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Loads on leaking and watertight tunnel linings, sewers and buried pipes due to groundwater. Technical note
180A
836099 SEIKAN PILOT TUNNEL OPENS '±'M~WAY FOR JAPAN'S 23KM UNDERSEA RAIL LINK Tunn Tunnlg, VI~, NT, July 1983, P25-25 The world's lomgest undersea tunnel, the 23.3km Seikan pilot tunnel linking Honshu with H o ~ d o , has been completed after 19 years. The major hazard amd main cause of delays were water ~roblems in the soft rock.
836100 MIraDOR ERP~YMEE~AL TUNNEL: FINAL RESULTS Ward, W H; Tedd, P; B = ~ y , N S M Geotechnique, V33, N3, Sept 1983, P275-291 The Eielder experimental tunnel was constructed in order to understamd and compare the performance of different support systems in the Four Fathom mudstone in which the main tunnel was to be constructed. Support systems ccmpared were: unsupported rock, circular steel ribs, rock bolted roof and shoulders, steel lining grouted to the rock, srd a series of systems using s ~ a y e d concrete. An extension to the experimental tunnel was con~,~--,~.ted to study the relationship between ~re-suppert displacement of the rock and the rock loading of the s u p p ~ . The behaviour of the main tunmml in the muds~tone was monitored stud ccmpsred with that of the experimental tunnel.
83610~ BURST OF A WALL IN A HIGHWAY TUNNEL DURING CONSTRUCTION Lunsrdi, P Rock Mech, Suppl 12, 1982 , PZ91-206 (Paper to 30th Gecmechanical Colloquium, Austrian Society for Gec~echanics, Salzburg, 7-9 Oct 1981 ) During construction of the Gran Sasso Tunnel, Italy, wail burst has occurred due to the sudden and unexpected pressure relief in the rock along the excavation line. An analysis of the wall burst indicates that failure was an elastic-brlttle phenomenon. It is concluded that failure of the tunnel wall occ~-red because a nearly l~ismatic body of rock, isolated by f~ults, was loaded up to its ultimate strength. 836105 BGRED TUNNELS IN AUSTRIA ~ N 1979 AND 1981 E k ~ I E N C E AND COMPARISON (IN GERMAN) Angerer, K Rock Mech, Suppl 12, 1982, P247-261 (Paper to 30th Geomechanical Colloquimn, Austrian Society for Geomechanics, Salzburg, 7-9 Oct 1981 ) 836106 MECHANICAL DRIVAGE OF A 26MM LOR3 TUNNEL IN THE FACE OF DIFFICULT GEOLOGICAL CONDITIONS (IN
GEm.S) 8361o1
LOADS ON ~ AND WATERTIGHT TUNNEL LINI~S, SEWERS AND BURXED FIFES DUE TO GROURDWATER. TECHNICAL NOTE Atklnson, J H; Malt, R J Geotechmique, V33, N3, Sept 1983, F 3~I-3~ Application of the Im~Inciple of effective stress and seepage l ~ s has led to the restllt that i o ~ term loads on linings below the watertable are not affected by whether the lining is watertight C~ mot. Thus it is erroneous to S l ~ S e that the total load on a watertight deep t u r ~ in soil would be reduced by allowi~g the lining to be permeable.
836102
IPSWICH S E ~ R INSTALLED BY TUNNEL J A C E X ~ Ground Er~r~, VI6, ~ , May 1983, P2~-27 Tunnel Jacking - a ~-~hod in which a tunnel b~rin6 machine with associated mechanized soil removal is c~mbined with a pipe Jacking technique - has been used in the construction of a new sewer in Ipswich, Anglia, ~K, through l~redc~Ir~ntly dry gravel and sand.
