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Reinforcement of anti-slip retaining walls
35A 871265 Movement of a small block in Zentoku landslide observed in June, 1984 Takahashi. N: Tsunaki, R Proc 4th International Conference and Field Workshop on
Landslides, Japan.23-31 Aug 1985 P169-174. Publ Tokyo: Japan Landslide Society. i985 In June 1984, a movement of a small landslide block occurred in the Zentoku District of Japan. Movement of a colluvial deposit also occurred, which caused great damage to roads and a surface drainage channel. The range of this movement was about 50m ~ide and 110m long. The characteristics of the movement of this block are reported. Failure analysis was undertaken and preventative measures suggested. 871266 Behavior of landslide earth lumps monitored by the Wire Type Multilayer Displacement Gauge Terakawa, T: Oonishi, Y: Nakashima, A Proc 4th International Conference and Field Workshop on
Landslides, Japan,23-31 Aug 1985 P18I-I84. Publ Tokyo. Japan Landslide Soeiet3', I985 Movement of the sliding soil mass was measured in a landslide zone of the Tertiary deposits by the Wire Type Multi-layer Displacement Gauge. Ground movement in the sliding soil mass at every depth was measured. Two types of slides ~ere classified: one where there is a deep sliding surface and the soil mass moves as an elastic body, the other with several shallow sliding surfaces where the soil mass moves as a viscoplastic body.
871269 Reinforcement of anti-slip retaining walls Lui Ouang Dai Proc 4th International Conference and Field tlorkshop on
Landslides, Japan,23-31 Aug 1985 PI39-I44. P:,SI' Tokyo Japan Landslide Society. I985 The failure of retaining walls erected for landslide control is studied with reference to case studies. Methods of improving and reinforcing existing structures are discussed
Construction methods 871270 Rock excavation for Sault-Brenaz hydroelectric powerhouse (In French) Lombard, G: Rosolen. J C; Briglia, P: Vandame, F
Rev Fr Geotech N35, 1986, P67-78 A 35m deep x 70m x 40m surface excavation in limestone was necessary for the powerhouse of the Sault-Brenaz hydroelectric project. Site investigation was undertaken to determine the mechanical properties of the rock and to ascertain the site hydrological regime and the presence of fractures, discontinuities or karstic cavities which might lead to seepage problems. Presplitting blasting was used to form the ``ertical sidewalls. Rock bolts ~``ere used as support. The stabilit,,, efthe walls was monitored throughout. Evidence of slipping along one limestone bed was found, and suitable remedial action was possible in time.
Earth retaining structures See also. 871200
Influence of dynamic loads
871267 Reinforced earth retaining wall at A3/A22 interchange: design, construction and cost Hollinghurst, E; Murray, R T
871271 Mixed method for transient analysis of soil-structure interaction under SH-motion Eilouch. M N A; Sandhu. R S
lnst Civ Engr Proe Part 1 VSO. Oct 1986, P1327-1341 A reinforced earth retaining wall was chosen in preference to a conventional reinforced concrete wall or piled foundations on economic grounds, because of the relatively poor ground conditions and need to maintain existing traffic flow, The final design used good quality granular fill (friction angle 48 deg) and galvanised steel reinforcement, suggesting savings from cheaper fills are offset by higher reinforcement costs. Design and construction procedures and problems are described. 871268 Numerical study of the effects of wall deformation on earth pressures Ports, D M: Fourie, A B Int J Num Anal ,$1eth Geomech VIO. ,V4, July-Aug 1986,
P383-405
Earthq Engng Struct Dynam V14, N4. Juh'-A:<, 1986, P499516 A Fourier transform approach is applied to the transient analysis of dynamic soil structure interaction under SH-motion. The finite element-boundary element (FE-BE) coupling method is used. Two examples, ground mo``ement in a semicylindrical canyon and the response of a shear wall. are presented. The method can be used for analysis of two dimensional structures subject to arbitrary time dependent loading. for instance from earthquakes or blasting.
