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Lumped-parameter model for a rigid cylindrical foundation embedded in a soil layer on rigid rock
259A
Influence of dynamic loads See also: 934177 934413 Lumped-parameter model for a rigid cylindrical foundation embedded in a soil layer on rigid rock Wolf, J P; Paronesso, A
Eartlu1 Engng Struct Dynam V21, N12, Dec 1992, P10211038 The lumped parameter model developed represents a rigid cylindrical foundation vibrating in horizontal, vertical, rocking, or torsional modes. Coupling between horizontal and rocking degrees of freedom is considered. Evaluation of the frequency-independent real coefficients which determine the springs, dashpots, and mass of the model is described. The model can be used to represent the soil in a standard time domain finite element program for structural dynamics. A hammer foundation with partial uplift of the anvil is presented as an example problem. 934414 One-dimensional modelling of the non-linear far field in soilstructure interaction analysis Wolf, J P; Paronesso, A
was chosen as maximum design event. Engineering judgment was required throughout the design process, to adjust regional seismieity statistics, to select the design event, to predict ground motion, and to use this information to calculate structural response.
934417 Seismic design of cantilever retaining walls with sloped base Kim, H T
Proc Ninth Asian Regional Conference on Soil Mechanics and Foundation Engineering, Bangkok, 9-13 December 1991 VI, P225-228. Publ Thailand." Southeast Asian Geotechnical Society, 1991 Increased sliding resistance of cantilever retaining walls can be achieved by widening the base or incorporating a key under the base, which may be problematic due to space restrictions or cost respectively. Elman suggested as an alternative the wall with a sloped heel or sloped base. The effectiveness of this design is examined for walls supporting dry cohesionless backfill. Horizontal inertial effects of the wall itself can be included in the analysis.The Mononobe-Okabe pseudostatic solution method is modified to account for states occurring when wall movement is restricted or less than the magnitude necessary for the development of the active or passive state.
Earthq Engng Struct Dynam V22, NI, Jan 1993, P31-49 In an unbounded domain, such as a semi-infinite soil, elastic wave propagation cannot be accurately modelled using finite elements, as any spatial discretization must be avoided. An analytical solution exists for one-dimensional wave propagation with a bilinear elastoplastic material law involving one stress component. This is used in modelling the far field of an unbounded medium, using a rigorous bookkeeping procedure of the generated waves propagating in both directions. 934415 Three dimensional seismic analysis of La Villita Dam Elgamal, A W
J Geotech Engng Div ASCE Vl18, NI2, Dec 1992, P19371958 La Villita, a zoned earth and rockfill dam in Mexico, has been subject to 5 major earthquakes since construction. Response to events in 1975 and 1985 is examined using a simplified numerical procedure to determine upstream-downstream and horizontal-vertical vibration. The alluvial nature of the dam foundation and canyon geometry effects are taken into account. A nonlinear hysteretic incremental plasticity soil model is used. Stress histories and accelerations are predicted with reasonable accuracy. Permanent deformations, modelled by simple sliding block formulations, are underpredicted. 934416 Seismic hazard and a conventional structure Fischer, J A; Peck, A J
Proc 28th Symposium on Engineering Geology and Geoteclmieal Engineering, Boise, 1-3 April 1992 P249-265. Publ Pocatello: Idaho State University, 1992 Design for a multi-storey car park on a rock site some 40km north of New York City is described. There is no earthquake provision in local building codes. A relatively simple seismic hazard evaluation was carried out using the regional earthquake database, available geological data, and information from conventional site investigation. A 500 year earthquake
934418 Seismic stability and permanent deformation analyses: the last twenty five years Marcuson, W F; Hynes, M E; Franklin, A G
Proc Conference Stability and Performance of Slopes and Embankments !I, Berkeley, 29 June-I July 1992 V1, P552592. Publ New York: ASCE, 1992 (ASCE Special Geotechnical Publication No 31) The state of practice concerning analysis for seismic stability and permanent deformation of slopes over the past 25 year is reviewed. The advent of the microcomputer has allowed developments from the original pseudostatic approach. More and better quality data have become available for analysis. The occurrence and effects of a number of major earthquakes in the period have enabled the ability of analytical methods to be comprehensively checked. Improvements have been made in both dynamic analyses and understanding of dynamic behaviour of soils, but important knowledge gaps still exist. 106 refs
934419 Estimate on the liquefaction of breakwaters constructed on a sand mound Sasaki, H; Itoh, H; Moriki, A
Proc International Conference on Geotechnical Engineering for Coastal Development, GEO-COAST'91, Yokahama, 3-6 September 1991 VI, P495-500. Publ Japan: Coastal Development Institute of Technology, 1991 A caisson breakwater at Tomakomai Port, Japan, has been constructed with a dredged sand mound replacing the majority of the traditional rubble mound. Density of the sand some 2 years after project completion has been inferred from SPT N count. A series of dynamic torsional shear tests and several numerical analyses have been used to evaluate the liquefaction potential of the mound. High susceptibility to liquefaction under seismic loading is indicated, but caisson displacement is not expected to be large.
