Seismic Numerical Simulation of Breakwater on a Liquefiable Layer: IRAN LNG Port
|
|
- Alison Spencer
- 6 years ago
- Views:
Transcription
1 Seismic Numerical Simulation of Breakwater on a Liquefiable Layer: IRAN LNG Port Yaser Jafarian Assistant Professor Semnan University, Semnan, Iran yjafarianm@iust.ac.ir Hamid Alielahi Islamic Azad University-Zanjan branch, Zanjan, Iran h.alielahi@seiau.ir Alireza sadeghi Abdollahi, Rouzbeh Vakili Iran University of Science and Technology, Tehran, Iran alireza_sadeghi61@yahoo.com roozbehvakili@hotmail.com ABSTRACT Dynamic analysis of earth embankments is even now a matter of concern among geotechnical engineers due to the difficulties exist in the appropriate selection of analysis method, constitutive model, and material properties. The LNG port, that is currently being constructed at the northern bank of the Persian Gulf at Tombak, involves an "L" shaped (top-down view) breakwater. Site investigations showed that there is a liquefiable sandy silt layer beneath the breakwater. Although, simplified liquefaction analyses revealed that the susceptible layer will not experience complete liquefaction during the design earthquake, earthquake-induced generation of pore water pressure and the subsequent softening of the layer has been a major concern in the design procedure. In the present study, several fully nonlinear analyses were performed by FLAC finite difference program in order to estimate the permanent deformations of breakwater and to study the effects of input material properties on the amounts of deformations. The Mohr-Coulomb constitutive model coupled with Byrne (1991) pore pressure buildup model has been employed in the analyses. KEYWORDS: Earthquake; Liquefaction; Numerical simulation; Breakwater. INTRODUCTION Soil liquefaction involves the generation, redistribution, and eventual dissipation of excess pore water pressure. The role of pore water pressure generation in the softening and weakening of liquefiable soils have long been recognized by geotechnical engineers. Liquefaction-induced displacements have caused severe damage to marine structure (such as quay walls, piers, dolphins, breakwater, buried pipelines, etc) during past earthquakes. Therefore a reliable procedure for the prediction of liquefaction and resulting displacements is necessary for the
2 Vol. 13, Bund. B 2 rational design of earth shore structures resting on liquefiable soils. Whereas conventional seismic impact analyses yield unacceptable deformation; consideration may be given to perform a more sophisticated liquefaction induced deformation analysis. State-of-the-art procedures for evaluating liquefaction induced deformation involve dynamic finite element or finite difference effective stress analyses using various constitutive models coupled with fluid flow effects. These analyses can estimate the displacements, accelerations and excess pore water pressure induced by a given input motion. The Iranian LNG project involves offshore and onshore facilities to be constructed on the north - western banks of the Persian Gulf, at Tombak area. Figure 1 illustrates the general layout and construction stages of the LNG port. The LNG plant includes a breakwater with the height varying, approximately, from 4.5m to 20m. The crest elevation changes from 5m to 10m with respect to the Chart Datum (CD). Based on the complementary site investigations, two subsurface soil layers were suggested to be separable as uniform subsoil layers. Moreover, a site-specific seismic hazard study was shown that Level 1 and Level 2 earthquakes have peak ground accelerations of 0.15g and 0.26g, respectively. Therefore the loose to medium sandy silt (ML) (upper layer) that has the maximum thickness of 13.5m is very susceptible to liquefaction with SPT blow count lower than 10. In this paper the commercial finite difference program FLAC has been employed to perform static and dynamic analyses in two selected cross sections of the mentioned breakwater. Technical procedures regarding the numerical deformation analysis such as geometrical and geotechnical parameters, earthquake input motion, numerical modeling procedure, and the obtained results are addressed. Figure 1: a) Photograph of breakwater, b)general layout of the LNG port