836103 BACK ANALYSIS OF MEASUREDDISFLAC~MENTS OF TUNNELS Sakural, S; Takeuchi, K Rock Mech Rock E~gng, VI6, N3, Aug 1983, P173-180 A method of back analysis for the i m t ~ e t a t i o n of field measurements in momltaring tunnel stability is ;resented. The method is an imverse al~roach based on a finite element f ~ u l a t i o n and assumes the grour~ media to be linear, elastic ar~ isotropic. Ass~Wnlng Poisson's ratio and vertical initial stress, the method.derives the c c ~ e t e initial state of stress amd Youth's modulus. A case stmdy is ~esem~ed to verify the applicability of the method to engineering problems.
Babe~ier erde, S Rock Mech, SIxppl 12, 1982, P263-273 (Paper to 30th Gecmechanical Colloqulu~n, Austrisn Society for Gece~echanics, Salzburg, 7-9 Oct 1981) A 26km long penstock is being driven between the reservoir amd powerhouse for the Rio Chixoy Medio power scheme, Guatemala. Unfavo~rable geology included the l~esence of large karst cavities, and heavy rainfall considerably affected Irogress. Ruptt~e of a large karst cavity buried one tunnelling machine. Large inrushes of wster • up to 1300 i/sec - also occurred. 836107 CONSTRUCTION OF THE NAKAYI~MA TUNNEL - A FIGHY AGAINST WATER I N F L ~ S AND LOOSE GROUND (IN ~ , P; Ohnuki, T~ Kanch, Y Rock Mech, SUppI 12, 1982, P275-293 (Paper to 30th Gecmechanlcal Colloqudum, Austrian Society for Gec~echanics, Sslzburg, 7-9 Oct 1981) The l~.8km long Nakaymma tunnel is situated between 2 volcanoes and crosses young deposits of very pocr quality: only for a short lemgth is there sound diarlte-pc~phyrlte. The groundwater level is 200m above the t1~L~el. Construction work was divided into ~ sections, the 3 central ones being accessible only through shafts. Excavation of 2 of these shafts encountered water inflows of up to 10cu ~ m i n which required extensive grouting. During tunnel excavation, 2 catastrol~hic water inflows occurred: it was then decided to shift the tunmel laterally in order to remain in sound rock for a greater length. Extensive grouting was carried out to consolidate the loose volcanic deposits. In the grouted zones the NATM was used f~r tunnel construction.
836099 SEIKAN PILOT TUNNEL OPENS '±'M~WAY FOR JAPAN'S 23KM UNDERSEA RAIL LINK Tunn Tunnlg, VI~, NT, July 1983, P25-25 The world's lomgest undersea tunnel, the 23.3km Seikan pilot tunnel linking Honshu with H o ~ d o , has been completed after 19 years. The major hazard amd main cause of delays were water ~roblems in the soft rock.
836100 MIraDOR ERP~YMEE~AL TUNNEL: FINAL RESULTS Ward, W H; Tedd, P; B = ~ y , N S M Geotechnique, V33, N3, Sept 1983, P275-291 The Eielder experimental tunnel was constructed in order to understamd and compare the performance of different support systems in the Four Fathom mudstone in which the main tunnel was to be constructed. Support systems ccmpared were: unsupported rock, circular steel ribs, rock bolted roof and shoulders, steel lining grouted to the rock, srd a series of systems using s ~ a y e d concrete. An extension to the experimental tunnel was con~,~--,~.ted to study the relationship between ~re-suppert displacement of the rock and the rock loading of the s u p p ~ . The behaviour of the main tunmml in the muds~tone was monitored stud ccmpsred with that of the experimental tunnel.
