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Lateral force-displacement response of buried pipes
69A 862239 Field behavior of retained earth structure
Al-Yassin, Z; Shen, C K Proc International Conference on Case Histories in Geotechnical Engineering, Rolla, Missouri, Cl1 May 1984 VI, P371-375. Publ St Louis: Geotechnical Engineering, 1984 A case study of a retained earth system constructed for the onand off-ramps of a grade separation structure in Hayward, California, USA, is described. Field strain gauge readings of reinforced meshes were recorded at two instrumented sites. The results were examined and analyzed to assess the current design procedure. It is concluded that the field performance behaviour of the system seems to justify the current genera1 design procedure. However, the design of earth reinforced structures is complicated due to the interaction between the reinforcing elements and the surrounding soil; therefore, field instrumentation, performance behaviour documentation and analysis are vitally important to ensure safe and economic design. Auth. 862240 Load measurements of an anchored retaining wall
Rocha Filho, P; Zeitoune, N M Proc International Conference on Case Histories in Geotechnical Engineering, Rolia, Missouri, 6-11 May 1984 VI, P387-392.
Pub1 St Louis: Geotechnical
Engineering,
862243 Nonlinear dynamic analyses of an earth dam
Prevost, J H; Abdel-Ghaffar, J Geotech Engng Dim ASCE
A M; Lacy, S J Vlll,
N7, July 1985, P882-897
Comparison is made between the results of two dimensional nonlinear and three dimensional nonlinear dynamic finite element analyses of an earth dam subject to two very different input ground motions, and between measured and computed earthquake responses of the dam. The study is based on rigorous nonlinear hysteretic analyses utilizing a multi-surface plasticity theory. Detailed comparisons of induced stresses, strains, accelerations, and permanent deformations at various locations in the dam are presented. The suitability of two dimensional analyses in determining the dynamic behaviour of such structures is evaluated.
1984
Thirty six anchors in a retaining wall, approximately 5% of the total, were instrumented with load cells to study the variation of applied load with time and with the progress of the construction. Average loss was 25% of the average applied load, and could be divided into three major components, rapid loss, long term loss and loss due to loading of adjacent anchors.
Underground Excavations See also: 862111, 862150, 862151, 862153, 862154 862244 Uplift force - displacement response of buried pipe
Trautmann, C H; O’Rourke, T D; Kulhawy, F H J Geotech Engng Dim ASCE VIII, N9. Sept 1985, P1061-
Influence of dynamic loads
1076
See also: 862148, 862149 862241 Elasto-plastic earthquake shear response of one-dimensional earth dam models
Elgamal, A W M; Abdel-Ghaffar, A M; Prevost, J H Earthq Engng Struct Dynam V13, N5. Sept-Ott 1985, P617633
A method is presented to analyse the non-linear earthquake response of earth dams, modelled as a non-homogeneous shear-wedge. It takes into account the non-linear, hysteretic and strain dependent properties of the dam materials. The method is based on a Galerkin formulation of the equation of motion. Results obtained with this method, which has low computational costs, are compared with those from an elaborate finite element analysis and the Makdisi-Seed iterative procedure. This method can adequately determine the transient earthquake response of earth dams. 862242 Seismic stability analyses for rockfill dams with central clay cores
Sarma, S K; Barbosa, M R Geotechnique V35, N3, Sept 1985. P319-328 By using a two wedge sliding mechanism, it is possible to estimate the seismic stability of a rock fill dam with a central clay core in terms of the critical acceleration factor or one of its related parameters. The analysis presented is carried out using limit equilibrium principles, the linear Mohr-Coulomb failure criterion and assuming that undrained conditions prevail in 0
the clay core. The critical acceleration factor which in itself is a measure of the maximum acceleration that a dam withstands under a seismic event before failure occurs, is presented in graphical form as a function of dimensionless parameters which define the cross-sectional characteristics and material properties. The various parameters involved in the analysis are also discussed. Auth.
An experimental study of the uplift behaviour of buried pipes, simulating that in areas of vertical ground movement, is described, with particular emphasis on the effects of depth of burial and soil density. Applicable literature is reviewed. A series of load tests for pipes in dry sand under vertical loading is presented. Force-displacement curves are illustrated, and the results are compared with previous research. Results are summarized in a form usable for the design of buried piping systems in several types of granular soil. 862245 Lateral force-displacement
response of buried pipes
Trautmann, C H; O’Rourke, T D J Geotech Engng Dim ASCE VIII.
N9, Sept 1985, P1077-
1092
Literature is reviewed in respect to the lateral loading of buried linear objects. The results of an experimental program to assess the response of buried pipes to lateral ground movements are presented. The effects of pipe depth, soil density, and pipe roughness are considered, and test results are compared with existing analytical predictions and test data. The results indicate the need to consider vertical equilibrium in predicting the horizontal response of buried pipelines, and the data agree well with several analytical models that include this effect. Pipe surface roughness was found to have little effect on response. Soil density has a large effect on displacements required to mobilize the maximum force, but a relatively small effect on the value of the residual force at large displacements for depths typical of transmission pipelines. A simplified design procedure for predicting pipeline response to lateral ground movements is recommended.
