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Method of tunnelling under railways
219A 89440O Method of tunnelling under railways Takeshita, S Proc lnt Conference on Foundations and Tunnels, London, 2426 March 1987 V2. P196-200. Publ Edinburgh: Engineering Technics Press, 1987 The URT (Under Railway Tunnelling) method for construction of underpasses through railway embankments is based on pipe jacking techniques. Small interlocking elements are jacked through the embankment individually, then filled with concrete. The combined elements form an arch or tunnel once the earth inside is excavated. The jacking machine is described and site investigation, deformation of the railbed, and calculation of thrust and cutting torque discussed.
89440 I Slurry shield tunnelling for Mexico City Schmitter, J M; Lopez Portillo, M V; Orozco, J C Proc Tunnelling '88, London, 18-21 April 1988 P289-294. Publ London: IMM, 1988 A 5.3km long tunnel was excavated through soft water bearing clays, 12m below ground level, using a 4m O.D. slurry shield. Six access shafts were sunk as caissons for the project. Pressure grouting was used to improve ground conditions at the start and finish of each drive between shafts. Primary lining was by segmented concrete, final lining was cast in place concrete. Only small movements of the surrounding ground and the tunnel lining were observed.
894402 Use of finite element modelling to assess factors affecting circular tunnel ring performance in situ Smart, B G D; Olden, P W H Proc Tunnelling '88, London, 18-21 April 1988 P315-322. Publ London: IMM, 1988 Excessive ring deformation was observed in a five segment full circle tunnel lining. Finite element modelling using the ANSYS program suggested the problem was due to lack of radial confinement at the shoulders where strata properties change, and systematic installation of the rings with the top two sections leaning away from the face. Solutions to the problem are proposed: shotcreting some distance from the face after significant deformation has occurred, and improving the segment alignment strutting system.
894403 Use of tunnel deformation monitoring for excavation control in weak bedded rock - Isangoya Rail tunnel, Zululand Speers, C R; Sharp, J C Proc Tunnelling '88, London, 18-21 April 1988 P323-332. Publ London: IMM, 1988 A 2.4kin long tunnel of section 70sq m was driven by drill and blast through weak bedded sandstones/siltstones and carbonaceous shales with near horizontal bedding. Bolts and shotcrete were used as primary support,with 250ram of unreinforced concrete added when significant movement had ceased. Convergence stations and extensometer arrays were installed immediately after excavation to check stabilisation under various geological, support and stress conditions. Extra support was installed where required, and the degree of support and excavation rate optimised.
894404 Geotechnical investigations for urban road tunnels in Sydney Burgess, P J; Hosking, I A; Mirkov, P Proc 6th Australian Tunnelling Conference, Melbourne, March 1987 VI, P97-108. Publ Parkville: AuslMM, 1987 The geological setting (sandstone and shale) is described and problems in investigation for shallow cover tunnelling in an urban environment are addressed. Investigation techniques, including services search, exploratory drilling, piezometers, pressuremeter and water pressure testing, and laboratory strength and cuttability tests used are described. Geotechnical design parameters are considered. From test results and empirical rock indices, construction sequence and support design parameters are obtained. Verification of assumptions will be necessary due to lack of experience of work in similar conditions. 894405 Benefits of the pilot tunnel on the Cumberland Gap highway tunnel project Sullivan, W R; Leary, R M Proc 1987 Rapid Excavation and Tunnelling Conference, New Orleans, 14-17 June 1987 VI, P3-20. Publ Littleton: Society of Mining Engineers, 1987 The twin 1250m tunnels in Kentucky will run through sandstones, limestones and shales, dipping at 35-50 deg and striking nearly perpendicular to the tunnel. In addition to conventional site investigation, a pilot tunnel was excavated as a crown drift on the alignment of the southbound tunnel. This allowed geologic and hydrologic conditions to be observed directly, without the disadvantages inherent in coring or outcrop mapping, ground behaviour and support performance to be evaluated, and zones of weakness identified. The tunnel can now be built with a high degree of confidence and without overconservative design. 894406 Geotechnicai investigation for soft ground tunnel in Alexandria, Egypt Avolio, G; Gilbert, M Proc 1987 Rapid Excavation and Tunnelling Conference, New Orleans, 14-17 June 1987 VI, P28-39. Publ Littleton: Society of Mining Engineers, 1987 Work undertaken prior to a tender for urban tunnelling for a sewer system in sands, clays, and random fill, with minimum disturbance to existing infrastructure and activities, is described. Geotechnical data were acquired through sampling and laboratory testing, and SPT, permeability and pressuremeter tests. Several loading conditions induced on the tunnel by the soil were considered, and primary lining designed to accept these loads. Surface monitoring of induced subsidence and remedial measures are also specified. 894407 Precast concrete segmental linings - practical considerations Tiedemann, H R; Parker, H W; Hansmire, W H Proc 1987 Rapid Excavation and Tunnelling Conference, New Orleans, 14-17 June 1987 VI, P87-95. Publ Littleton: Society of Mining Engineers, 1987 Precast concrete segmental linings are not yet widely used in the USA. Cost, design and contractual considerations are examined from the points of view of the tunnel owner, designer, and contractor. Previous experience, size and function of the tunnel, waterproofing and liability are considered. Cost comparisons are made for soft ground tunnelling for sewer and transit tunnels lined by concrete segments and using traditional ground support and lining.