83610~ BURST OF A WALL IN A HIGHWAY TUNNEL DURING CONSTRUCTION Lunsrdi, P Rock Mech, Suppl 12, 1982 , PZ91-206 (Paper to 30th Gecmechanical Colloquium, Austrian Society for Gec~echanics, Salzburg, 7-9 Oct 1981 ) During construction of the Gran Sasso Tunnel, Italy, wail burst has occurred due to the sudden and unexpected pressure relief in the rock along the excavation line. An analysis of the wall burst indicates that failure was an elastic-brlttle phenomenon. It is concluded that failure of the tunnel wall occ~-red because a nearly l~ismatic body of rock, isolated by f~ults, was loaded up to its ultimate strength. 836105 BGRED TUNNELS IN AUSTRIA ~ N 1979 AND 1981 E k ~ I E N C E AND COMPARISON (IN GERMAN) Angerer, K Rock Mech, Suppl 12, 1982, P247-261 (Paper to 30th Geomechanical Colloquimn, Austrian Society for Geomechanics, Salzburg, 7-9 Oct 1981 ) 836106 MECHANICAL DRIVAGE OF A 26MM LOR3 TUNNEL IN THE FACE OF DIFFICULT GEOLOGICAL CONDITIONS (IN
GEm.S) 8361o1
LOADS ON ~ AND WATERTIGHT TUNNEL LINI~S, SEWERS AND BURXED FIFES DUE TO GROURDWATER. TECHNICAL NOTE Atklnson, J H; Malt, R J Geotechmique, V33, N3, Sept 1983, F 3~I-3~ Application of the Im~Inciple of effective stress and seepage l ~ s has led to the restllt that i o ~ term loads on linings below the watertable are not affected by whether the lining is watertight C~ mot. Thus it is erroneous to S l ~ S e that the total load on a watertight deep t u r ~ in soil would be reduced by allowi~g the lining to be permeable.
836102
IPSWICH S E ~ R INSTALLED BY TUNNEL J A C E X ~ Ground Er~r~, VI6, ~ , May 1983, P2~-27 Tunnel Jacking - a ~-~hod in which a tunnel b~rin6 machine with associated mechanized soil removal is c~mbined with a pipe Jacking technique - has been used in the construction of a new sewer in Ipswich, Anglia, ~K, through l~redc~Ir~ntly dry gravel and sand.
836103 BACK ANALYSIS OF MEASUREDDISFLAC~MENTS OF TUNNELS Sakural, S; Takeuchi, K Rock Mech Rock E~gng, VI6, N3, Aug 1983, P173-180 A method of back analysis for the i m t ~ e t a t i o n of field measurements in momltaring tunnel stability is ;resented. The method is an imverse al~roach based on a finite element f ~ u l a t i o n and assumes the grour~ media to be linear, elastic ar~ isotropic. Ass~Wnlng Poisson's ratio and vertical initial stress, the method.derives the c c ~ e t e initial state of stress amd Youth's modulus. A case stmdy is ~esem~ed to verify the applicability of the method to engineering problems.
Babe~ier erde, S Rock Mech, SIxppl 12, 1982, P263-273 (Paper to 30th Gecmechanical Colloqulu~n, Austrisn Society for Gece~echanics, Salzburg, 7-9 Oct 1981) A 26km long penstock is being driven between the reservoir amd powerhouse for the Rio Chixoy Medio power scheme, Guatemala. Unfavo~rable geology included the l~esence of large karst cavities, and heavy rainfall considerably affected Irogress. Ruptt~e of a large karst cavity buried one tunnelling machine. Large inrushes of wster • up to 1300 i/sec - also occurred. 836107 CONSTRUCTION OF THE NAKAYI~MA TUNNEL - A FIGHY AGAINST WATER I N F L ~ S AND LOOSE GROUND (IN ~ , P; Ohnuki, T~ Kanch, Y Rock Mech, SUppI 12, 1982, P275-293 (Paper to 30th Gecmechanlcal Colloqudum, Austrian Society for Gec~echanics, Sslzburg, 7-9 Oct 1981) The l~.8km long Nakaymma tunnel is situated between 2 volcanoes and crosses young deposits of very pocr quality: only for a short lemgth is there sound diarlte-pc~phyrlte. The groundwater level is 200m above the t1~L~el. Construction work was divided into ~ sections, the 3 central ones being accessible only through shafts. Excavation of 2 of these shafts encountered water inflows of up to 10cu ~ m i n which required extensive grouting. During tunnel excavation, 2 catastrol~hic water inflows occurred: it was then decided to shift the tunmel laterally in order to remain in sound rock for a greater length. Extensive grouting was carried out to consolidate the loose volcanic deposits. In the grouted zones the NATM was used f~r tunnel construction.