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Stability of reinforced embankment over soft cohesive foundation
372A 906399 Failure mechanism of soft clay ground strengthened with geotextile Zhang, D K; Zhou, J Proc International Conference on Engineering Problems of Regional Soils, Beifing, 11-15 August 1988 P521-524. Publ Belting: International Academic Publishers, 1989 Model tests were carried out on an embankment reinforced with a geotextile layer over soft clay foundations. Load settlement curves of the foundation unreinforced and with two different reinforcing media are presented. Shallow sliding failure, failure due to rupture of high rigidity reinforcement, deep foundation failure, or failure by squeezing out of the foundation soil were observed. Finite element analysis could qualitatively reproduce the failure patterns, which were dependent on the stress strain relations and stress states of the soil and the reinforcement. Practical design procedures are suggested.
9064OO Centrifuge tests for geotechnicai project on muddy clay foundation Zhang, S D; Chen, X L Proc International Conference on Engineering Problems of Regional Soils, Beifing, 11-15 August 1988 P529-533. Publ Beijing: International Academic Publishers, 1989 A geotechnical centrifuge has been used to conduct model tests of a railway embankment, a quay wall retaining sand, an embankment reinforced with geotextile, and excavation of a shaft. Development, stability limit and onset of failure were studied. The potential of the geotechnical centrifuge in design procedures is briefly discussed.
906401 Phyllite: a residual soil used at earth dams construction Carvalho, L H Proc International Conference on Engineering Problems of Regional Soils, Beijing, 11-15 August 1988 P558-560. Publ Beifing: International Academic Publishers, 1989 Residual saprolite soils derived from phyllite were used in the construction of the Raicho dos Carneiros dam in Brazil. Once prepared and crushed, the material can be considered a CL soil. Layers were roller compacted. The material has performed better than was expected, with no erosion despite heavy rain, even for steep slopes in borrow pits. The compacted soil shows advantageously low permeability.
906403 Steel reinforced embankments on soft clay foundations Mylleville, B L J; Rowe, R K Proc International Geotechnical Symposium on Theory and Practice of Earth Reinforcement, Fukuoka Kyushu, 5-7 October 1988 P437-442. Publ Rotterdam: A A Balkema, 1988 Finite element analysis was used to examine the performance of steel strip reinforced embankments on soft clay foundations. Mode of failure and degree of stability increase vary significantly with reinforcement used and foundation soil properties. The use of partial safety factors and definition of failure of a reinforced embankment are discussed with relevance to limit state design.
906404 Experimental study on the performance of a prototype reinforced earth embankment Naresh, D N; Venkata Ratnam, M; Subrahmanyam, G Proc International Geotedmical Symposium on Theory and Practice of Earth Reinforcement, Fukuoka Kyuslm, 5-7 October 1988 P443-448. Publ Rotterdam: A A Balkema, 1988 A reinforced earth embankment with vertical faces was constructed on a concrete base, using four different types of skin element and concrete panel facings. Lateral deformation of the walls, lateral earth pressure, and tensile stress in the reinforcement were monitored during construction and on surface loading after completion. Results are presented and discussed.
906405 14 metre high reinforced soil embankment as the abutment of a steel bridge in Tuen Mun, Hong Kong Ng, H Y; Mak, C H Proc International Geotecimical Symposium on Theory and
Practice of Earth Reinforcement, Fukuoka Kyushu, 5-7 October 1988 P449-454. Publ Rotterdam: A A Balkema, 1988 To minimise construction costs for a bridge, reinforced earth abutments were built using local materials and HDPE (Tensar SR2) grids. A 70 deg inclined facing was adopted as a compromise between reinforcement costs and limiting bridge span. A combination of limit equilibrium analysis using the simplified Janbu method and local stability analysis was adopted in design. The applicability of DoT BE 3/78 for design of grid reinforced embankments is examined. The convenience and versatility of the construction technique were evident.
9O6402 Experimental studies on the performance of polymer grid reinforced embankments Miki, H; Kutara, K; Minami, T; Nishimura, J; Fukuda, N Proc International Geotecimical Symposium on Theory and Practice of Earth Reinforcement, Fukuoka Kyuslm, 5-7 October 1988 P431-436. Publ Rotterdam: A A Balkema, 1988
906406 Stability of reinforced embankment over soft cohesive foundation Oikawa, H Proc International Geotechnical Symposium on Theory and Practice of Earth Reinforcement, Fuknoka Kyuslm, 5-7 October 1988 P455-460. Publ Rotterdam: A A Balkema, 1988
Large scale trial embankments were constructed with height 3m, slope 1:0.7 and with varying length and spacing of polymer grid reinforcement. The embankments were subjected to severe conditions of 15mm/hour simulated rainfall, and deformations, grid strains and saturation monitored. Interactions between the grid and the fill are evaluated. Slip circle and finite element analyses of the reinforced embankments are also presented and results discussed.