1989 Pergamon Press pie. Reproduction not permitted
89440 I Slurry shield tunnelling for Mexico City Schmitter, J M; Lopez Portillo, M V; Orozco, J C Proc Tunnelling '88, London, 18-21 April 1988 P289-294. Publ London: IMM, 1988 A 5.3km long tunnel was excavated through soft water bearing clays, 12m below ground level, using a 4m O.D. slurry shield. Six access shafts were sunk as caissons for the project. Pressure grouting was used to improve ground conditions at the start and finish of each drive between shafts. Primary lining was by segmented concrete, final lining was cast in place concrete. Only small movements of the surrounding ground and the tunnel lining were observed.
894402 Use of finite element modelling to assess factors affecting circular tunnel ring performance in situ Smart, B G D; Olden, P W H Proc Tunnelling '88, London, 18-21 April 1988 P315-322. Publ London: IMM, 1988 Excessive ring deformation was observed in a five segment full circle tunnel lining. Finite element modelling using the ANSYS program suggested the problem was due to lack of radial confinement at the shoulders where strata properties change, and systematic installation of the rings with the top two sections leaning away from the face. Solutions to the problem are proposed: shotcreting some distance from the face after significant deformation has occurred, and improving the segment alignment strutting system.
894403 Use of tunnel deformation monitoring for excavation control in weak bedded rock - Isangoya Rail tunnel, Zululand Speers, C R; Sharp, J C Proc Tunnelling '88, London, 18-21 April 1988 P323-332. Publ London: IMM, 1988 A 2.4kin long tunnel of section 70sq m was driven by drill and blast through weak bedded sandstones/siltstones and carbonaceous shales with near horizontal bedding. Bolts and shotcrete were used as primary support,with 250ram of unreinforced concrete added when significant movement had ceased. Convergence stations and extensometer arrays were installed immediately after excavation to check stabilisation under various geological, support and stress conditions. Extra support was installed where required, and the degree of support and excavation rate optimised.
894404 Geotechnical investigations for urban road tunnels in Sydney Burgess, P J; Hosking, I A; Mirkov, P Proc 6th Australian Tunnelling Conference, Melbourne, March 1987 VI, P97-108. Publ Parkville: AuslMM, 1987 The geological setting (sandstone and shale) is described and problems in investigation for shallow cover tunnelling in an urban environment are addressed. Investigation techniques, including services search, exploratory drilling, piezometers, pressuremeter and water pressure testing, and laboratory strength and cuttability tests used are described. Geotechnical design parameters are considered. From test results and empirical rock indices, construction sequence and support design parameters are obtained. Verification of assumptions will be necessary due to lack of experience of work in similar conditions. 894405 Benefits of the pilot tunnel on the Cumberland Gap highway tunnel project Sullivan, W R; Leary, R M Proc 1987 Rapid Excavation and Tunnelling Conference, New Orleans, 14-17 June 1987 VI, P3-20. Publ Littleton: Society of Mining Engineers, 1987 The twin 1250m tunnels in Kentucky will run through sandstones, limestones and shales, dipping at 35-50 deg and striking nearly perpendicular to the tunnel. In addition to conventional site investigation, a pilot tunnel was excavated as a crown drift on the alignment of the southbound tunnel. This allowed geologic and hydrologic conditions to be observed directly, without the disadvantages inherent in coring or outcrop mapping, ground behaviour and support performance to be evaluated, and zones of weakness identified. The tunnel can now be built with a high degree of confidence and without overconservative design. 894406 Geotechnicai investigation for soft ground tunnel in Alexandria, Egypt Avolio, G; Gilbert, M Proc 1987 Rapid Excavation and Tunnelling Conference, New Orleans, 14-17 June 1987 VI, P28-39. Publ Littleton: Society of Mining Engineers, 1987 Work undertaken prior to a tender for urban tunnelling for a sewer system in sands, clays, and random fill, with minimum disturbance to existing infrastructure and activities, is described. Geotechnical data were acquired through sampling and laboratory testing, and SPT, permeability and pressuremeter tests. Several loading conditions induced on the tunnel by the soil were considered, and primary lining designed to accept these loads. Surface monitoring of induced subsidence and remedial measures are also specified. 894407 Precast concrete segmental linings - practical considerations Tiedemann, H R; Parker, H W; Hansmire, W H Proc 1987 Rapid Excavation and Tunnelling Conference, New Orleans, 14-17 June 1987 VI, P87-95. Publ Littleton: Society of Mining Engineers, 1987 Precast concrete segmental linings are not yet widely used in the USA. Cost, design and contractual considerations are examined from the points of view of the tunnel owner, designer, and contractor. Previous experience, size and function of the tunnel, waterproofing and liability are considered. Cost comparisons are made for soft ground tunnelling for sewer and transit tunnels lined by concrete segments and using traditional ground support and lining.
1989 Pergamon Press pie. Reproduction not permitted