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Behavior and simulation of soil tunnel with thin cover
56A 9O1446 Behavior and simulation of soil tunnel with thin cover Adachi, T; Kikuchi, T; Kimura, H Pro¢ 6th International Conference on Numerical Methods in Geomecham'cs, lansbruck, 11-15 April 1988 VI, P3-12. Publ Rotterdam: A A Balkema, 1988 It is increasingly required to build shallow tunnels in saturated cohesionless soils in Japan. A finite element study of such tunnelling is presented. Firstly the influence of groundwater head on displacements, yield, and effective and shear stress around the tunnel, and the effectiveness of lowering the water table are evaluated. Secondly, tunnelling with two different heading geometries is simulated to see which leads to smaller surface settlements. Predictions are compared to field observations.
Power plants 901447 Design and performance of the Cat Arm dams and tunnels Humphries, R W; Connors, R C Int Water Power Dam Constr V41, N8, Aug 1989, P12-16 The Cat Arm scheme in Newfoundland consists of 10 dams, 3 tunnels, and a 127MW powerhouse. It is the third highest head project in Canada. The tunnels in competent granite gneiss bedrock are unlined and have support based on the observational principle. The earth/rockfill dams have narrow glacial till cores with broad gradation, transported some 60km. State-of-the-an filter design is used. Performance to date is described.
901448 Underground hydropower projects in Sweden Rundgren, L; Manna, J Tannlg Underground Space Techaol V4, N2, 1989, P131-137 Sweden has nearly 1000 hydropower plants, with over 60% of its power coming from underground stations, possible because of generally favourable geology. Design philosophy and planning are described with examples. Swedish technology has also been applied at sites with many different rock types throughout the world. The Swedish system, use of lined or unlined tunnels according to the geology, and planning and construction are discussed. The Mrica project (Indonesia) in volcanic rock, Kafu Gorge (Zambia) in good quality rock, and Kidata (Tanzania) in granite and gneiss with weak zones are described in more detail.
901450 Tunnel construction by TBM. Sand Bar hydroelectric project Lukins, P Proc 6th Austral'an TannelUng Conference, Melbourne, Nlarch 1987 VI, P277-281. Publ Parkville: AuslMM, 1987 Construction of the 5.6km long, 3.71m diameter pressure tunnel is described. Most of the tunnel, driven through massive hard granite, granodiorite and quartz monzonite, was excavated using a TBM. A 200m section was excavated with drill and blast and lined with steel. The TBM used had very high thrust and a relatively fast cutterhead rotation speed. Machine performance is considered. Unreinforced concrete lining was used only in zones of weathered rock or jointing, which comprised 2% of the tunnel.
901451 In-situ tunnelling test of Xiao Langdi Project on the Yellow River Xu Fuxin Proc International Symposium Tunnelling for Water Resources and Power Projects, New DelM, 19-23 January 1988 VI, P213-217. Publ New Delhi: Oxford and IBH Publishing Co. 1988 A test tunnel was constructed in fractured and interbedded sandstone and shale to study tunnelling conditions and support requirements. Evaluation of conditions using Q system classification, pressure wave velocity in the rock, joint strength characteristics, and finite element analysis is described. Excavation by smooth blasting, shotcrete and anchorage support,and monitoring techniques are discussed.
901452 Underground construction works at the MRICA hydroelectric power project in Indonesia Nord, G Proc International Symposium Tunnelling for Water Resources and Power Projects, New Delhi, 19-23 January 1988 VI, P247-251. Publ New Delhi: Oxford and IBH Publishing Co, 1988 Construction of tunnels for the plant is described. The rock was pyroclastics, lava and breccia deposited from a landslide, and was soft and weak. A system to define rock mass classes was developed and support designed accordingly, using untensioned bolts and shotcrete. During excavation, river bed material was encountered which was supported by shotcrete only. A shear zone caused problems, with severe overbreak, so hand mining and reinforced shotcrete arranged in arches were employed.
Tunnlg Underground Space Techaoi V4, N 2, 1989, P155-170
901453 Design of unlined pressure shafts Buen, B; Kjolberg, R S Proc Conference on Shaft Engineering, Harrogate, 5-7 June 1989 P83-97. Publ London: [MM, 1989
Engineering requirements for the design of power tunnels are discussed. Positioning and alignment of tunnels, protection against failure by hydraulic jacking or uplift, design guidelines including calculation of required rock cover, selection of final lining requirements, head loss, leakage control and stability, temporary and final support, design of steel lined sections for length, load sharing, external water pressure, installation and grouting, and operational aspects such as debris traps and dewatedng/watering up are considered.