3 Vol. 13, Bund. B 3 GEOTECHNICAL PARAMETERS Seabed Soil Layers Preliminary site investigations were performed by Sahel Consulting Engineers (SCE) to recognize the seabed layers located beneath the breakwater construction site. Based on the geotechnical surveys, two subsurface soil layers were found as uniform subsoil layers. The upper layer having the maximum thickness of 13.5m is a loose to medium dense gray to light green sandy silt (ML) containing shell fragments. The lower thick layer is a dense composite soil layer (GC-GM). Table 1 shows the estimated geotechnical characteristics of these layers based on the results of in-situ index tests including SPT and CPTU and also laboratory tests (such as direct shear and triaxial) conducted on the taken undisturbed and reconstituted specimens. Table 1: Geotechnical parameters of the seabed soil layers Upper layer Lower layer Parameters Depth (m) >13.5 Classification ML GC-GM Relative density (%) 30 >75 Fines content (%) Dry density (tons/m 3 ) Saturated density (tons/m 3 ) Specific gravity Cohesion (tons/m 2 ) 0 0 Internal friction angle (deg) 28 >39 Elastic modulus (tons/m 2 ) Poisson's ratio Breakwater Characteristic Geotechnical properties of the breakwater materials were determined using available marine and offshore construction codes (e.g. OCDI, CUR, ICOLD, CEM) and also the earlier experiences achieved during previous similar works and case studies in Persian Gulf. This decision has been made due to the impossibility involved in the conventional laboratory testing on this type of large size materials. Table 2 presents the estimated geotechnical parameters of the breakwater which were incorporated in the analyses. It is required to note that based on the tender document the LPG jetty facilities were designed to be constructed above the breakwater. A plot of the breakwater and the position of two selected cross sections (B5 and B9) are illustrated in Figure 2.
4 Vol. 13, Bund. B 4 Figure 2: Geometrical positions of the selected cross sections of the breakwater Table 2: Proposed geotechnical parameters for different parts of the breakwater Core material Armor and filter material Design parameters Recommended Recommended Range Range Value for Analysis Value for Analysis Dry density 1 (kg/m 3 ) Armor: 1800 Filter: 1700 Saturated density 2 (kg/m 3 ) Armor: 2000 Filter: 1900 Internal friction angle 3 (degree) Armor: 44 Filter: 41 Cohesion 4 (kg/cm 2 ) Elastic Modulus 5 (kg/cm 2 ) Poisson Ratio 6 (kg/cm 2 ) ,2- Based on results presented in CEM, ICOLD 3,4- According to proposed values in OCDI, CUR, ICOLD and Advances in Rockfill Structures 5,6- Based on parameter range collected in Advances in Rockfill Structures EARTHAUAKE INPUT MOTION Time Histories Selection The selection of an earthquake acceleration time-histories for applying in the numerical analysis was adopted by the following criteria (Green and Ebeling 2002):
5 Vol. 13, Bund. B 5 A real earthquake motion is desired, not a synthetic motion; The earthquake magnitude and site-to-source distance corresponding to the motion should be representative of design ground motions; and The motions recorded on rock or stiff soil should be used. Therefore, according to these criteria, three input motions were selected to be introduced to the base of the numerical models. The vertical coefficient is not recommended to be taken into account by OCDI since observations for the sites subjected to probable far field strikes have showed that the vertical component of earthquake is not so large compared with the horizontal component. Thus, the vertical coefficient is rationally neglected in the analyses (OCDI) because the breakwater is not vulnerable to a near field motion. In fact, the local seismological studies (GEO-TER, 2002) indicate that the LNG project site is only vulnerable for a far field earthquake strike. Figure 3 illustrates the time histories of Bandar Abbas, Bam, and Suza strong ground motions that were introduced to the base of the numerical models. Figure 3: Bam, Bandar Abbas, and Suza strong ground motions scaled to 0.15g The peak ground acceleration (PGA) values derived from the local seismological study are presented in Table 3. In this table, level 1 and level 2 earthquakes are referred to as the seismic motions addressing 75 and 475 years return periods, respectively. It is important noting that the recommended PGA values were predicted for the ground surface with implicit accounting for site amplification effects. The numerical models, however, involve natural soil layers beneath the breakwater. In order to being in conservative side and avoiding the uncertainties involved in deconvolution numerical analysis, the PGA values cited in Table 3 are used as target peak accelerations for the input accelerograms applied beneath the models. Table 3: Seismic coefficients of the LNG site LEVEL I LEVEL II PGA 0.15g 0.26g
