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First metro line in Warsaw
257A 876332 Potential collapsibility of a rocky mountain Onodera, T F
Proc 5th International Congress International Association of Engineering Geology, Buenos Aires, 20-25 October 1986 V1, P139-152. Publ Rotterdam: A A Balkema. 1986 Slope stability of a mountain area in Japan has been studied with a view to clarifying the relation between rock mechanical properties and slope stability. Drainage density, lineament density, engineering and structural geology parameters, weathering, and physical and mechanical parameters of the basement rock were evaluated and relations with slope stability examined. A value of e = 100 - RQD is proposed as an index of potential instability of a rock mass or bed. Total e summed over the area expresses the potential instability of that part of the mountain.
876333 Foot Wall slope stability analyses for open pit of Nanden Iron Mine, Liaoning Province, People's Republic of China Shuju Zhou; Jiuming Li
Earth retaining structures 876336 Lateral stabili~' of compressible walls O'Rourke, T D
Geotechnique V37, N2, June 1987, P145-149 An analytical method for evaluating the lateral stability of walls which settle relative to the retained soil or rock fill is presented. Relative settlement may result from the compressibility of the wall, but may also result from differential consolidation of the underlying foundation soils. Methods are discussed for improving lateral stability, and recommendations are made for identifying and resolving potentially troublesome conditions. Auth.
876337 Earth pressure on retaining walls near rock faces Frydman, S; Keissar, I
J Geotech Engng Div ASCE VII3. N6. June 1987, P586-599
The footwall slope is cut by six joint sets, designated A to F. The F joint set is most extensive and has mean dip angle greater than the slope angle. No slide is expected along joint planes. The C joint set is also large and the angle between the slip direction of the C set and the slope is 20 deg. The'dip angle is too gentle for plane failure. Slope stability analyses suggest a bi-plane failure type formed by the F and C sets.
Centrifuge model tests were used to study the lateral earth pressure transferred to a rigid retaining wall by granular fill confined between the wall and an adjacent rock face. The technique allowed observations of the changes in pressure from the at rest to active conditions. Jansen's silo pressure equation can be used to estimate the at rest pressure. Pressure near the wall is sensitive to placement conditions in the at rest state. Estimates of pressure in the active state can be obtained from a stress characteristic solution or the silo pressure equation modified to take into account changes in fill and wall friction angles.
876334 Model study on dynamic failure modes of discontinuous rock slopes Shimizu, Y; Aydan, O; Ichikawa, Y; Kawamoto, T
876338 First metro line in Warsaw Romanowski, T
Proc 5th International Congress International Association of Engineering Geology, Buenos Aires, 20-25 October 1986 V1. P207-212. Publ Rotterdam. A A Balkema, 1986
Proc International Symposium on Engineering in Complex Rock Formations, Beijing, 3-7 Nm, ember, 1986 P183-189. Publ BeUing: Science Press, 1986 Tilting, shaking table, and rotation tests were carried out on simulated discontinuous rock slopes made from wood and aluminium blocks. Test results are compared with each other. Failure modes are examined, and a criterion for the dynamic stability of a discontinuous rock slope with two different discontinuity set arrangements is proposed and checked against model test results.
876335 Two-dimensional model test and analysis of a high speed landslide Chang Chengqi Proc International Symposium on Engineering in Complex Rock Formations, Beijing, 3-7 November, 1986 P207-216. Publ Beijing: Science Press, 1986 A new method of studying large high speed landslides using model tests is proposed. Similarity conditions have been derived and a test simulating the large Chana (1943) landslide carried out. Slide distance, accumulation form, and distribution of dip and strata from the model test are compared with field data. A motion equation has been established, from which the various parameters of landslide motion can be obtained.
Tunnlg Undgr Space Tech V2, N1, 1986, P55-58 Construction of the first metro line in Warsaw began in 1983. The total length of the line will be 23km, with an average distance between stations of lkm. According to plans, the first 12km of the line will be in service in 1990, and the line will be completed in 1994. The line will run at relatively shallow depths, with an average of 9m between track and ground level. The metro facilities will be constructed in Quaternary soil formations, mainly by the cut-and-cover method. The development of the plans is described and detailed information about the design is given. Auth.
876339 Excavation in hard clays of the Keuper formation Gartung, E
Proc Symposium on Geotechnical Aspects of Stiff and Hard Clays, Seattle, 9 April 1986 P69-83. Publ New York: ASCE, 1986 The construction of a 30m deep cut in Keuper clay is studied. The strength of this material is dependent on degree of weathering, stress level and duration of loading. For design of a tied back pile wall, soil parameters were selected based on laboratory tests and engineering judgement. Measurement of anchor forces and wall movements showed the time dependent increase in earth pressure. Data obtained supplement conventional stability analysis for Keuper clays.