Design practice for unlined pressure shafts is discussed. Geotechnical investigations should determine rock type and structure, permeability, water table, stress, physical and chemical stability and seismic activity. Development of overburden criteria and finite element models complemented by design charts for use in preliminary design is described. The problem of potential leakage is outlined. In situ stress measurements are taken to confirm assumed stresses. Three examples of shaft design are included as appendices.
901449 Design of unlined and lined pressure tunnels Benson, R P
© 1990 Pergamon Press plc. Reproduction not permitted
Power plants 901447 Design and performance of the Cat Arm dams and tunnels Humphries, R W; Connors, R C Int Water Power Dam Constr V41, N8, Aug 1989, P12-16 The Cat Arm scheme in Newfoundland consists of 10 dams, 3 tunnels, and a 127MW powerhouse. It is the third highest head project in Canada. The tunnels in competent granite gneiss bedrock are unlined and have support based on the observational principle. The earth/rockfill dams have narrow glacial till cores with broad gradation, transported some 60km. State-of-the-an filter design is used. Performance to date is described.
901448 Underground hydropower projects in Sweden Rundgren, L; Manna, J Tannlg Underground Space Techaol V4, N2, 1989, P131-137 Sweden has nearly 1000 hydropower plants, with over 60% of its power coming from underground stations, possible because of generally favourable geology. Design philosophy and planning are described with examples. Swedish technology has also been applied at sites with many different rock types throughout the world. The Swedish system, use of lined or unlined tunnels according to the geology, and planning and construction are discussed. The Mrica project (Indonesia) in volcanic rock, Kafu Gorge (Zambia) in good quality rock, and Kidata (Tanzania) in granite and gneiss with weak zones are described in more detail.
901450 Tunnel construction by TBM. Sand Bar hydroelectric project Lukins, P Proc 6th Austral'an TannelUng Conference, Melbourne, Nlarch 1987 VI, P277-281. Publ Parkville: AuslMM, 1987 Construction of the 5.6km long, 3.71m diameter pressure tunnel is described. Most of the tunnel, driven through massive hard granite, granodiorite and quartz monzonite, was excavated using a TBM. A 200m section was excavated with drill and blast and lined with steel. The TBM used had very high thrust and a relatively fast cutterhead rotation speed. Machine performance is considered. Unreinforced concrete lining was used only in zones of weathered rock or jointing, which comprised 2% of the tunnel.
901451 In-situ tunnelling test of Xiao Langdi Project on the Yellow River Xu Fuxin Proc International Symposium Tunnelling for Water Resources and Power Projects, New DelM, 19-23 January 1988 VI, P213-217. Publ New Delhi: Oxford and IBH Publishing Co. 1988 A test tunnel was constructed in fractured and interbedded sandstone and shale to study tunnelling conditions and support requirements. Evaluation of conditions using Q system classification, pressure wave velocity in the rock, joint strength characteristics, and finite element analysis is described. Excavation by smooth blasting, shotcrete and anchorage support,and monitoring techniques are discussed.
901452 Underground construction works at the MRICA hydroelectric power project in Indonesia Nord, G Proc International Symposium Tunnelling for Water Resources and Power Projects, New Delhi, 19-23 January 1988 VI, P247-251. Publ New Delhi: Oxford and IBH Publishing Co, 1988 Construction of tunnels for the plant is described. The rock was pyroclastics, lava and breccia deposited from a landslide, and was soft and weak. A system to define rock mass classes was developed and support designed accordingly, using untensioned bolts and shotcrete. During excavation, river bed material was encountered which was supported by shotcrete only. A shear zone caused problems, with severe overbreak, so hand mining and reinforced shotcrete arranged in arches were employed.
Tunnlg Underground Space Techaoi V4, N 2, 1989, P155-170
901453 Design of unlined pressure shafts Buen, B; Kjolberg, R S Proc Conference on Shaft Engineering, Harrogate, 5-7 June 1989 P83-97. Publ London: [MM, 1989
Engineering requirements for the design of power tunnels are discussed. Positioning and alignment of tunnels, protection against failure by hydraulic jacking or uplift, design guidelines including calculation of required rock cover, selection of final lining requirements, head loss, leakage control and stability, temporary and final support, design of steel lined sections for length, load sharing, external water pressure, installation and grouting, and operational aspects such as debris traps and dewatedng/watering up are considered.
Design practice for unlined pressure shafts is discussed. Geotechnical investigations should determine rock type and structure, permeability, water table, stress, physical and chemical stability and seismic activity. Development of overburden criteria and finite element models complemented by design charts for use in preliminary design is described. The problem of potential leakage is outlined. In situ stress measurements are taken to confirm assumed stresses. Three examples of shaft design are included as appendices.
901449 Design of unlined and lined pressure tunnels Benson, R P
© 1990 Pergamon Press plc. Reproduction not permitted