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Vertical earth loads on buried engineered works
321A the remainder. In the swelling zones, initial support was by bolts and sulphate-resisting concrete (to counter aggressive groundwater). A geomembrane was installed before the final lining of reinforced concrete was constructed. Safe drivage and a long-term stable tunnel were achieved. 935409 Coal bearing strata and the stability of coal mines in South Africa Jermy, C A; Bell, F G Proc 7th ISRM International Congress on Rock Mechanics, Aachen, 16-20 September 1991 V2, P1125-1131. Publ Rotterdam: A A Balkema, 1991 The geomechanical, lithological, chemical, and structural characteristics of strata adjacent to coal seams influence stability of underground coal mines. Core material from a number of South African mines has been examined to identify the most significant factors affecting floor and roof stability. Many distinct sedimentary facies were found. The most stable roof and floor conditions were associated with fine grained arenaceous facies, with the coarser grained facies being somewhat less stable. Poor roof and floor conditions are associated with argillaceous rocks. 935410 Monitoring of a large underground power house cavity Verman, M; Jethwa, J L; Singh, B Proc 7th ISRM International Congress on Rock Mechanics, Aachen, 16-20 September 1991 V2, P1233-1236. Publ Rotterdam: A A Balkema, 1991 The powerhouse cavern of the Sardar Sarovar Project in India is 23m wide, 57m high, by 210m long. The rock mass is basalt intruded by dolerite dykes, with a 1-2m thick shear zone running across the cavern width and a 2-3m thick agglomerate layer just above roof level. Because there were doubts about cavern stability, comprehensive monitoring of cavern behaviour was carried out during and after construction. Details of the instrumentation and results of monitoring are given.
Stresses around underground openings See a~o:935094, 935149 935411 Analysis of the arching action in granular mass Ono, K; Yamada, M Geotedmique V43, NI, March 1993, P105-120 Arching action, which reduces the earth pressure acting on underground structures, is well known. The classic trapdoor problem is shown and the theory of arching in a Mohr-Coulomb soil in a state of plastic equilibrium and under plane strain conditions is examined. Earth pressure distribution behind a retaining wall and arching action around tunnels are analysed. Theoretical results are compared to values obtained by measuring internal air pressures of inflatable bags in dry sand and gravel. 935412 Significant parameters in elastoplastic analysis of underground openings Anagnostou, G; Kovari, K J Geoteck Engng Div ASCE Vl19, N3, March 1993, P401419 A method for reducing the number of significant parameters for typical rock mechanics boundary value problems is presented. The well known and widely used Mohr-Coulomb
yield criterion is assumed to operate. The set of differential equations governing boundary value problems for a MohrCoulomb elastoplastic material can be reformulated by means of simple substitution such that cohesion and Young's modulus do not explicitly appear. Computational results obtained for some initial conditions and material properties can be easily transformed to the results for other values. 935413 Vertical earth loads on buried engineered works Kellogg, C G J Geotech Engng Div ASCE Vl19, N3, March 1993, P487506 The theory of vertical earth loads on buried engineered works is extended to provide closed-form solutions to model realistic and commonly used construction methods. The soil load problem for backfilled ditches with broad bottoms and sloping sides and the effectiveness of underditches to lessen soil loads are examined. The theory can explain full scale experimental observations and be easily expanded to include positive projecting structures buried in fills. 935414 Back analysis of tunnel lining deformation: development and application of Passive Resistance Method. Technical note Najm, K; Ishijima, Y Rock Mech Rock Engng V26, N1, Jan-March 1993, P71-79 The Passive Resistance Method (PRM) allows evaluation of the load acting on (and hence stress and strain states of) a tunnel lining from only a limited number of field data. Although only the lining itself is analysed,interaction between the lining and the host rock mass is taken into account. Background and formulation of the model are illustrated and a case study of its use on the Okurige tunnel in Japan is presented. 935415 Predicting deformation and stability of a large power plant under construction by monitoring in openings Zhu Weishen; Wang Ping; Wang Kejun; Nan Ruce Proc 3rd International Symposium on Field Measurements in Geomechanics, Oslo, 9-11 September 1991 VI, P377-386. Publ Rotterdam." A A Balkema, 1991 Back analyses are presented of the behaviour of two auxiliary galleries, an access tunnel and a ventilation gAlery, during construction of an underground power plant. The rock mass, a jointed granite, can be considered an orthogonal anisotropic medium. Direct back analyses were carried out by the simplex acceleration method and all the required rock mass parameters derived. These values are then used to predict stresses and displacements around the main underground structures. 935416 Stress change deformation and monitoring for mine design: a case study Maloney, S M; Kaiser, P K Proc 3rd International Symposium on Field Measurements in Geomechnaics, Oslo, 9-11 September 1991 V2, P481-490. Publ Rotterdam: A A Balkema, 1991 During the excavation of two stopes at the Winston Lake Mine, Ontario, monitoring of performance of cable bolts as pre-reinforcement of laminated hanging wall rock and support required against wedge failure at the back of wide overcuts was carried out. Hanging wall destressing and separation along discrete foliation planes was seen, with resulting loss of confining pressure on the grouted cables. A stress front up to 30m from the active stope face was observed, causing overstressing and promoting wedge failures in the backs.