6 Vol. 13, Bund. B 6 Significant Duration, Baseline Correction, and Filtering Researchers recommended several methods to optimize the duration of dynamic analyses, which can consume considerable times in complicated numerical simulations. One of the most applicable methods was proposed by Trifunac and Brady (1975) who considered the most energetic portion of accelerogram as significant duration. Actually, this is the interval of time over which a proportion (e.g. between 5% and 95%) of the total Arias intensity is accumulated. The significant durations of the used accelerograms were estimated by SeismoSignal software as illustrated in Figure 4. In order to eliminate linear drifts in displacement time histories obtained from double time integration of the input motions, baseline correction was applied to accelerograms using linear modifier function. In addition, band-pass frequency cutoff was carried out by FFT procedure to remove low and high unwanted frequency components, which do not significantly influence the performance of civil engineering structures. In this project, lower and upper limits of frequency cutoff processing were set to 0.1Hz and 15Hz, respectively. Figure 4 show the scaled, filtered, baseline corrected, and duration-modified input motions. The modified input motions were applied to the base of both sections B5 and B9. At any section, the maximum values of earthquake induced deformations among the deformations obtained from all the input motions are considered as the estimated seismic deformations under design earthquake. NUMERICAL MODELING Constitutive Model The conventional Mohr-Coulomb constitutive model has been used in the dynamic analyses. This elastic - perfectly plastic model was implemented in the FLAC program and can represent shear failure of soils and rocks. The Mohr-Coulomb yielding criterion can involve either associated or non-associated flow rule. In the present work, the latter one was employed since the associated flow rule commonly shows continuous and exaggerative dilation tendency which is not consistent with the actual behavior of the simulated soils. An effective stress analysis approach was initially proposed by Martin et al. (1975). Their proposed model is an equation linking the increment of the volumetric strain per cycle of loading to the shear strain occurred during that particular cycle. Subsequently, Byrne (1991) proposed a modified and simpler volume change model with two calibration parameters. In order to simulate the seismic behavior of liquefiable layer (seabed layer 1), the Finn built-in constitutive model was used. This is a loosely coupled effective stress model that works with combining Mohr-Coulomb criterion and the mentioned volume change-based pore water pressure buildup models. Since there is not currently any correlation to obtain the calibration parameters of the Martin et al. (1975) model, Byrne (1991) s model was used in the current project to predict pore pressure buildup of the liquefiable layer. In fact, all of the breakwater and the lower seabed materials have been simulated by Mohr-Coulomb model except for the liquefiable layer that has been simulated by Finn model.
7 Vol. 13, Bund. B 7 Figure 4: Illustration of the effective duration analysis and the modified of Bam, Bandar Abbas, and Suza records during its effective duration Grid Generation Grids size was selected small enough to satisfy the required level of precision. Moreover, it must satisfy the size criterion recommended for proper wave transmission. Kuhlemeyer and Lysmer (1973) showed that for accurate representation of wave transmission through a model, the spatial element size, Δ l, must be smaller than approximately one-tenth to one-eighth of the wavelength associated with the highest frequency component of the input wave: λ λ Δ l to (1) 10 8 Where λ is the wavelength associated with the highest frequency component that contains appreciable energy.
