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Construction of Chibro underground power house - a case study
54A 911420 Design of coal pillars for weak floor strata conditions - a rational approach
Chugh, V P; Pula, O; Pytel, W M Proc 7th Annual Workshop Generic Mineral Technology Center Mine Systems Design and Ground Control, Blackshnrg, 22-24 October 1989 P47-60. Publ Biacksburg: Virginia Polytechnic Institute and State University, 1989 Design of coal pillars under weak floor strata conditions in the United States is presently based on the ultimate bearing capacity of weak floor strata without consideration of pillar settlement. A rational approach for design of coal pillars under these conditions and including pillar settlement is presented. An approximate solution for estimation of ultimate bearing capacity for a shallow foundation on a two-layered rock system taking into account cohesion and the angle of internal friction for both layers is also presented. 911421
Failure in a tunnel excavated under on old riverbed in Madrid Oteo, C S; Carrilero, R; Pastor, A Proc International Congress on Tunnels and Water, Madrid, 15-18 Jane 1988 VI, P565-571. Publ Rotterdam: A A Balkema, 1988 Failure of a section of a 12.5m wide, horseshoe shaped tunnel, excavated by semi-mechanical means under a Bernold-type shield beam, occurred in thick fissured clays beneath the old bed of the Valdelada river, now covered by recent fills. Water seepage had softened the soil. Soil movement migrated 17m upwards to the surface and caused some damage. A variety of remedial measures was considered. Jet grouting to form a vault of reinforced earth around the excavation was chosen after considering economics, practicality and effectiveness.
911424
Stockholm's Norra Lanken Benedik, R World Tunalg V3, N4, Aug 1990, P277-279 Road tunnel construction in an urban environment in granite and gneiss bedrock cut by two fault and fracture zones is described. Initial work included geological mapping of outcrops, diamond drilling, permeability tests, examination of nearby structures, and ground classification using the RQD system. Design was on the basis of the FLAC finite difference code. Main stability problems were associated with curvature of the tunnels and their closeness. Grouting ahead of the face is used to seal the surrounding rock formations and prevent water leakage and frost erosion.
911425
Design and construction of a new service tunnel at Edinburgh Castle Douglas, T H; Keeble, S Proc Tunnel Construction '90, London, 3-4 April 1990 P9-18. Publ London: IMM, 1990 Construction of a 200rn long tunnel was undertaken in order to improve the facilities for vistors to Edinburgh Castle. The constraints required to control the blasting of both the open cut and underground rock excavations which are close to historic buildings are discussed. Also presented are the tight physical and operational restraints of constructing the tunnel within the environs of a castle which, during the summer, often caters for 6000 or more tourists per day.
Power plants 911426
Tunnels
A comparative study on design of support for power tunnel Rantueci, G; Lasao, M L; Chandra, S Proc International Symposium on Underground Engineering, New DelM, 14-17 April 1988 VI, P373-379. Publ Rotterdam: A A Balkema, 1988
See also." 911294, 911318 911422
Geology, stability and building of two motorway tunnels in a city (Liege, Cointe Hill) (In French) Arnouid, R Rev Fr Geotech N52, 1990, P67-84 Tunnelling through layered and folded schist and sandstone rock is described. Site investigation included geological mapping and measurement of rock mechanical properties, friction angle and cohesion, Young's modulus, and compressive strength. Excavation was in six stages, starting with a pilot tunnel. Tunnel stability was calculated during the construction sequence using finite element analysis. Predicted and measured settlements, deformation, and convergence are compared. 911423
Lovat pushes Quebec twins to new record Martin, D 7ann 7unnig V22, N6, June 1990, P34-36 Two 2.4m diameter, 3.5km long tunnels are under excavation as part of a scheme to clean the St Lawrence river. A full face TBM was chosen for the drives. The geology is predominantly shale, with some blocky schist. Average penetration rate for the first tunnel was 35m/day, maximum 68m/day. Cutter wear was very much less than expected. Both tunnels will be concrete lined after drive through.
Power tunnels, unlike other underground structures, require particular care in design of support system as they carry water under high pressure. At the present state of the art, three methods, empirical, analytical, and observational, can be used to determine the support requirements. Assessment, comparison, and correlation of the design methods are presented. Recommended support works, geological parameters involved and cost analysis of the support systems are also discussed.
911427 Construction of Chibro underground power house - a case study
Badarinath, H S; Jain, K K Proc International Symposium on Underground Engineering, New Delhi, 14-17 April 1988 VI, P397-403. Publ Rotterdam: A A Balkema, 1988 Excavation and support design of a power house cavern in complex geology require careful planning and thorough assessment of the conditions to be encountered. The construction of the first underground hydroelectric station in the Himalayas is discussed. The encountered geological features, wall and roof support systems, construction equipment, and the instrumentation and monitoring techniques adopted are presented.
