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Full-Text Articles in Geotechnical Engineering
Performance Of Port Facilities During The Northridge Earthquake, K. K. Muraleetharan, S. V. Jagannath, K. Arulmoli, D. A. Thiessen
Performance Of Port Facilities During The Northridge Earthquake, K. K. Muraleetharan, S. V. Jagannath, K. Arulmoli, D. A. Thiessen
International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics
During the January 17, 1994, Northridge earthquake, two of the Port of Los Angeles' facilities called Berths 121-126 and Pier 300 sustained moderate damage. Lateral displacement of dikes up to five inches and liquefaction of hydraulic fills were observed. Several geotechnical analyses from simplified SPT -based method to sophisticated fully-coupled analyses are presented. Observed lateral displacements are predicted reasonably well by the fully-coupled analysis procedure and an intermediate analysis procedure which incorporates some results from a fully-coupled analysis in to a simplified Newmark-type deformation analysis. The potential for higher pore pressure generation underneath the dike compared to a level ground …
Lessons Learned From Liquefaction And Lifeline Performance During San Francisco Earthquakes, T. D. O'Rourke, J. W. Pease
Lessons Learned From Liquefaction And Lifeline Performance During San Francisco Earthquakes, T. D. O'Rourke, J. W. Pease
International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics
This paper presents information about subsurface conditions, liquefaction-induced ground movements, and lifeline performance during the 1906 and 1989 earthquakes in San Francisco. Three sites of soil liquefaction and pipeline damage during both earthquakes are evaluated, including the Marina, South of Market, and Mission Creek areas. Important lessons are summarized about the effects of transient lateral shear strains on pipeline performance, post liquefaction consolidation, use of submerged fill thickness as a microzonation technique for predicting liquefaction severity and potential pipeline damage, the relationship between surface manifestations of liquefaction and subsurface geometry of deposits, and factors affecting the magnitude of lateral spread.
Clay Behavior, Ground Response And Soil-Structure Interaction Studies In Mexico City, Miguel P. Romo
Clay Behavior, Ground Response And Soil-Structure Interaction Studies In Mexico City, Miguel P. Romo
International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics
This paper focuses on the most relevant results of recent investigations carried out on the behavior of Mexico City clays under dynamic loading, on the effects of soil site conditions and on the evaluation of the dynamic soil-structure interaction phenomenon. The paper shows the impact of these studies upon foundation engineering practice in earthquake-prone regions where clayey deposits exist, and advances simple, yet accurate, procedures to develop site-dependent, building-specific input motions for the design of structures in the Valley of Mexico. It discusses recent seismic observations that clarify the origin of the long coda observed in several records obtained in …
Performance Of Landfills Under Seismic Loading, D. G. Anderson, E. Kavazanjian Jr.
Performance Of Landfills Under Seismic Loading, D. G. Anderson, E. Kavazanjian Jr.
International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics
The record of performance of landfills in earthquakes is excellent. However, the advent of geosynthetic liner and cover systems has increased the susceptibility of modern landfills to seismically-induced instability and deformations. Analyses used to assess the performance of landfills in earthquakes include site response, limit equilibrium stability, and Newmark deformation analyses. Well documented case histories of the behavior of landfills subject to seismic loading are necessary to improve knowledge of the parameters required for these analyses and thereby enhance the reliability of seismic performance evaluations for landfills.
Acceleration Distribution And Fault Location During Kobe Earthquake, T. B. S. Pradhan
Acceleration Distribution And Fault Location During Kobe Earthquake, T. B. S. Pradhan
International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics
An earthquake of magnitude 7.2 struck Kobe area at 5:46:51 am, on 17th January, 1995. The earthquake was named "South Hyogo Prefecture Earthquake" by Japan Meteorological Agency (JMA) and also named "The great Hanshin Earthquake" by the government. The epicenter of the main shock was located by Kyoto Univ. and Nagoya Univ. to be at latitude 34.641°N, longitude 135.179°E, and depth 13.3km. The seismic intensity at the center of Kobe city was announced to be 7 in Japanese scale (by JMA) which was the highest ever experienced in Japan.