8 Vol. 13, Bund. B 8 Boundary Condition The grids located at the base of model were fixed against both horizontal and vertical movement in static and dynamic analyses. Right and left side grids were horizontally fixed for static analysis. In dynamic analyses, enough distance between the structure and lateral sides should be considered to suppress the reflection of waves contacting the boundaries. In the present work, lateral boundaries were considered as free-field, a built-in boundary condition in FLAC for dynamic analysis. This is an alternative procedure rather than using the mentioned large distance to enforce the free-field motion in such a way that boundaries retain their non-reflecting properties. Mechanical pressure of water enforcing both lee and sea sides of the breakwater were applied as additional boundary condition before the static analysis run. Other Dynamic Parameters Damping: Rayleigh damping was used in the dynamic analyses of the breakwater. It was originally used in the analysis of structures and elastic continua, to damp the natural oscillation modes of the system. For geological materials, damping commonly falls in the range of 2 to 5% of critical. Accordingly, damping ratio of 5% and f min of 2Hz has been used in the present project. Shear modulus: Values of maximum shear modulus of seabed and breakwater materials that are needed for dynamic analysis have been estimated from elastic modulus and Poisson ratios cited in Tables 1 and 2. RESULTS Prior to any dynamic analysis, static analysis is required to obtain static stress and strain regime in the geomaterial structure. Such regime is, in fact, the initial condition of the subsequent dynamic analysis. Sections B5 and B9 have been analyzed under their body loads, mechanical pressures of water enforced at their lee and sea sides, and sea water level condition. The filtered and corrected input motions were applied beneath the second seabed layer at the depth of 25 m with respect to breakwater base. This depth was assumed to be firm enough to be considered as bedrock since SPT tests were refused even several meters above which. Figure 5 shows the exaggerated deformed meshes of the analyzed sections under Suza input motions. Table 4 summarizes all the displacement results. It is seen that maximum horizontal and vertical displacements in Section 9 have induced by Suza input motions, respectively, equal to 0.85m and 2.1m. In Section 5, these values are equal to 2.8m and 1.55m. Although these values are considerably high, the deformed shape of the sections, that were exaggeratedly shown in the previous figures, show that they may be repairable after probable design earthquake. On the other hand, conservative selection of the 0.15g in the bedrock rather than ground surface has increased the final deformation values.
9 Vol. 13, Bund. B 9 Figure 5: Exaggerated deformed mesh of Section 5 and 9 under Suza motion Table 4: Earthquake induced deformations of the LNG breakwater Ground Motion Displacement direction Position Bam Bandar Abbas Suza Sec. 5 Sec. 9 Sec. 5 Sec. 9 Sec. 5 Sec. 9 Lee side of crest X disp. (m) Crest center Sea side of crest Lee side of crest Y disp. (m) Crest center Sea side of crest X disp. = Horizontal permanent displacement Y disp. = Vertical permanent displacement
10 Vol. 13, Bund. B 10 SUMMERY AND CONCLUSION This paper addresses the methodology suggested in the earthquake induced deformation analysis of the Iran LNG breakwater. Two cross sections have been selected to be analyzed as the most critical sections. FLAC finite difference program has been employed to perform the static and dynamic analyses. The static deformations of the breakwater have been neglected since it would be compensated during construction. As seen in Table 4, the resultant values of estimated displacement are large in some cases and may significantly affect the safety of project during its lifetime. Several issues are evolved as follows: 1. Large deformations of breakwater were expected even before dynamic analysis because a thick liquefiable soil layer is located beneath the breakwater. Although simplified liquefaction analyses showed that the layer will not experience liquefaction, generation of pore water pressure during seismic loading and the subsequent deterioration of strength and large deformations are unavoidable. 2. In order to improve vulnerability of the project, it was decided to detach any important structures from the breakwater. An overview to the exaggerated deformed mesh reveals that the major portions of deformations occur at lee and sea side slopes while the central body of the breakwater persists against the design earthquake strikes. It means that in the absence of important facilities only the slopes of breakwater should be repaired provided the probable earthquake would happen during its lifetime. 3. The acceleration records applied to the models were scaled with recommended PGA values at the level ground surface (i.e. 0.15g). This is a conservative decision since the maximum acceleration at bedrock seems to be lower than 0.15g regarding the existing soft soil layer and its amplification effect. Thus the estimated displacements are somewhat conservative. 4. Results of slope stability analyses showed that the breakwater is stable while the values of factor of safety are very close to their allowable values. The differences between the finding of current paper and slope stability analyses emphasize on the importance of performance based analysis. In fact, the limit equilibrium methods used for slope stability analyses cannot appropriately consider the effect of pore water generation on the softening of liquefiable layer. REFERENCES 1. Byrne, P (1991) A Cyclic Shear-Volume Coupling and Pore-Pressure Model for Sand, Second International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics (St. Louis, Missouri, March, 1991), No. 1.24, CUR (1995) Manual on the use of Rock in Hydraulic Engineering, Netherlands. 3. Eurocode 8 (1994) Design Provisions for Earthquake Resistance Structures, Part5: Foundations, Retaining Structures and Geotechnical Aspects. 4. FLAC 4 User's Guide (2002) Itasca Consulting Group, Inc.