871272 Hybrid modelling of a singleqayer half-space system in soilstructure interaction Tzong, T J: Penzien, J
Finite element analysis is used to study the soil structure inter- Earthq Engng Struet Dynam VI4. ,\'4. July-Aug 1986, P517action of a rigid ,,,,'all embedded in an initially horizontal uni- -.530 form bed of soil. Horizontal translation and rotation about A hybrid model is applied to the two dimensional soil structhe top and bottom of the wall are the deformation modes ture interaction of a structure in a single layer of soil resting examined. Both smooth and rough walls are modelled. The on a uniform soil or rock half space with different material work is aimed at investigating the effect of mode of deforma- properties. The near field is modelled by finite elements, to tion on generation and distribution of earth pressure and handle soil nonlinearity, and the far field is modelled as a forces on the wall. Effects due to soil dilation, initial horizon- continuum, to properly account for radiation of energy away tal stress, and w~riation in soil stiffness with depth are also from the foundation. Numerical results are compared with studied. published information. 1986 Pergamon Journals Ltd. Reproduction not permitted
Landslides, Japan.23-31 Aug 1985 P169-174. Publ Tokyo: Japan Landslide Society. i985 In June 1984, a movement of a small landslide block occurred in the Zentoku District of Japan. Movement of a colluvial deposit also occurred, which caused great damage to roads and a surface drainage channel. The range of this movement was about 50m ~ide and 110m long. The characteristics of the movement of this block are reported. Failure analysis was undertaken and preventative measures suggested. 871266 Behavior of landslide earth lumps monitored by the Wire Type Multilayer Displacement Gauge Terakawa, T: Oonishi, Y: Nakashima, A Proc 4th International Conference and Field Workshop on
Landslides, Japan,23-31 Aug 1985 P18I-I84. Publ Tokyo. Japan Landslide Soeiet3', I985 Movement of the sliding soil mass was measured in a landslide zone of the Tertiary deposits by the Wire Type Multi-layer Displacement Gauge. Ground movement in the sliding soil mass at every depth was measured. Two types of slides ~ere classified: one where there is a deep sliding surface and the soil mass moves as an elastic body, the other with several shallow sliding surfaces where the soil mass moves as a viscoplastic body.
871269 Reinforcement of anti-slip retaining walls Lui Ouang Dai Proc 4th International Conference and Field tlorkshop on
Landslides, Japan,23-31 Aug 1985 PI39-I44. P:,SI' Tokyo Japan Landslide Society. I985 The failure of retaining walls erected for landslide control is studied with reference to case studies. Methods of improving and reinforcing existing structures are discussed
Construction methods 871270 Rock excavation for Sault-Brenaz hydroelectric powerhouse (In French) Lombard, G: Rosolen. J C; Briglia, P: Vandame, F
Rev Fr Geotech N35, 1986, P67-78 A 35m deep x 70m x 40m surface excavation in limestone was necessary for the powerhouse of the Sault-Brenaz hydroelectric project. Site investigation was undertaken to determine the mechanical properties of the rock and to ascertain the site hydrological regime and the presence of fractures, discontinuities or karstic cavities which might lead to seepage problems. Presplitting blasting was used to form the ``ertical sidewalls. Rock bolts ~``ere used as support. The stabilit,,, efthe walls was monitored throughout. Evidence of slipping along one limestone bed was found, and suitable remedial action was possible in time.
Earth retaining structures See also. 871200
Influence of dynamic loads
871267 Reinforced earth retaining wall at A3/A22 interchange: design, construction and cost Hollinghurst, E; Murray, R T
871271 Mixed method for transient analysis of soil-structure interaction under SH-motion Eilouch. M N A; Sandhu. R S
lnst Civ Engr Proe Part 1 VSO. Oct 1986, P1327-1341 A reinforced earth retaining wall was chosen in preference to a conventional reinforced concrete wall or piled foundations on economic grounds, because of the relatively poor ground conditions and need to maintain existing traffic flow, The final design used good quality granular fill (friction angle 48 deg) and galvanised steel reinforcement, suggesting savings from cheaper fills are offset by higher reinforcement costs. Design and construction procedures and problems are described. 871268 Numerical study of the effects of wall deformation on earth pressures Ports, D M: Fourie, A B Int J Num Anal ,$1eth Geomech VIO. ,V4, July-Aug 1986,
P383-405
Earthq Engng Struct Dynam V14, N4. Juh'-A:<, 1986, P499516 A Fourier transform approach is applied to the transient analysis of dynamic soil structure interaction under SH-motion. The finite element-boundary element (FE-BE) coupling method is used. Two examples, ground mo``ement in a semicylindrical canyon and the response of a shear wall. are presented. The method can be used for analysis of two dimensional structures subject to arbitrary time dependent loading. for instance from earthquakes or blasting.
871272 Hybrid modelling of a singleqayer half-space system in soilstructure interaction Tzong, T J: Penzien, J
Finite element analysis is used to study the soil structure inter- Earthq Engng Struet Dynam VI4. ,\'4. July-Aug 1986, P517action of a rigid ,,,,'all embedded in an initially horizontal uni- -.530 form bed of soil. Horizontal translation and rotation about A hybrid model is applied to the two dimensional soil structhe top and bottom of the wall are the deformation modes ture interaction of a structure in a single layer of soil resting examined. Both smooth and rough walls are modelled. The on a uniform soil or rock half space with different material work is aimed at investigating the effect of mode of deforma- properties. The near field is modelled by finite elements, to tion on generation and distribution of earth pressure and handle soil nonlinearity, and the far field is modelled as a forces on the wall. Effects due to soil dilation, initial horizon- continuum, to properly account for radiation of energy away tal stress, and w~riation in soil stiffness with depth are also from the foundation. Numerical results are compared with studied. published information. 1986 Pergamon Journals Ltd. Reproduction not permitted