© 1987 Pergamon Journals Ltd. Reproduction not permitted
Proc 5th International Congress International Association of Engineering Geology, Buenos Aires, 20-25 October 1986 V1, P139-152. Publ Rotterdam: A A Balkema. 1986 Slope stability of a mountain area in Japan has been studied with a view to clarifying the relation between rock mechanical properties and slope stability. Drainage density, lineament density, engineering and structural geology parameters, weathering, and physical and mechanical parameters of the basement rock were evaluated and relations with slope stability examined. A value of e = 100 - RQD is proposed as an index of potential instability of a rock mass or bed. Total e summed over the area expresses the potential instability of that part of the mountain.
876333 Foot Wall slope stability analyses for open pit of Nanden Iron Mine, Liaoning Province, People's Republic of China Shuju Zhou; Jiuming Li
Earth retaining structures 876336 Lateral stabili~' of compressible walls O'Rourke, T D
Geotechnique V37, N2, June 1987, P145-149 An analytical method for evaluating the lateral stability of walls which settle relative to the retained soil or rock fill is presented. Relative settlement may result from the compressibility of the wall, but may also result from differential consolidation of the underlying foundation soils. Methods are discussed for improving lateral stability, and recommendations are made for identifying and resolving potentially troublesome conditions. Auth.
876337 Earth pressure on retaining walls near rock faces Frydman, S; Keissar, I
J Geotech Engng Div ASCE VII3. N6. June 1987, P586-599
The footwall slope is cut by six joint sets, designated A to F. The F joint set is most extensive and has mean dip angle greater than the slope angle. No slide is expected along joint planes. The C joint set is also large and the angle between the slip direction of the C set and the slope is 20 deg. The'dip angle is too gentle for plane failure. Slope stability analyses suggest a bi-plane failure type formed by the F and C sets.
Centrifuge model tests were used to study the lateral earth pressure transferred to a rigid retaining wall by granular fill confined between the wall and an adjacent rock face. The technique allowed observations of the changes in pressure from the at rest to active conditions. Jansen's silo pressure equation can be used to estimate the at rest pressure. Pressure near the wall is sensitive to placement conditions in the at rest state. Estimates of pressure in the active state can be obtained from a stress characteristic solution or the silo pressure equation modified to take into account changes in fill and wall friction angles.
876334 Model study on dynamic failure modes of discontinuous rock slopes Shimizu, Y; Aydan, O; Ichikawa, Y; Kawamoto, T
876338 First metro line in Warsaw Romanowski, T
Proc 5th International Congress International Association of Engineering Geology, Buenos Aires, 20-25 October 1986 V1. P207-212. Publ Rotterdam. A A Balkema, 1986
Proc International Symposium on Engineering in Complex Rock Formations, Beijing, 3-7 Nm, ember, 1986 P183-189. Publ BeUing: Science Press, 1986 Tilting, shaking table, and rotation tests were carried out on simulated discontinuous rock slopes made from wood and aluminium blocks. Test results are compared with each other. Failure modes are examined, and a criterion for the dynamic stability of a discontinuous rock slope with two different discontinuity set arrangements is proposed and checked against model test results.
876335 Two-dimensional model test and analysis of a high speed landslide Chang Chengqi Proc International Symposium on Engineering in Complex Rock Formations, Beijing, 3-7 November, 1986 P207-216. Publ Beijing: Science Press, 1986 A new method of studying large high speed landslides using model tests is proposed. Similarity conditions have been derived and a test simulating the large Chana (1943) landslide carried out. Slide distance, accumulation form, and distribution of dip and strata from the model test are compared with field data. A motion equation has been established, from which the various parameters of landslide motion can be obtained.
Tunnlg Undgr Space Tech V2, N1, 1986, P55-58 Construction of the first metro line in Warsaw began in 1983. The total length of the line will be 23km, with an average distance between stations of lkm. According to plans, the first 12km of the line will be in service in 1990, and the line will be completed in 1994. The line will run at relatively shallow depths, with an average of 9m between track and ground level. The metro facilities will be constructed in Quaternary soil formations, mainly by the cut-and-cover method. The development of the plans is described and detailed information about the design is given. Auth.
876339 Excavation in hard clays of the Keuper formation Gartung, E
Proc Symposium on Geotechnical Aspects of Stiff and Hard Clays, Seattle, 9 April 1986 P69-83. Publ New York: ASCE, 1986 The construction of a 30m deep cut in Keuper clay is studied. The strength of this material is dependent on degree of weathering, stress level and duration of loading. For design of a tied back pile wall, soil parameters were selected based on laboratory tests and engineering judgement. Measurement of anchor forces and wall movements showed the time dependent increase in earth pressure. Data obtained supplement conventional stability analysis for Keuper clays.
© 1987 Pergamon Journals Ltd. Reproduction not permitted