11 Vol. 13, Bund. B GEO-TER (2002) Geological survey of Parak and Tombak onshore LNG sites, Report GTR/TFE/ Green, RA, and Ebeling, RM (2002) Seismic Analysis of Cantilever Retaining Walls, Phase I, Earthquake Engineering Research Program, U.S. Army Corps of Engineers Washington, DC Hansen, KD, (1986) Soil-Cement for Embankment Dams, ICOLD Bulletin 54, International Commission on Large Dams, Paris, France. 8. Kuhlemeyer, RL, and J. Lysmer (1973) Finite Element Method Accuracy for Wave Propagation Problems, J. Soil Mech. & Foundations, Div. ASCE, 99(SM5), Martin, GR, WDL. Finn and HB. Seed (1975) Fundamentals of Liquefaction Under Cyclic Loading, J. Geotech., Div. ASCE, 101(GT5), Neves, EM, (1991) Advances in Rockfill Structures, NATO ASI Series. 11. OCDI (2002). Technical Standards and Commentaries for Port and Harbor Facilities in Japan,. 12. Trifunac, MD, and AG. Brady (1975) A study of the duration of strong earthquake ground motion, Bulletin of the Seismological Society of America, 65, ejge
Numerical analysis of effect of mitigation measures on seismic performance of a liquefiable tailings dam foundation
Numerical analysis of effect of mitigation measures on seismic performance of a liquefiable tailings dam foundation Yong-Beom Lee, Jorge Castillo Ausenco, USA Aurelian C. Trandafir Fugro GeoConsulting
More informationDetermination of Excess Pore Pressure in Earth Dam after Earthquake
ABSTRACT: Determination of Excess Pore Pressure in Earth Dam after Earthquake S.M. Nasrollahi Faculty of Islamic Azad University Qaenat Branch, Qaen, Iran. Email: s.m.nasrollahi@gmail.com Pore pressure
More informationDynamic Analysis Contents - 1
Dynamic Analysis Contents - 1 TABLE OF CONTENTS 1 DYNAMIC ANALYSIS 1.1 Overview... 1-1 1.2 Relation to Equivalent-Linear Methods... 1-2 1.2.1 Characteristics of the Equivalent-Linear Method... 1-2 1.2.2
More informationSeismic Evaluation of Tailing Storage Facility
Australian Earthquake Engineering Society 2010 Conference, Perth, Western Australia Seismic Evaluation of Tailing Storage Facility Jonathan Z. Liang 1, David Elias 2 1 Senior Geotechnical Engineer, GHD
More informationSeismic Design of a Hydraulic Fill Dam by Nonlinear Time History Method
Seismic Design of a Hydraulic Fill Dam by Nonlinear Time History Method E. Yıldız & A.F. Gürdil Temelsu International Engineering Services Inc., Ankara, Turkey SUMMARY: Time history analyses conducted
More informationLiquefaction Potential Variations Influenced by Building Constructions
Earth Science Research; Vol. 1, No. 2; 2012 ISSN 1927-0542 E-ISSN 1927-0550 Published by Canadian Center of Science and Education Liquefaction Potential Variations Influenced by Building Constructions
More informationNumerical model comparison on deformation behavior of a TSF embankment subjected to earthquake loading
Numerical model comparison on deformation behavior of a TSF embankment subjected to earthquake loading Jorge Castillo, Yong-Beom Lee Ausenco, USA Aurelian C. Trandafir Fugro GeoConsulting Inc., USA ABSTRACT
More informationDynamic modelling in slopes using finite difference program
Bulletin of the Department of Geology Bulletin of the Department of Geology, Tribhuvan University, Kathmandu, Nepal, Vol. 12, 2009, pp. 89 94 Dynamic modelling in slopes using finite difference program
More informationDynamic Analyses of an Earthfill Dam on Over-Consolidated Silt with Cyclic Strain Softening
