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Probabilistic approach for design optimization of rockfall protective barriers
181A methods, with and without the use of stabilising berms, are illustrated. Some examples of soil settlement and methods for its prediction are finally considered.
903407
903403
15-18 April 1988 P591-605. Publ New York: ASCE, 1988 ( Geotechnical Special Publication No 21)
Geosynthetic reinforced soil structures Leshchinsky, D; Bocdeker, R H
J Geotech Engng Div ASCE VI15. NIO, Oct 1989, P14591478 Stability of reinforced earth structures on firm foundations is examined. Internal stability, resistance to pullout failure, and external stability,resistance to block sliding over a reinforcement surface, are both considered. Analysis is based on the variational limit equilibrium approach in the former case, on the bilinear wedge approach in the latter. Extreme cases of horizontal and vertical reinforcement are considered. Results are presented in the form of design charts. For a given slope and design safety factor, reinforcement profile and tensile resistance can be determined.
903404 Probabilistic approach for design optimization of rockfall protective barriers Paronuzzi, P
Q J Engng Geol V22, N3, 1989, P175-183 Geotechnical factors to be considered in design of rockfall barriers include size, shape, weight, impact energy, and trajectory of the rock blocks. Weight is determined essentially by block lithology and joint distribution. Size and shape, which can change during the progress of a rock fall, are affected by impact strength, primary structural features and impact conditions. The largest residual block after the fall should be considered for barrier design. Kinetic parameters important to barrier design are total block velocity and trajectory down the slope. A probabilistic single block propagation model is illustrated. Data are used to specify location and strength of the barrier.
Stability analysis of a slurry deposited dike Masse, F; Atmatzidis, D K; Krizek, R J Proc Conference on Hydraulic Fill Structures, Fort Collins,
Stability of an internal dyke in an existing bauxite residue disposal facility is described. Undrained shear strength was determined by vane shear and dilatometer tests. Rotational failure analysis was by simplifed Bishop method and was supplemented by analysis of stability of the dyke by applying the mechanics of mud flow mobilisation to a semi-infinite slope. The dyke will be a layered structure. Geometry and stability of individual layers are discussed and stability during construction outlined. 903408
Statistical analysis on road slope collapse Makiuchi, K; Hayashi, S; Mino, S Proc Symposium on Environmental Geotechnics and Problematic Soils and Rocks, Bangkok, December 1985 PI45-
154. Publ Rotterdam: A A Balkema, 1988 Multivariate statistical analysis was applied to examine factors affecting road slope failures following severe local rainfall in Fukuoka and Saga prefectures, Kyushu, Japan. Rainfall distribution, type of slope,soil type, and protective measures were investigated. Failure on igneous derived slopes was related to precedent as well as severe local precipitation. Failure type was strongly dependent on soil type: erosion of gravelly soils, landslides or flowslides in cohesive soils, collapse in residual soils, and surface slip in shales and granite. Surface slip was found for natural and cut slopes, flow and landslides for embankments,and collapse failure in all slope forms. 903409
Stability analysis of loess slope Liu, Y; Tsien, S I
903405
Extension of the particulate model of stability analysis for mudflows Vallejo, L E
Soils Found V29, N3. Sept 1989, PI-13 Instability forms of a mixture of clay or rock lumps and a soft matrix of mud cannot be described by the original particulate model for shallow instabilities of Vallejo. A new approach for the stability of such mixtures is presented which takes into account shear strength of the fluid phase, fluctuations in level of the fluid phase, and effect of environment (submarine or subaerial) in which the flow takes place. Least slope angles for mobilization calculated for two mudflows agree well with field observations.
Proc International Conference on Engineering Problems of Regional Soils, Beijing, 11-15 August 1988 P273-276. Publ Beijing: International Academic Publishers, 1989 Deformational characteristics of loess under triaxial stress are briefly reviewed. Gravity driving moment, and resistive moments against slope failure mobilised by frictional and cohesive forces in the soil, and their influence functions of potential slip circle centre are evaluated. Safety factors are derived on the basis of influence functions. Relations between the slope angle and stability number and critical circle centre are generated by computer and illustrated graphically. Special considerations for slopes in loess are discussed. 903410
903406
Liquefaction of hydraulically placed sand fills Been, K; Crooks, J H A; Conlin, B H; Horsfield, D
Proc Conference on Hydraulic Fill Structures, Fort Collins, 15-18 April 1988 t'573-590. Publ New York: ASCE, 1988 ( Geotechnical Special Publication No 21) Six case histories of flow slides involving hydraulic fill are examined to study whether underwater hydraulic placement of clean sand fill may cause a contractive state leading to flow slides. The studies show that in all cases a trigger mechanism caused initial failure and there is no evidence regarding the sand states. The possibility of a flow slide mechanism in dilatant sands is discussed, concluding that flow slides can occur in dilatant sands below the state line.
Stability analysis of a loess slope Zhao, X M Proc International Conference on Engineering Problems of
Regional Soils, Beijing, 11-15 August 1988 P344-347. Publ Beijing: International Academic Publishers, 1989 Loess slopes with vertical fissures originating as tension cracks or relict joints show a typical compound failure surface. Slope stability analysis taking into account the presence of vertical cracks is presented. Calculated safety factors are about 15% lower than if the circular arc method is used. Nomographs illustrating the extent of the tension zone and the position of the most dangerous fissure are presented as an aid to slope design.