© 1993 Pergamon Press Ltd. Reproduction not permitted
Stresses around underground openings See a~o:935094, 935149 935411 Analysis of the arching action in granular mass Ono, K; Yamada, M Geotedmique V43, NI, March 1993, P105-120 Arching action, which reduces the earth pressure acting on underground structures, is well known. The classic trapdoor problem is shown and the theory of arching in a Mohr-Coulomb soil in a state of plastic equilibrium and under plane strain conditions is examined. Earth pressure distribution behind a retaining wall and arching action around tunnels are analysed. Theoretical results are compared to values obtained by measuring internal air pressures of inflatable bags in dry sand and gravel. 935412 Significant parameters in elastoplastic analysis of underground openings Anagnostou, G; Kovari, K J Geoteck Engng Div ASCE Vl19, N3, March 1993, P401419 A method for reducing the number of significant parameters for typical rock mechanics boundary value problems is presented. The well known and widely used Mohr-Coulomb
yield criterion is assumed to operate. The set of differential equations governing boundary value problems for a MohrCoulomb elastoplastic material can be reformulated by means of simple substitution such that cohesion and Young's modulus do not explicitly appear. Computational results obtained for some initial conditions and material properties can be easily transformed to the results for other values. 935413 Vertical earth loads on buried engineered works Kellogg, C G J Geotech Engng Div ASCE Vl19, N3, March 1993, P487506 The theory of vertical earth loads on buried engineered works is extended to provide closed-form solutions to model realistic and commonly used construction methods. The soil load problem for backfilled ditches with broad bottoms and sloping sides and the effectiveness of underditches to lessen soil loads are examined. The theory can explain full scale experimental observations and be easily expanded to include positive projecting structures buried in fills. 935414 Back analysis of tunnel lining deformation: development and application of Passive Resistance Method. Technical note Najm, K; Ishijima, Y Rock Mech Rock Engng V26, N1, Jan-March 1993, P71-79 The Passive Resistance Method (PRM) allows evaluation of the load acting on (and hence stress and strain states of) a tunnel lining from only a limited number of field data. Although only the lining itself is analysed,interaction between the lining and the host rock mass is taken into account. Background and formulation of the model are illustrated and a case study of its use on the Okurige tunnel in Japan is presented. 935415 Predicting deformation and stability of a large power plant under construction by monitoring in openings Zhu Weishen; Wang Ping; Wang Kejun; Nan Ruce Proc 3rd International Symposium on Field Measurements in Geomechanics, Oslo, 9-11 September 1991 VI, P377-386. Publ Rotterdam." A A Balkema, 1991 Back analyses are presented of the behaviour of two auxiliary galleries, an access tunnel and a ventilation gAlery, during construction of an underground power plant. The rock mass, a jointed granite, can be considered an orthogonal anisotropic medium. Direct back analyses were carried out by the simplex acceleration method and all the required rock mass parameters derived. These values are then used to predict stresses and displacements around the main underground structures. 935416 Stress change deformation and monitoring for mine design: a case study Maloney, S M; Kaiser, P K Proc 3rd International Symposium on Field Measurements in Geomechnaics, Oslo, 9-11 September 1991 V2, P481-490. Publ Rotterdam: A A Balkema, 1991 During the excavation of two stopes at the Winston Lake Mine, Ontario, monitoring of performance of cable bolts as pre-reinforcement of laminated hanging wall rock and support required against wedge failure at the back of wide overcuts was carried out. Hanging wall destressing and separation along discrete foliation planes was seen, with resulting loss of confining pressure on the grouted cables. A stress front up to 30m from the active stope face was observed, causing overstressing and promoting wedge failures in the backs.
© 1993 Pergamon Press Ltd. Reproduction not permitted