Keynote Lecture: Dynamic Analyses of an Earthfill Dam on Over-Consolidated Silt with Cyclic Strain Softening W.D. Liam Finn University of British Columbia, BC, Canada Guoxi Wu BC Hydro, Burnaby, BC, Canada
More informationEFFECT OF SILT CONTENT ON THE UNDRAINED ANISOTROPIC BEHAVIOUR OF SAND IN CYCLIC LOADING
4 th International Conference on Earthquake Geotechnical Engineering June 25-28, 2007 Paper No. 1506 EFFECT OF SILT CONTENT ON THE UNDRAINED ANISOTROPIC BEHAVIOUR OF SAND IN CYCLIC LOADING Hadi BAHADORI
More informationTWO DIMENSIONAL MODELING AND STABILITY ANALYSIS OF SLOPES OVERLAYING TO SHAHID RAGAEE POWER PLANT
4 th International Conference on Earthquake Geotechnical Engineering June 25-28, 2007 Paper No. 1637 TWO DIMENSIONAL MODELING AND STABILITY ANALYSIS OF SLOPES OVERLAYING TO SHAHID RAGAEE POWER PLANT Mohammad
More informationLiquefaction - principles
Liquefaction - principles Consider a box of dry sand, subjected to cycles of shear strain. On initial loading, sand usually compacts and then dilates. On unloading, the sand follows a similar path to loading,
More informationEvaluation of Pore Water Pressure Characteristics in Embankment Model.
Evaluation of Pore Water Pressure Characteristics in Embankment Model. Abdoullah Namdar and Mehdi Khodashenas Pelkoo Mysore University, Mysore, India. 76. Amirkabir University, Department of Mining Engineering,
More informationEvaluating the Seismic Coefficient for Slope Stability Analyses
Evaluating the Seismic Coefficient for Slope Stability Analyses by Edward Kavazanjian, Jr., Ph.D., P.E.,D.GE., NAE Ira A. Fulton Professor of Geotechnical Engineering School of Sustainable Engineering
More informationDynamic Soil Pressures on Embedded Retaining Walls: Predictive Capacity Under Varying Loading Frequencies
6 th International Conference on Earthquake Geotechnical Engineering 1-4 November 2015 Christchurch, New Zealand Dynamic Soil Pressures on Embedded Retaining Walls: Predictive Capacity Under Varying Loading
More informationCHAPTER 6: ASSESSMENT OF A COMPREHENSIVE METHOD FOR PREDICTING PERFORMANCE
CHAPTER 6: ASSESSMENT OF A COMPREHENSIVE METHOD FOR PREDICTING PERFORMANCE 6.1 Overview The analytical results presented in Chapter 5 demonstrate the difficulty of predicting the performance of an improved
More informationSEISMIC DEFORMATION ANALYSIS OF AN EARTH DAM - A COMPARISON STUDY BETWEEN EQUIVALENT-LINEAR AND NONLINEAR EFFECTIVE-STRESS APPROACHES
13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 24 Paper No. 3298 SEISMIC DEFORMATION ANALYSIS OF AN EARTH DAM - A COMPARISON STUDY BETWEEN EQUIVALENT-LINEAR AND NONLINEAR
More informationBack Analysis of the Lower San Fernando Dam Slide Using a Multi-block Model
Proceedings Geohazards Engineering Conferences International Year 2006 Back Analysis of the Lower San Fernando Dam Slide Using a Multi-block Model C. A. Stamatopoulos P. Petridis Stamatopoulos and Associates
More informationLIQUEFACTION OF SILT-CLAY MIXTURES
LIQUEFACTION OF SILT-CLAY MIXTURES Tianqiang GUO 1 And Shamsher PRAKASH 2 SUMMARY No guidelines are available for evaluating the liquefaction potential of silt-clay mixtures during an earthquake, based
More informationDYNAMIC ANALYSIS OF PILES IN SAND BASED ON SOIL-PILE INTERACTION
October 1-17,, Beijing, China DYNAMIC ANALYSIS OF PILES IN SAND BASED ON SOIL-PILE INTERACTION Mohammad M. Ahmadi 1 and Mahdi Ehsani 1 Assistant Professor, Dept. of Civil Engineering, Geotechnical Group,