© 1993 Pergamon Press Ltd. Reproduction not permitted
Influence of dynamic loads See also: 934177 934413 Lumped-parameter model for a rigid cylindrical foundation embedded in a soil layer on rigid rock Wolf, J P; Paronesso, A
Eartlu1 Engng Struct Dynam V21, N12, Dec 1992, P10211038 The lumped parameter model developed represents a rigid cylindrical foundation vibrating in horizontal, vertical, rocking, or torsional modes. Coupling between horizontal and rocking degrees of freedom is considered. Evaluation of the frequency-independent real coefficients which determine the springs, dashpots, and mass of the model is described. The model can be used to represent the soil in a standard time domain finite element program for structural dynamics. A hammer foundation with partial uplift of the anvil is presented as an example problem. 934414 One-dimensional modelling of the non-linear far field in soilstructure interaction analysis Wolf, J P; Paronesso, A
was chosen as maximum design event. Engineering judgment was required throughout the design process, to adjust regional seismieity statistics, to select the design event, to predict ground motion, and to use this information to calculate structural response.
934417 Seismic design of cantilever retaining walls with sloped base Kim, H T
Proc Ninth Asian Regional Conference on Soil Mechanics and Foundation Engineering, Bangkok, 9-13 December 1991 VI, P225-228. Publ Thailand." Southeast Asian Geotechnical Society, 1991 Increased sliding resistance of cantilever retaining walls can be achieved by widening the base or incorporating a key under the base, which may be problematic due to space restrictions or cost respectively. Elman suggested as an alternative the wall with a sloped heel or sloped base. The effectiveness of this design is examined for walls supporting dry cohesionless backfill. Horizontal inertial effects of the wall itself can be included in the analysis.The Mononobe-Okabe pseudostatic solution method is modified to account for states occurring when wall movement is restricted or less than the magnitude necessary for the development of the active or passive state.
Earthq Engng Struct Dynam V22, NI, Jan 1993, P31-49 In an unbounded domain, such as a semi-infinite soil, elastic wave propagation cannot be accurately modelled using finite elements, as any spatial discretization must be avoided. An analytical solution exists for one-dimensional wave propagation with a bilinear elastoplastic material law involving one stress component. This is used in modelling the far field of an unbounded medium, using a rigorous bookkeeping procedure of the generated waves propagating in both directions. 934415 Three dimensional seismic analysis of La Villita Dam Elgamal, A W
J Geotech Engng Div ASCE Vl18, NI2, Dec 1992, P19371958 La Villita, a zoned earth and rockfill dam in Mexico, has been subject to 5 major earthquakes since construction. Response to events in 1975 and 1985 is examined using a simplified numerical procedure to determine upstream-downstream and horizontal-vertical vibration. The alluvial nature of the dam foundation and canyon geometry effects are taken into account. A nonlinear hysteretic incremental plasticity soil model is used. Stress histories and accelerations are predicted with reasonable accuracy. Permanent deformations, modelled by simple sliding block formulations, are underpredicted. 934416 Seismic hazard and a conventional structure Fischer, J A; Peck, A J
Proc 28th Symposium on Engineering Geology and Geoteclmieal Engineering, Boise, 1-3 April 1992 P249-265. Publ Pocatello: Idaho State University, 1992 Design for a multi-storey car park on a rock site some 40km north of New York City is described. There is no earthquake provision in local building codes. A relatively simple seismic hazard evaluation was carried out using the regional earthquake database, available geological data, and information from conventional site investigation. A 500 year earthquake
934418 Seismic stability and permanent deformation analyses: the last twenty five years Marcuson, W F; Hynes, M E; Franklin, A G
Proc Conference Stability and Performance of Slopes and Embankments !I, Berkeley, 29 June-I July 1992 V1, P552592. Publ New York: ASCE, 1992 (ASCE Special Geotechnical Publication No 31) The state of practice concerning analysis for seismic stability and permanent deformation of slopes over the past 25 year is reviewed. The advent of the microcomputer has allowed developments from the original pseudostatic approach. More and better quality data have become available for analysis. The occurrence and effects of a number of major earthquakes in the period have enabled the ability of analytical methods to be comprehensively checked. Improvements have been made in both dynamic analyses and understanding of dynamic behaviour of soils, but important knowledge gaps still exist. 106 refs
934419 Estimate on the liquefaction of breakwaters constructed on a sand mound Sasaki, H; Itoh, H; Moriki, A
Proc International Conference on Geotechnical Engineering for Coastal Development, GEO-COAST'91, Yokahama, 3-6 September 1991 VI, P495-500. Publ Japan: Coastal Development Institute of Technology, 1991 A caisson breakwater at Tomakomai Port, Japan, has been constructed with a dredged sand mound replacing the majority of the traditional rubble mound. Density of the sand some 2 years after project completion has been inferred from SPT N count. A series of dynamic torsional shear tests and several numerical analyses have been used to evaluate the liquefaction potential of the mound. High susceptibility to liquefaction under seismic loading is indicated, but caisson displacement is not expected to be large.
© 1993 Pergamon Press Ltd. Reproduction not permitted