© 1991 Pergamon Press pie. Reproduction not permitted
Chugh, V P; Pula, O; Pytel, W M Proc 7th Annual Workshop Generic Mineral Technology Center Mine Systems Design and Ground Control, Blackshnrg, 22-24 October 1989 P47-60. Publ Biacksburg: Virginia Polytechnic Institute and State University, 1989 Design of coal pillars under weak floor strata conditions in the United States is presently based on the ultimate bearing capacity of weak floor strata without consideration of pillar settlement. A rational approach for design of coal pillars under these conditions and including pillar settlement is presented. An approximate solution for estimation of ultimate bearing capacity for a shallow foundation on a two-layered rock system taking into account cohesion and the angle of internal friction for both layers is also presented. 911421
Failure in a tunnel excavated under on old riverbed in Madrid Oteo, C S; Carrilero, R; Pastor, A Proc International Congress on Tunnels and Water, Madrid, 15-18 Jane 1988 VI, P565-571. Publ Rotterdam: A A Balkema, 1988 Failure of a section of a 12.5m wide, horseshoe shaped tunnel, excavated by semi-mechanical means under a Bernold-type shield beam, occurred in thick fissured clays beneath the old bed of the Valdelada river, now covered by recent fills. Water seepage had softened the soil. Soil movement migrated 17m upwards to the surface and caused some damage. A variety of remedial measures was considered. Jet grouting to form a vault of reinforced earth around the excavation was chosen after considering economics, practicality and effectiveness.
911424
Stockholm's Norra Lanken Benedik, R World Tunalg V3, N4, Aug 1990, P277-279 Road tunnel construction in an urban environment in granite and gneiss bedrock cut by two fault and fracture zones is described. Initial work included geological mapping of outcrops, diamond drilling, permeability tests, examination of nearby structures, and ground classification using the RQD system. Design was on the basis of the FLAC finite difference code. Main stability problems were associated with curvature of the tunnels and their closeness. Grouting ahead of the face is used to seal the surrounding rock formations and prevent water leakage and frost erosion.
911425
Design and construction of a new service tunnel at Edinburgh Castle Douglas, T H; Keeble, S Proc Tunnel Construction '90, London, 3-4 April 1990 P9-18. Publ London: IMM, 1990 Construction of a 200rn long tunnel was undertaken in order to improve the facilities for vistors to Edinburgh Castle. The constraints required to control the blasting of both the open cut and underground rock excavations which are close to historic buildings are discussed. Also presented are the tight physical and operational restraints of constructing the tunnel within the environs of a castle which, during the summer, often caters for 6000 or more tourists per day.
Power plants 911426
Tunnels
A comparative study on design of support for power tunnel Rantueci, G; Lasao, M L; Chandra, S Proc International Symposium on Underground Engineering, New DelM, 14-17 April 1988 VI, P373-379. Publ Rotterdam: A A Balkema, 1988
See also." 911294, 911318 911422
Geology, stability and building of two motorway tunnels in a city (Liege, Cointe Hill) (In French) Arnouid, R Rev Fr Geotech N52, 1990, P67-84 Tunnelling through layered and folded schist and sandstone rock is described. Site investigation included geological mapping and measurement of rock mechanical properties, friction angle and cohesion, Young's modulus, and compressive strength. Excavation was in six stages, starting with a pilot tunnel. Tunnel stability was calculated during the construction sequence using finite element analysis. Predicted and measured settlements, deformation, and convergence are compared. 911423
Lovat pushes Quebec twins to new record Martin, D 7ann 7unnig V22, N6, June 1990, P34-36 Two 2.4m diameter, 3.5km long tunnels are under excavation as part of a scheme to clean the St Lawrence river. A full face TBM was chosen for the drives. The geology is predominantly shale, with some blocky schist. Average penetration rate for the first tunnel was 35m/day, maximum 68m/day. Cutter wear was very much less than expected. Both tunnels will be concrete lined after drive through.
Power tunnels, unlike other underground structures, require particular care in design of support system as they carry water under high pressure. At the present state of the art, three methods, empirical, analytical, and observational, can be used to determine the support requirements. Assessment, comparison, and correlation of the design methods are presented. Recommended support works, geological parameters involved and cost analysis of the support systems are also discussed.
911427 Construction of Chibro underground power house - a case study
Badarinath, H S; Jain, K K Proc International Symposium on Underground Engineering, New Delhi, 14-17 April 1988 VI, P397-403. Publ Rotterdam: A A Balkema, 1988 Excavation and support design of a power house cavern in complex geology require careful planning and thorough assessment of the conditions to be encountered. The construction of the first underground hydroelectric station in the Himalayas is discussed. The encountered geological features, wall and roof support systems, construction equipment, and the instrumentation and monitoring techniques adopted are presented.
© 1991 Pergamon Press pie. Reproduction not permitted