More information2D & 3D Nonlinear Dynamic Analysis of an Asphaltic Concrete Core Rockfill Dam (a Case Study)
1 2D & 3D Nonlinear Dynamic Analysis of an Asphaltic Concrete Core Rockfill Dam (a Case Study) A. Akhtarpour Ph.D., Maharab Consulting Engineers Co., Mashhad, Iran. A_akhtarpur@aut.ac.ir A. Khodaii Ph.D.,
More informationDYNAMIC RESPONSE APPROACH AND METHODOLOGY
DYNAMIC RESPONSE APPROACH AND METHODOLOGY Traditional seismic stability procedures vs coupled effective-stress approach. Traditional seismic stability procedures: Empirical and laboratory corrections and
More informationLIQUEFACTION ASSESSMENT BY THE ENERGY METHOD THROUGH CENTRIFUGE MODELING
LIQUEFACTION ASSESSMENT BY THE ENERGY METHOD THROUGH CENTRIFUGE MODELING Hesham M. Dief, Associate Professor, Civil Engineering Department, Zagazig University, Zagazig, Egypt J. Ludwig Figueroa, Professor
More informationA NEW SIMPLIFIED CRITERION FOR THE ASSESSMENT OF FIELD LIQUEFACTION POTENTIAL BASED ON DISSIPATED KINETIC ENERGY
October -7, 008, Beijing, China A NEW SIMPLIFIED CRITERION FOR THE ASSESSMENT OF FIELD LIQUEFACTION POTENTIAL BASED ON DISSIPATED KINETIC ENERGY Y. Jafarian, R. Vakili, A. R. Sadeghi 3, H. Sharafi 4, and
More informationSeismic Stability of Tailings Dams, an Overview
Seismic Stability of Tailings Dams, an Overview BY Gonzalo Castro, Ph.D., P.E. Principal International Workshop on Seismic Stability of Tailings Dams Case Western Reserve University, November 2003 Small
More information2D Liquefaction Analysis for Bridge Abutment
D Liquefaction Analysis for Bridge Abutment Tutorial by Angel Francisco Martinez Integrated Solver Optimized for the next generation 64-bit platform Finite Element Solutions for Geotechnical Engineering
More informationModule 8 SEISMIC SLOPE STABILITY (Lectures 37 to 40)
Lecture 40 Topics Module 8 SEISMIC SLOPE STABILITY Lectures 37 to 40) 8.6.15 Analysis of Weakening Instability 8.6.16 Flow Failure Analysis 8.6.17 Analysis of Stability 8.6.18 Analysis of Deformation 8.6.19
More information3-D DYNAMIC ANALYSIS OF TAIYUAN FLY ASH DAM
3-D DYNAMIC ANALYSIS OF TAIYUAN FLY ASH DAM Jian ZHOU 1, Peijiang QI 2 And Yong CHI 3 SUMMARY In this paper, the seismic stability of Taiyuan Fly Ash Dam in China is studied by using 3-D dynamic effective
More informationNumerical Modelling of Seismic Liquefaction for Bobadil Tailings Dam
Numerical Modelling of Seismic Liquefaction for Bobadil Tailings Dam B. Ghahreman Nejad 1, H. Taiebat 2, M. Dillon 1 and K. Seddon 1 1 ATC Williams Pty Ltd, Melbourne 2 School of Civil and Environmental
More informationComparison of different methods for evaluating the liquefaction potential of sandy soils in Bandar Abbas
Comparison of different methods for evaluating the liquefaction potential of sandy soils in Bandar Abbas M. Mosaffa¹ & M. Rafiee² 1.Geotechnical M.S. student Hormozgan University, Bandar Abbas, Iran(Email:Amestris@gmail.com).Geotechnical
More informationFINITE ELEMENT SIMULATION OF RETROGRESSIVE FAILURE OF SUBMARINE SLOPES
FINITE ELEMENT SIMULATION OF RETROGRESSIVE FAILURE OF SUBMARINE SLOPES A. AZIZIAN & R. POPESCU Faculty of Engineering & Applied Science, Memorial University, St. John s, Newfoundland, Canada A1B 3X5 Abstract
More informationEffective stress analysis of pile foundations in liquefiable soil
