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Bulk mining at depth field monitoring project: ground displacement
226A 904235 Field measurements of the Kohe Municipal Subway Tunnel excavated in soil ground by NATM Sakurai, S; Izunami. R
904239 Bulk mining at depth field monitoring project: ground displacement Landriault. D A K
Proc 2nd International Symposium on Field Measurements in Geomechanics, Kobe, 6-9 April 1987 V2, P861-869. Publ Rotterdam: A A Balkema, 1988
Proc 15th Canadian Rock Mechanics Symposium, Rock Engineering for Underground Excavations, 3-4 October 1988 P89-97. Publ Toronto: Unit'ersity of Toronto. 1988
The Omoteyama Tunnel was constructed by NATM in tertiary and/or quaternary deposits. Ground displacements, axial forces on rock bolts, stresses on the lining, and modulus of elasticity adjacent to the tunnel were measured. Back analysis of measured displacements using the program DBAP was used to obtain initial stress conditions and mechanical conditions of the ground. Stability of the tunnel was verified by comparing strains occurring with critical strains of ground materials.
Monitoring to acquire data for calibration and validation of a 3 dimensional elasto-plastic numerical model to simulate mining at depth is described. Two research sites were chosen at Inco's Creighton Mine, Ontario. Displacements and closure were monitored using rod and tape extensometers, closure meters, inclinometers and ground movement monitors (rod extensometers using potentiometers to register movement). Choice of instrumentation for particular sites is explained, and results for different measuring systems assessed.
904236 Micros for embankment monitoring needn't cost the earth the Creetown experience Mann, D C; Hamilton. D C
Proc Conference on Instrumentation in Geotechnical Engineering, Nottingham, 3-5 April 1989 VI, PI-24. Publ London: Thomas Telford. 1989 Field measurements from an embankment on soft alluvial deposits from the A75 Crectown bypass are presented. Extensive instrumentation, piezometers,inclinometers, settlement plates, was installed to record pore pressures and ground movements, and data were collected, stored and processed using microcomputers, and presented in tabular and graphical form.
904237 Experience of a computerised monitoring system for landslides Moiler. B; Lindholm, O; Arnekull. S
Proc Conference on Instrumentation in Geotechnical Engineering, Nottingham, 3-5 April 1989 VI, P43-53. Publ London: Thomas Telford, 1989 A system developed by the Swedish Geotechnical Institute for monitoring slope stability is described. Instrumentation is installed to record pore pressure, earth pressure, inclination, and horizontal and vertical movements. Data from remote monitoring units are sent to the control computer. Its application in a stage excavated slope, for which an overburden pressure of 20kPa was necessary to induce failure, is illustrated.
904238 Instrumentation systems for an experimental cut slope at Selborne, Hampshire - design and initial performance Cooper, M R; Grant, D I
Proc Conference on Instrumentation in Geotechnical Engineering, Nottingham, 3-5 April 1989 VI. P93-104. Publ London: Thomas Telford. 1989 A 9m high slope in Gault clay in a disused brickworks pit was steepened to 1:2 overall, and a monitoring system of inclinometer tubes, string inclinometers, piezometers, and wire extensometers installed. The slope was brought to failure using pore pressure recharge. The automated data collection system is described. Design constraints, aims of the study, and limitations of the system as it stands are discussed.
904240 Performance observations on the pressure shaft for the Chhibro underground power house complex Mitra. S; Singh, B
Proc Conference on Shaft Engineering, Harrogate, 5-7 June 1989 P317-323. Publ London: IMM. 1989 The Chhibro underground power house was designed and constructed in poor quality dolomitic limestone with little knowledge of the rock mass. Monitoring with extensometers, load cells, strain meters and piezometers was undertaken during and after construction to check design assumptions and study longterm behaviour of the complex. Seismicity, rainfall, water level in surge tanks, and atmospheric and water temperature were also recorded. Analysis of these data shows water level and water temperature variations affected stresses in the steel liner of the pressure shaft whilst earthquake vibrations had little effect.
Analysis Techniques and Design Methods See also: 904054, 904100
904241 Some recent applications of numerical methods to geotechnical analysis Booker, J R; Carter, J P; Small, J C; Brown, P T; Poulos, H G
University of Sydney, School of Civil and Mining Engineering, Research Report N598, 1989, 34P Although in geotechnical analysis it is desirable to take into account construction sequence, constitutive modelling and three dimensional effects, the complexity of the resulting equations is such that alternatives must in some cases be found in order to obtain a tractable solution. These factors are discussed with reference to finite element and boundary element techniques, with examples cited to illustrate important points. Integral transform techniques, finite layer theory, and the cases of Iongwall support and cyclic loading of pile foundations in various soils are considered.