,~ 1990 Pergamon Press plc. Reproduction not permitted
903407
903403
15-18 April 1988 P591-605. Publ New York: ASCE, 1988 ( Geotechnical Special Publication No 21)
Geosynthetic reinforced soil structures Leshchinsky, D; Bocdeker, R H
J Geotech Engng Div ASCE VI15. NIO, Oct 1989, P14591478 Stability of reinforced earth structures on firm foundations is examined. Internal stability, resistance to pullout failure, and external stability,resistance to block sliding over a reinforcement surface, are both considered. Analysis is based on the variational limit equilibrium approach in the former case, on the bilinear wedge approach in the latter. Extreme cases of horizontal and vertical reinforcement are considered. Results are presented in the form of design charts. For a given slope and design safety factor, reinforcement profile and tensile resistance can be determined.
903404 Probabilistic approach for design optimization of rockfall protective barriers Paronuzzi, P
Q J Engng Geol V22, N3, 1989, P175-183 Geotechnical factors to be considered in design of rockfall barriers include size, shape, weight, impact energy, and trajectory of the rock blocks. Weight is determined essentially by block lithology and joint distribution. Size and shape, which can change during the progress of a rock fall, are affected by impact strength, primary structural features and impact conditions. The largest residual block after the fall should be considered for barrier design. Kinetic parameters important to barrier design are total block velocity and trajectory down the slope. A probabilistic single block propagation model is illustrated. Data are used to specify location and strength of the barrier.
Stability analysis of a slurry deposited dike Masse, F; Atmatzidis, D K; Krizek, R J Proc Conference on Hydraulic Fill Structures, Fort Collins,
Stability of an internal dyke in an existing bauxite residue disposal facility is described. Undrained shear strength was determined by vane shear and dilatometer tests. Rotational failure analysis was by simplifed Bishop method and was supplemented by analysis of stability of the dyke by applying the mechanics of mud flow mobilisation to a semi-infinite slope. The dyke will be a layered structure. Geometry and stability of individual layers are discussed and stability during construction outlined. 903408
Statistical analysis on road slope collapse Makiuchi, K; Hayashi, S; Mino, S Proc Symposium on Environmental Geotechnics and Problematic Soils and Rocks, Bangkok, December 1985 PI45-
154. Publ Rotterdam: A A Balkema, 1988 Multivariate statistical analysis was applied to examine factors affecting road slope failures following severe local rainfall in Fukuoka and Saga prefectures, Kyushu, Japan. Rainfall distribution, type of slope,soil type, and protective measures were investigated. Failure on igneous derived slopes was related to precedent as well as severe local precipitation. Failure type was strongly dependent on soil type: erosion of gravelly soils, landslides or flowslides in cohesive soils, collapse in residual soils, and surface slip in shales and granite. Surface slip was found for natural and cut slopes, flow and landslides for embankments,and collapse failure in all slope forms. 903409
Stability analysis of loess slope Liu, Y; Tsien, S I
903405
Extension of the particulate model of stability analysis for mudflows Vallejo, L E
Soils Found V29, N3. Sept 1989, PI-13 Instability forms of a mixture of clay or rock lumps and a soft matrix of mud cannot be described by the original particulate model for shallow instabilities of Vallejo. A new approach for the stability of such mixtures is presented which takes into account shear strength of the fluid phase, fluctuations in level of the fluid phase, and effect of environment (submarine or subaerial) in which the flow takes place. Least slope angles for mobilization calculated for two mudflows agree well with field observations.
Proc International Conference on Engineering Problems of Regional Soils, Beijing, 11-15 August 1988 P273-276. Publ Beijing: International Academic Publishers, 1989 Deformational characteristics of loess under triaxial stress are briefly reviewed. Gravity driving moment, and resistive moments against slope failure mobilised by frictional and cohesive forces in the soil, and their influence functions of potential slip circle centre are evaluated. Safety factors are derived on the basis of influence functions. Relations between the slope angle and stability number and critical circle centre are generated by computer and illustrated graphically. Special considerations for slopes in loess are discussed. 903410
903406
Liquefaction of hydraulically placed sand fills Been, K; Crooks, J H A; Conlin, B H; Horsfield, D
Proc Conference on Hydraulic Fill Structures, Fort Collins, 15-18 April 1988 t'573-590. Publ New York: ASCE, 1988 ( Geotechnical Special Publication No 21) Six case histories of flow slides involving hydraulic fill are examined to study whether underwater hydraulic placement of clean sand fill may cause a contractive state leading to flow slides. The studies show that in all cases a trigger mechanism caused initial failure and there is no evidence regarding the sand states. The possibility of a flow slide mechanism in dilatant sands is discussed, concluding that flow slides can occur in dilatant sands below the state line.
Stability analysis of a loess slope Zhao, X M Proc International Conference on Engineering Problems of
Regional Soils, Beijing, 11-15 August 1988 P344-347. Publ Beijing: International Academic Publishers, 1989 Loess slopes with vertical fissures originating as tension cracks or relict joints show a typical compound failure surface. Slope stability analysis taking into account the presence of vertical cracks is presented. Calculated safety factors are about 15% lower than if the circular arc method is used. Nomographs illustrating the extent of the tension zone and the position of the most dangerous fissure are presented as an aid to slope design.
,~ 1990 Pergamon Press plc. Reproduction not permitted