General Report —Session Ii: Model Testing In Cyclic Loading, R. Scott Steedman, T. Kokusho, L. Towhata, S. Kramer, G. M. S. Manyando
General Report —Session Ii: Model Testing In Cyclic Loading, R. Scott Steedman, T. Kokusho, L. Towhata, S. Kramer, G. M. S. Manyando
International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics
No abstract provided.
Table Of Contents, Multiple Authors
Table Of Contents, Multiple Authors
International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics
No abstract provided.
Concluding Session, Shamsher Prakash
Concluding Session, Shamsher Prakash
International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics
No abstract provided.
Dynamic Shear Modulus And Damping Ratio Predicted By A Unified 3-D Critical State Bounding Surface Plasticity Model, John P. Wolf, Roger S. Crouch
Dynamic Shear Modulus And Damping Ratio Predicted By A Unified 3-D Critical State Bounding Surface Plasticity Model, John P. Wolf, Roger S. Crouch
International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics
A unified 3-d critical state bounding surface plasticity model (gUTS) has been developed which is able to provide realistic simulations of the behavior of clays, silts and sands both in drained and undrained conditions over a wide range of monotonic and complex cyclic paths. A strong feature of this model is its ability to treat loose and dense states of the same material with a single set of material constants. The link between the two states is made by introducing an apparent normal consolidation line for sands and adopting a volumetric plastic strain hardening/softening model (similar to the critical state …
Simple Shear Versus Direct Shear Tests On Interfaces During Cyclic Loading, K. Fakharian, E. Evgin
Simple Shear Versus Direct Shear Tests On Interfaces During Cyclic Loading, K. Fakharian, E. Evgin
International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics
An apparatus capable of direct shear type and simple shear type testing of interfaces between soil and structural materials is developed. A series of monotonic and cyclic tests are conducted at the interfaces between dry sand and a rough surface under constant normal stress conditions with both methods. The test results indicate that the peak and residual shear strengths obtained from direct shear and simple shear are approximately the same. However, the simple shear box permits separate measurements of shear deformation of the sand mass and also sliding at the contact surface.
Total Stress Change During Cyclic Loading Under KO Conditions, Jian-Min Zhang, Shamoto Yasuhiro
Total Stress Change During Cyclic Loading Under KO Conditions, Jian-Min Zhang, Shamoto Yasuhiro
International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics
Cyclic torsional and triaxial tests of saturated sand under Ko conditions were conducted in order to examine the change of total lateral stress in the following cases: during the build-up of excess pore water pressure under undrained cyclic shear, and during the one-dimensional compression, expansion and recompression due to dissipation and redistribution of excess pore water pressure following undrained cyclic shear. As a result, a simplified method is proposed to estimate the changes of the total and effective lateral stresses in saturated sand with changing excess pore water pressure after undrained cyclic loading in Ko conditions.
Verification Of An Elasto-Piastic Earthquake Analysis Procedure, A. Anandarajah
Verification Of An Elasto-Piastic Earthquake Analysis Procedure, A. Anandarajah
International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics
An effective stress based, finite element procedure of modeling earthquake soil and soil-structure interaction problems is described. Elasto-plastic constitutive models are used to describe the stress-strain behavior of soils. A fully-coupled finite element formulation is employed, which allows the pore pressure build-up and dissipation to be modelled simultaneously. Undrained behavior is modelled as a special case of this general formulation. In a previous study, the procedure was used to perform a “before the event” prediction of the liquefaction behavior of a 10-meter thick saturated sand deposit subjected to an earthquake loading. In the present paper, the predictions are compared with …
Dynamic Properties Of A Granular Soil, F. Rodriguez-Roa, G. Palma
Dynamic Properties Of A Granular Soil, F. Rodriguez-Roa, G. Palma
International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics
The variation of the Dynamic Shear Modulus, G, and Damping Ratio, D, in a coarse grained alluvial soil from the Santiago area, Chile, is analyzed when changes occur in its grain size distribution, degree of compaction, confining pressure, magnitude of the cyclic deviator stress, and number of applied loading loops. Using statistical techniques it was possible to determine the degree of influence of each one of such factors in the magnitude of G and D. Further, the experimental error derived from laboratory tests measurements could be evaluated. The Hyperbolic Model shows a better performance than the Ramber-Osgood Model when theoretical …
Centrifuge Modeling Of A Tilting Wall With Liquefiable Backfill, N.-H. Ting, R. V. Whitman
Centrifuge Modeling Of A Tilting Wall With Liquefiable Backfill, N.-H. Ting, R. V. Whitman
International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics
A series of dynamic centrifuge tests was carried out to simulate the seismic behaviors of an idealized model retaining wall and the liquefiable backfill supported by the wall. The wall is hinged at the base and is supported near the top by an anchor with finite strength. Eighteen tests with various peak accelerations were applied to six saturated sand models prepared at two relative densities and with two pore fluid viscosities. Permanent tilt in the wall as a result of temporary failure of the anchor occurred in some tests. Results from tests without anchor failures were used to form a …
Preliminary Investigation Of A Buried Pipe Excited By An Earthquake, Hubert K. Law, Hon-Yim Ko, Jun Tohda, Liming Li, Takeshi Hamada
Preliminary Investigation Of A Buried Pipe Excited By An Earthquake, Hubert K. Law, Hon-Yim Ko, Jun Tohda, Liming Li, Takeshi Hamada
International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics
The consequence of a devastating earthquake is usually a result of fires, which are caused by breakage of gas pipelines and lack of water supply from damaged water pipelines. The seismic response of a buried pipe was studied using the geotechnical centrifuge facility at the University of Colorado, Boulder. Ottawa sand labeled F-75 was used to model the ground, which was contaminated in a rigid container with inside dimensions of 48 in. long, 12 in. wide and 9 in. deep. A 4-foot long micro PVC pipe having a 1/4-inch-inside diameter and a 5/16-inch-outsIde diameter was used to model a prototype …
Discussions And Replies — Session Ii, Multiple Authors
Discussions And Replies — Session Ii, Multiple Authors
International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics
No abstract provided.
Liquefaction Potential Evaluation For The Messina Straits Crossing By Field And Laboratory Testing, F. Pelli, K. Tokimatsu, Y. Yoshimi, E. D' Appolonia
Liquefaction Potential Evaluation For The Messina Straits Crossing By Field And Laboratory Testing, F. Pelli, K. Tokimatsu, Y. Yoshimi, E. D' Appolonia
International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics
The method adopted for the evaluation of the soil liquefaction potential in the Messina Straits, Italy, is presented and the results are discussed. The study was carried out for the design of three submerged floating tunnels linking Sicily to the Italian mainland. The method is based on a combined approach where field measurements are used to partly re-create the original soil fabric in the specimens for cyclic laboratory tests. The method is suitable for offshore investigations where recovery of truly undisturbed samples is hardly possible. The results show that in this way a much higher resistance to liquefaction is predicted …
Seismic Safety Retrofit Of Second Narrows Bridge Foundations Geotechnical Design Aspects, U. D. Atukorafa, D. Wijawlckl'ema, T. P. Fltzell, N. R. Mccammon
Seismic Safety Retrofit Of Second Narrows Bridge Foundations Geotechnical Design Aspects, U. D. Atukorafa, D. Wijawlckl'ema, T. P. Fltzell, N. R. Mccammon
International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics
The geotechnical engineering analyses carried out for the seismic safety retrofit design of Second Narrows Bridge located in Vancouver, Canada, are presented. The work involved detailed ground response analyses to evaluate the liquefaction potential of site soils, the development of a series of numerical models to assess the pattern and magnitude of liquefaction-induced ground displacements, and to analytically evaluate the ground displacements with potential ground improvements.