1990 Pergamon Press pie. Reproduction not permitted
904239 Bulk mining at depth field monitoring project: ground displacement Landriault. D A K
Proc 2nd International Symposium on Field Measurements in Geomechanics, Kobe, 6-9 April 1987 V2, P861-869. Publ Rotterdam: A A Balkema, 1988
Proc 15th Canadian Rock Mechanics Symposium, Rock Engineering for Underground Excavations, 3-4 October 1988 P89-97. Publ Toronto: Unit'ersity of Toronto. 1988
The Omoteyama Tunnel was constructed by NATM in tertiary and/or quaternary deposits. Ground displacements, axial forces on rock bolts, stresses on the lining, and modulus of elasticity adjacent to the tunnel were measured. Back analysis of measured displacements using the program DBAP was used to obtain initial stress conditions and mechanical conditions of the ground. Stability of the tunnel was verified by comparing strains occurring with critical strains of ground materials.
Monitoring to acquire data for calibration and validation of a 3 dimensional elasto-plastic numerical model to simulate mining at depth is described. Two research sites were chosen at Inco's Creighton Mine, Ontario. Displacements and closure were monitored using rod and tape extensometers, closure meters, inclinometers and ground movement monitors (rod extensometers using potentiometers to register movement). Choice of instrumentation for particular sites is explained, and results for different measuring systems assessed.
904236 Micros for embankment monitoring needn't cost the earth the Creetown experience Mann, D C; Hamilton. D C
Proc Conference on Instrumentation in Geotechnical Engineering, Nottingham, 3-5 April 1989 VI, PI-24. Publ London: Thomas Telford. 1989 Field measurements from an embankment on soft alluvial deposits from the A75 Crectown bypass are presented. Extensive instrumentation, piezometers,inclinometers, settlement plates, was installed to record pore pressures and ground movements, and data were collected, stored and processed using microcomputers, and presented in tabular and graphical form.
904237 Experience of a computerised monitoring system for landslides Moiler. B; Lindholm, O; Arnekull. S
Proc Conference on Instrumentation in Geotechnical Engineering, Nottingham, 3-5 April 1989 VI, P43-53. Publ London: Thomas Telford, 1989 A system developed by the Swedish Geotechnical Institute for monitoring slope stability is described. Instrumentation is installed to record pore pressure, earth pressure, inclination, and horizontal and vertical movements. Data from remote monitoring units are sent to the control computer. Its application in a stage excavated slope, for which an overburden pressure of 20kPa was necessary to induce failure, is illustrated.
904238 Instrumentation systems for an experimental cut slope at Selborne, Hampshire - design and initial performance Cooper, M R; Grant, D I
Proc Conference on Instrumentation in Geotechnical Engineering, Nottingham, 3-5 April 1989 VI. P93-104. Publ London: Thomas Telford. 1989 A 9m high slope in Gault clay in a disused brickworks pit was steepened to 1:2 overall, and a monitoring system of inclinometer tubes, string inclinometers, piezometers, and wire extensometers installed. The slope was brought to failure using pore pressure recharge. The automated data collection system is described. Design constraints, aims of the study, and limitations of the system as it stands are discussed.
904240 Performance observations on the pressure shaft for the Chhibro underground power house complex Mitra. S; Singh, B
Proc Conference on Shaft Engineering, Harrogate, 5-7 June 1989 P317-323. Publ London: IMM. 1989 The Chhibro underground power house was designed and constructed in poor quality dolomitic limestone with little knowledge of the rock mass. Monitoring with extensometers, load cells, strain meters and piezometers was undertaken during and after construction to check design assumptions and study longterm behaviour of the complex. Seismicity, rainfall, water level in surge tanks, and atmospheric and water temperature were also recorded. Analysis of these data shows water level and water temperature variations affected stresses in the steel liner of the pressure shaft whilst earthquake vibrations had little effect.
Analysis Techniques and Design Methods See also: 904054, 904100
904241 Some recent applications of numerical methods to geotechnical analysis Booker, J R; Carter, J P; Small, J C; Brown, P T; Poulos, H G
University of Sydney, School of Civil and Mining Engineering, Research Report N598, 1989, 34P Although in geotechnical analysis it is desirable to take into account construction sequence, constitutive modelling and three dimensional effects, the complexity of the resulting equations is such that alternatives must in some cases be found in order to obtain a tractable solution. These factors are discussed with reference to finite element and boundary element techniques, with examples cited to illustrate important points. Integral transform techniques, finite layer theory, and the cases of Iongwall support and cyclic loading of pile foundations in various soils are considered.
1990 Pergamon Press pie. Reproduction not permitted