted in failures in this material which has prompted its study. The geological setting and geoteehnical parameters of Wadhurst clay are reviewed. Three case histories of slope failure following the wet winter of 1987/88 are described. Factors leading to failure, remedial measures adopted, and the present state of knowledge of shear strength parameters are discussed.
© 1993 Pergamon Press Ltd. Reproduction not permitted
934377 General purpose program for computerized slope stability analysis Espinoza, R D; Bourdeau, P L; Muhunthan, B Proc 28th Symposium on Engineering Geology and Geoteclmical Engineering, Boise, 1-3 April 1992 P323-333. Publ Pocatello: Idaho State University, 1992
The north west area of the Grand Baume open pit in France is composed of an overthrust fold. The coal is extracted in the reverse side wall of the fold and the slope of the open pit (slope angle about 40 deg) is the hanging wall of the layer. Planar failures between benches and surface bulging associated with buckling have occurred. 30m long cable bolts have been installed to reinforce the slopes. Instrumentation has been installed to monitor slope behaviour as the pit becomes deeper.
The SLOPAS program is presented. The algorithm is based on a new formulation of the limit equilibrium conditions for the slope which is compatible with most current methods. The contribution of the internal forces is confned to a single term in the formulation of the factor of safety with respect to moment and force equilibria. Written in Turbo Pascal, the program has powerful graphic capabilities and an easily understood user interface.
934374 Penstock slope of Shanan hydro-electric project -investigation and remedial measures Verma, K C Proc 7th I S R M International Congress on Rock Mechanics, Aachen, 16-20 September 1991 V2, P975-978. Publ Rotterdam: A A Balkema, 1991 The Shanan hydroelectric project in India was constructed during the period 1925-1932. There has been movement of the hillside slope which carries the penstock on saddle supports, resulting in one major leakage event and many other problems. Geological survey, monitoring of slope movement by geodetic and AE methods, monitoring of climatic conditions, and stability analysis have been carried out for over 10 years. Instability is considered to result from sliding of glacial deposits associated with high rainfall and snow melt. Appropriate remedial measures are described. 934375 Fiexural failure of muitilayer bedded rockmass in slopes Xiao Yuan; Wang Sijing Proc 7th I S R M International Congress on Rock Mechanics, Aachen, 16-20 September 1991 V2, P979-981. Publ Rotterdam: A A Balkema, 1991 A mechanical model and analysis of flexural deformation and failure in bedded rockmasses is presented. Where the bedding dips more steeply than the slope angle, it may be easier for a multilayer rock mass to fail than for a single layer mass, as flexure of interior layers can produce additional lateral force on outer layers. An engineering example of such a failure is illustrated.
934378 Use of geogrids in landslide control works: case history from Valtellina Cambiaghi, A; Rimoldi, P Proc Conference on Slope Stability Engineering: Developments and Applications, Isle of Wight, 15-18 April 1991 P365-368. Publ London: Thomas Telford, 1991 Several landslides occurred in the valley of the river Adda in northern Italy in July 1987, following rainstorms. The La Boscaccia slide was 200m long, 160m wide, with main scarp height over 50m high. The material was gravelly and silty sands. A series of remedial measures was undertaken by the local authority to minimise future stability and erosion problems: a rockfill berm 5m high to prevent bank erosion; surface drainage; and 5 geogrid-reinforced embankment sections of total height 20m. Slope analysis was by limit equilibrium methods. 934379 Use of bored piles and counterfort drains to stabilize a major landslip - a comparison of theoretical and field performance Allison, J A; Mawditt, J M; Williams, G T Proc Conference on Slope Stability Engineering: Developments and Applications, Isle of Wight, 15-18 April 1991 P369-376. Publ London: Thomas Telford, 1991 A major landslip occurred in a clay slope at Gypsy Hill, South London, following reduction in height of existing retaining walls during site redevelopment. Immediate action taken was the digging of drainage ditches then installation of a grid of 600mm diameter, 10m long piles. The slope was instrumented and monitored. Back analysis was undertaken to determine soil parameters for pile design. Analysis of the reinforced slope indicates that piling alone is able to stabilise against further mass movement and that the subsequent installation of counterfort drains has enhanced overall stability.
934376 Gravitational instability phenomena concerning a hydroelectric plant in Italy Chiesa, S; Fornero, I; Frassoni, A; Zanchi, A; Mazza, G; Zaninetti, A Proc 7th I S R M International Congress on Rock Mechanics, Aachen, 16-20 September 1991 V2, P1087-1092. Publ Rotterdam: A A Balkema, 1991
934380 Landslip and remedial works in Wadhurst clay Pugh, R S; Weeks, A G; Hutchinson, D E Proc Conference on Slope Stability Engineering: Developments and Applications, Isle of Wight, 15-18 April 1991 P377-382. Publ London: Thomas Telford, 1991
Damage to the concrete lining of a tunnel on the Croce di Fana mountain in Italy finally became so severe that remedial work was required. Resin grouting was carried out and instrumentation installed, which indicated progressive increase in deformation and loading of the tunnel. Aerial photography and geostructural investigations revealed the presence of a large post-glacial, gravity-controlled rockslide, with some sections still active. Numerical modelling of slide movement allows design and planning of repair work.
The Wadhurst clay of the Hastings Beds, which outcrops in Sussex and Kent,is an overconsolidated, generally stiff to hard, very closely jointed silty clay. Urbanisation has resulted in failures in this material which has prompted its study. The geological setting and geoteehnical parameters of Wadhurst clay are reviewed. Three case histories of slope failure following the wet winter of 1987/88 are described. Factors leading to failure, remedial measures adopted, and the present state of knowledge of shear strength parameters are discussed.
© 1993 Pergamon Press Ltd. Reproduction not permitted