Stress-Strain Relationships Of Sand After Liquefaction, S. Yasuda, N. Yoshida, T. Masuda, H. Nagase, H. Kiku
Stress-Strain Relationships Of Sand After Liquefaction, S. Yasuda, N. Yoshida, T. Masuda, H. Nagase, H. Kiku
International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics
The stress-strain relationships of sand after liquefaction were studied by conducting torsional shear tests under several conditions. A prescribed number of cyclic loadings were applied first, then a monotonic loading was applied in undrained condition. The stress-strain relationships during the monotonic loading are discussed. The stress-strain curves were affected by excess pore pressure ratio, soil density, confining pressure and severity of liquefaction. The shear modulus decreased to less than 111000 due to liquefaction, and shear strain increased more than 10% with very low stress in the liquefied specimen. And, there exists a so called "reference strain at resistance transformation γ …
Dynamic Instability In Low-Cohesive Soils, E. A. Voznesensky
Dynamic Instability In Low-Cohesive Soils, E. A. Voznesensky
International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics
Dynamic behavior of natural and model low-cohesive soils has been studied. All these silty-sandy soils demonstrated dynamic dilatancy with the exception of dense dry specimens and tended to liquefy if the degree of saturation Sr > 0.9. Beginning from the clay content about 1.5% by weight thixotropic hardening of low-cohesive soils can be registered and the relationship of this hardening versus normalized specific surface of the soils, calculated from BET equation, can be represented by a smooth S-shaped curve with three distinct parts characteristic for dilatant (cohesionless), dilatantly-thixotropic (low-cohesive) and quasi-thixotropic (cohesive) soils.
What Is The Maximum Depth Liquefaction Can Occur?, David Stewart, Ray Knox
What Is The Maximum Depth Liquefaction Can Occur?, David Stewart, Ray Knox
International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics
Large subsided areas, especially those that intersect the water table, were among the more dramatic morphoseismic features produced by the great New Madrid earthquakes of 1811-12 in the central Mississippi River valley. Seismically induced liquefaction (SIL) with associated densification and/or lateral-movement of fluidized sediments is a well-documented factor in relatively small-scale subsidences not involving depths greater than 30 meters. Several of the sunk lands associated with the New Madrid series, such as Reelfoot Lake, Tennessee, and Big Lake, Arkansas/Missouri, are quite large with areas of more than 200 square kilometers. If SIL was a significant factor in the subsidence of …
Wall Movement Modes Dependent Dynamic Active Earth Pressure Analyses Using Cracked Element, Hiroshi Matsuzawa, Hemanta Hazarika, Masahiro Sugimura
Wall Movement Modes Dependent Dynamic Active Earth Pressure Analyses Using Cracked Element, Hiroshi Matsuzawa, Hemanta Hazarika, Masahiro Sugimura
International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics
A numerical study is conducted to examine the dependency of the mode of movement of retaining wall on the dynamic earth pressure by using double shear band formulations. The active state has been defined to be at that stage when the backfill forms either a clear failure wedge or a banded zone. The results of the analyses have been compared with the experimental observations as well as with the classical theories. Failure pattern of the backfill is seen to be governed by the wall movement modes. In addition, the domain of the failure zone is found to increase with the …
Dynamic Response Of Soil Pressure On Retaining Wall, Kerning Sun, Gao Lin
Dynamic Response Of Soil Pressure On Retaining Wall, Kerning Sun, Gao Lin
International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics
An effective numerical method for the dynamic analysis of soil pressures on retaining walls has been proposed. In this approach, the retaining wall is considered as a vertical flexible beam and the soil is assumed to be a linear-elastic material with hysteretic damping. The analysis procedure of proposed method, compared with some alternative numerical methods, (such as finite element method), will greatly reduce the computational effort. The properties and the significance of some model parameters, such as hysteretic materials damping and stiffness ratio of flexible beam and soil, are also investigated. As a special case when the retaining wall is …
Geotechnical Aspects Of Seismic Design Of Bridges In New York City, K. Kishore, S. K. Jain
Geotechnical Aspects Of Seismic Design Of Bridges In New York City, K. Kishore, S. K. Jain
International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics
Earthquake damage Civil engineering structure and bridges are no exception. Historically, bridges have proven to be vulnerable to earthquakes which cause damage to substructures and foundations and in some cases being totally destroyed as Superstructure collapse from their supporting elements. The bridges in New York City are required to comply with Specifications of American Association of State Highway and Transportation Officials (AASHTO) and New York State Department of Transportation (NYSDOT). The seismic design criteria has been recently introduced in these specifications and all bridge projects in New York City must comply with these requirements. The extent of seismic analysis required …
Karameh Earth Dam, A Challenging Project, Abdallah I. Husein, Robert Y. Liang, Jamal H. Nusairat
Karameh Earth Dam, A Challenging Project, Abdallah I. Husein, Robert Y. Liang, Jamal H. Nusairat
International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics
The under construction Karameh dam is situated in the Dead Sea Rift (32.00°N, 35.50°E), the boundary between the Arabian and African-Sinai plates. The primary seismic source contributing to the hazard at the Karameh dam site is the active Jordan Valley fault which extends from the Dead Sea to the Sea of Galilee (from 30.90°N to 32.93°N at a longitude of 35.50°E), with an expected maximum earthquake magnitude of 7.8, and passes under the right abutment of the dam body. This paper presents the analysis of the dam under the earthquake loading. This includes the stability analysis of dam embankment under …
River Dike Failure In Japan By Earthquakes In 1993, M. Kaneko, J. Nishikawa, Y. Sasaki, M. Nagase, K. Mamiya
River Dike Failure In Japan By Earthquakes In 1993, M. Kaneko, J. Nishikawa, Y. Sasaki, M. Nagase, K. Mamiya
International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics
Hokkaido, Japan was attacked by earthquakes of magnitude 7.8 twice in January and July, 1993. One is the Kushiro-Oki Earthquake and the other the Hokkaido Nansei-Oki Earthquake. River dikes were severely damaged by liquefaction of sand. The former caused liquefaction of subsided dike materials and the latter caused liquefaction of sand of the foundation bed. Relations between dimensional elements of dike and peat bed and stress relaxation within dike were analyzed. Old channels recently filled with sandy materials were distinguished from pointbar zones in ancient river bed covered with silty sediment, based on degree of damage due to liquefaction. Repairing …
Response Of Earth Dams Subjected To Obliquely Incident P And Sv Waves, Hassan M. Abouseeda, Panos Dakoulas
Response Of Earth Dams Subjected To Obliquely Incident P And Sv Waves, Hassan M. Abouseeda, Panos Dakoulas
International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics
A study of the effects of dam-foundation interaction on the response of earth dams to obliquely incident P and SV waves is presented. The numerical formulation combines the Finite Element Method and the Boundary Equation Method in a powerful hybrid technique. The FEM has been proven very efficient for finite size elastodynamics problems, but several previously suggested modifications for handling infinite domain dynamic problems seem to be either computationally expensive or have serious limitations on the geometry and excitation. The BEM is employed to solve the half space problem using exact Green's functions to compute the half space stiffness, which …
Discussions And Replies — Session Vi, Multiple Authors
Discussions And Replies — Session Vi, Multiple Authors
International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics
No abstract provided.
Seismic Microzonation Considering Long Period Components, M. B. Karkee, Y. Sugimura
Seismic Microzonation Considering Long Period Components, M. B. Karkee, Y. Sugimura
International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics
A methodology for characterizing the different levels of incident motion for micro zonation is discussed. Relatively long period components, which dominate the nonlinear response of soft sites at higher level of excitation, are suitably accounted for. Incident motions with the defined characteristics are generated by two step iteration scheme, and a seismic micro zonation example based on the nonlinear response analysis of a soil profile database system is presented. Effectiveness of a new micro zonation parameter, defined as Spectrum Intensity Amplification (SIA), to represent the extent of ground shaking hazard is examined and is found to represent well the damage …
Microzonation Studies For Lake Maracaibo Coastal Protection System, John P. Sully, Enrique Gajardo, Juan Murria, Jasinto Abi Saab
Microzonation Studies For Lake Maracaibo Coastal Protection System, John P. Sully, Enrique Gajardo, Juan Murria, Jasinto Abi Saab
International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics
The methodology used for an initial seismic zonation is briefly introduced and then developed to provide details of a microzonation presently in progress for the Costa Oriental del Lago Maracaibo coastal dyke protection system. The microzonation is focused towards the evaluation of dynamic site response of selected representative soil profiles. The results of the study are to be applied for evaluation of seismic stability and deformation mechanisms for the coastal dyke system with a view to defining remedial measures for critical sections of the linear earth structure.