Limit equilibrium analysis of an embankment on soft cohesive foundations, with a geomembrane at the embankment foundation interface, is presented. A circular failure surface, a vertical tension crack in the embankment developed at the point where the slip surface emerges at the interface, and undrained shear strength of the foundation increasing linearly with depth are assumed. The cases of an infinitely thick soft foundation and one of limited thickness are considered.
© 1990 Pergamon Press pie. Reproduction not permitted
9064OO Centrifuge tests for geotechnicai project on muddy clay foundation Zhang, S D; Chen, X L Proc International Conference on Engineering Problems of Regional Soils, Beifing, 11-15 August 1988 P529-533. Publ Beijing: International Academic Publishers, 1989 A geotechnical centrifuge has been used to conduct model tests of a railway embankment, a quay wall retaining sand, an embankment reinforced with geotextile, and excavation of a shaft. Development, stability limit and onset of failure were studied. The potential of the geotechnical centrifuge in design procedures is briefly discussed.
906401 Phyllite: a residual soil used at earth dams construction Carvalho, L H Proc International Conference on Engineering Problems of Regional Soils, Beijing, 11-15 August 1988 P558-560. Publ Beifing: International Academic Publishers, 1989 Residual saprolite soils derived from phyllite were used in the construction of the Raicho dos Carneiros dam in Brazil. Once prepared and crushed, the material can be considered a CL soil. Layers were roller compacted. The material has performed better than was expected, with no erosion despite heavy rain, even for steep slopes in borrow pits. The compacted soil shows advantageously low permeability.
906403 Steel reinforced embankments on soft clay foundations Mylleville, B L J; Rowe, R K Proc International Geotechnical Symposium on Theory and Practice of Earth Reinforcement, Fukuoka Kyushu, 5-7 October 1988 P437-442. Publ Rotterdam: A A Balkema, 1988 Finite element analysis was used to examine the performance of steel strip reinforced embankments on soft clay foundations. Mode of failure and degree of stability increase vary significantly with reinforcement used and foundation soil properties. The use of partial safety factors and definition of failure of a reinforced embankment are discussed with relevance to limit state design.
906404 Experimental study on the performance of a prototype reinforced earth embankment Naresh, D N; Venkata Ratnam, M; Subrahmanyam, G Proc International Geotedmical Symposium on Theory and Practice of Earth Reinforcement, Fukuoka Kyuslm, 5-7 October 1988 P443-448. Publ Rotterdam: A A Balkema, 1988 A reinforced earth embankment with vertical faces was constructed on a concrete base, using four different types of skin element and concrete panel facings. Lateral deformation of the walls, lateral earth pressure, and tensile stress in the reinforcement were monitored during construction and on surface loading after completion. Results are presented and discussed.
906405 14 metre high reinforced soil embankment as the abutment of a steel bridge in Tuen Mun, Hong Kong Ng, H Y; Mak, C H Proc International Geotecimical Symposium on Theory and
Practice of Earth Reinforcement, Fukuoka Kyushu, 5-7 October 1988 P449-454. Publ Rotterdam: A A Balkema, 1988 To minimise construction costs for a bridge, reinforced earth abutments were built using local materials and HDPE (Tensar SR2) grids. A 70 deg inclined facing was adopted as a compromise between reinforcement costs and limiting bridge span. A combination of limit equilibrium analysis using the simplified Janbu method and local stability analysis was adopted in design. The applicability of DoT BE 3/78 for design of grid reinforced embankments is examined. The convenience and versatility of the construction technique were evident.
9O6402 Experimental studies on the performance of polymer grid reinforced embankments Miki, H; Kutara, K; Minami, T; Nishimura, J; Fukuda, N Proc International Geotecimical Symposium on Theory and Practice of Earth Reinforcement, Fukuoka Kyuslm, 5-7 October 1988 P431-436. Publ Rotterdam: A A Balkema, 1988
906406 Stability of reinforced embankment over soft cohesive foundation Oikawa, H Proc International Geotechnical Symposium on Theory and Practice of Earth Reinforcement, Fuknoka Kyuslm, 5-7 October 1988 P455-460. Publ Rotterdam: A A Balkema, 1988
Large scale trial embankments were constructed with height 3m, slope 1:0.7 and with varying length and spacing of polymer grid reinforcement. The embankments were subjected to severe conditions of 15mm/hour simulated rainfall, and deformations, grid strains and saturation monitored. Interactions between the grid and the fill are evaluated. Slip circle and finite element analyses of the reinforced embankments are also presented and results discussed.
Limit equilibrium analysis of an embankment on soft cohesive foundations, with a geomembrane at the embankment foundation interface, is presented. A circular failure surface, a vertical tension crack in the embankment developed at the point where the slip surface emerges at the interface, and undrained shear strength of the foundation increasing linearly with depth are assumed. The cases of an infinitely thick soft foundation and one of limited thickness are considered.
© 1990 Pergamon Press pie. Reproduction not permitted