1986 Pergamon Press Ltd. Reproduction
not permitted
Al-Yassin, Z; Shen, C K Proc International Conference on Case Histories in Geotechnical Engineering, Rolla, Missouri, Cl1 May 1984 VI, P371-375. Publ St Louis: Geotechnical Engineering, 1984 A case study of a retained earth system constructed for the onand off-ramps of a grade separation structure in Hayward, California, USA, is described. Field strain gauge readings of reinforced meshes were recorded at two instrumented sites. The results were examined and analyzed to assess the current design procedure. It is concluded that the field performance behaviour of the system seems to justify the current genera1 design procedure. However, the design of earth reinforced structures is complicated due to the interaction between the reinforcing elements and the surrounding soil; therefore, field instrumentation, performance behaviour documentation and analysis are vitally important to ensure safe and economic design. Auth. 862240 Load measurements of an anchored retaining wall
Rocha Filho, P; Zeitoune, N M Proc International Conference on Case Histories in Geotechnical Engineering, Rolia, Missouri, 6-11 May 1984 VI, P387-392.
Pub1 St Louis: Geotechnical
Engineering,
862243 Nonlinear dynamic analyses of an earth dam
Prevost, J H; Abdel-Ghaffar, J Geotech Engng Dim ASCE
A M; Lacy, S J Vlll,
N7, July 1985, P882-897
Comparison is made between the results of two dimensional nonlinear and three dimensional nonlinear dynamic finite element analyses of an earth dam subject to two very different input ground motions, and between measured and computed earthquake responses of the dam. The study is based on rigorous nonlinear hysteretic analyses utilizing a multi-surface plasticity theory. Detailed comparisons of induced stresses, strains, accelerations, and permanent deformations at various locations in the dam are presented. The suitability of two dimensional analyses in determining the dynamic behaviour of such structures is evaluated.
1984
Thirty six anchors in a retaining wall, approximately 5% of the total, were instrumented with load cells to study the variation of applied load with time and with the progress of the construction. Average loss was 25% of the average applied load, and could be divided into three major components, rapid loss, long term loss and loss due to loading of adjacent anchors.
Underground Excavations See also: 862111, 862150, 862151, 862153, 862154 862244 Uplift force - displacement response of buried pipe
Trautmann, C H; O’Rourke, T D; Kulhawy, F H J Geotech Engng Dim ASCE VIII, N9. Sept 1985, P1061-
Influence of dynamic loads
1076
See also: 862148, 862149 862241 Elasto-plastic earthquake shear response of one-dimensional earth dam models
Elgamal, A W M; Abdel-Ghaffar, A M; Prevost, J H Earthq Engng Struct Dynam V13, N5. Sept-Ott 1985, P617633
A method is presented to analyse the non-linear earthquake response of earth dams, modelled as a non-homogeneous shear-wedge. It takes into account the non-linear, hysteretic and strain dependent properties of the dam materials. The method is based on a Galerkin formulation of the equation of motion. Results obtained with this method, which has low computational costs, are compared with those from an elaborate finite element analysis and the Makdisi-Seed iterative procedure. This method can adequately determine the transient earthquake response of earth dams. 862242 Seismic stability analyses for rockfill dams with central clay cores
Sarma, S K; Barbosa, M R Geotechnique V35, N3, Sept 1985. P319-328 By using a two wedge sliding mechanism, it is possible to estimate the seismic stability of a rock fill dam with a central clay core in terms of the critical acceleration factor or one of its related parameters. The analysis presented is carried out using limit equilibrium principles, the linear Mohr-Coulomb failure criterion and assuming that undrained conditions prevail in 0
the clay core. The critical acceleration factor which in itself is a measure of the maximum acceleration that a dam withstands under a seismic event before failure occurs, is presented in graphical form as a function of dimensionless parameters which define the cross-sectional characteristics and material properties. The various parameters involved in the analysis are also discussed. Auth.
An experimental study of the uplift behaviour of buried pipes, simulating that in areas of vertical ground movement, is described, with particular emphasis on the effects of depth of burial and soil density. Applicable literature is reviewed. A series of load tests for pipes in dry sand under vertical loading is presented. Force-displacement curves are illustrated, and the results are compared with previous research. Results are summarized in a form usable for the design of buried piping systems in several types of granular soil. 862245 Lateral force-displacement
response of buried pipes
Trautmann, C H; O’Rourke, T D J Geotech Engng Dim ASCE VIII.
N9, Sept 1985, P1077-
1092
Literature is reviewed in respect to the lateral loading of buried linear objects. The results of an experimental program to assess the response of buried pipes to lateral ground movements are presented. The effects of pipe depth, soil density, and pipe roughness are considered, and test results are compared with existing analytical predictions and test data. The results indicate the need to consider vertical equilibrium in predicting the horizontal response of buried pipelines, and the data agree well with several analytical models that include this effect. Pipe surface roughness was found to have little effect on response. Soil density has a large effect on displacements required to mobilize the maximum force, but a relatively small effect on the value of the residual force at large displacements for depths typical of transmission pipelines. A simplified design procedure for predicting pipeline response to lateral ground movements is recommended.
1986 Pergamon Press Ltd. Reproduction
not permitted