Effective stress analysis of pile foundations in liquefiable soil H. J. Bowen, M. Cubrinovski University of Canterbury, Christchurch, New Zealand. M. E. Jacka Tonkin and Taylor Ltd., Christchurch, New
More informationThe Role of Slope Geometry on Flowslide Occurrence
American Journal of Environmental Sciences 3 (3): 93-97, 27 ISSN 1553-345X 27 Science Publications Corresponding Author: The Role of Slope Geometry on Flowslide Occurrence Chiara Deangeli DITAG, Politecnico
More informationEVALUATION OF SITE CHARACTERISTICS IN LIQUEFIABLE SOILS
4 th International Conference on Earthquake Geotechnical Engineering June 25-28, 27 Paper No. 1651 EVALUATION OF SITE CHARACTERISTICS IN LIQUEFIABLE SOILS Konstantinos TREVLOPOULOS 1, Nikolaos KLIMIS 2
More informationImprovement mechanisms of stone columns as a mitigation measure against liquefaction-induced lateral spreading
Improvement mechanisms of stone columns as a mitigation measure against liquefaction-induced lateral spreading E. Tang Tonkin & Taylor Ltd, (formerly University of Auckland) R.P. Orense University of Auckland
More informationSession 2: Triggering of Liquefaction
Session 2: Triggering of Liquefaction Plenary Speaker: Geoff Martin Professor Emeritus University of Southern California What are the primary deficiencies in the simplified method for evaluation of liquefaction
More informationHarmonized European standards for construction in Egypt
Harmonized European standards for construction in Egypt EN 1998 - Design of structures for earthquake resistance Jean-Armand Calgaro Chairman of CEN/TC250 Organised with the support of the Egyptian Organization
More informationEARTHQUAKE-INDUCED SETTLEMENT AS A RESULT OF DENSIFICATION, MEASURED IN LABORATORY TESTS
13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 2004 Paper No. 3291 EARTHQUAKE-INDUCED SETTLEMENT AS A RESULT OF DENSIFICATION, MEASURED IN LABORATORY TESTS Constantine
More informationSeismic analysis of horseshoe tunnels under dynamic loads due to earthquakes
University of Wollongong Research Online Coal Operators' Conference Faculty of Engineering and Information Sciences 2010 Seismic analysis of horseshoe tunnels under dynamic loads due to earthquakes Navid
More informationSEISMIC RESPONSE OF A SANDY STRATUM WITH A SILT LAYER UNDER STRONG GROUND MOTIONS
SEISMIC RESPONSE OF A SANDY STRATUM WITH A SILT LAYER UNDER STRONG GROUND MOTIONS Bakhtiar Cahyandi Ridla 1), Huei-Tsyr Chen 2), M. Ruslin Anwar 3) 1) Double Degree Program E-mail: bakhtiar.ridla@gmail.com
More informationDeformation And Stability Analysis Of A Cut Slope
Deformation And Stability Analysis Of A Cut Slope Masyitah Binti Md Nujid 1 1 Faculty of Civil Engineering, University of Technology MARA (Perlis), 02600 Arau PERLIS e-mail:masyitahmn@perlis.uitm.edu.my
More informationSHEAR MODULUS AND DAMPING RATIO OF SANDS AT MEDIUM TO LARGE SHEAR STRAINS WITH CYCLIC SIMPLE SHEAR TESTS
4 th International Conference on Earthquake Geotechnical Engineering June 25-28, 27 Paper No. 1732 SHEAR MODULUS AND DAMPING RATIO OF SANDS AT MEDIUM TO LARGE SHEAR STRAINS WITH CYCLIC SIMPLE SHEAR TESTS
More informationModule 6 LIQUEFACTION (Lectures 27 to 32)
Module 6 LIQUEFACTION (Lectures 27 to 32) Lecture 31 Topics 6.6 EFFECTS OF LIQUEFACTION 6.6.1 Alteration of Ground Motion 6.6.2 Development of Sand Boils 6.6.3 Settlement 6.6.4 Settlement of Dry Sands
More informationUse of Numerical Simulation in the Development of Empirical Predictions of Liquefaction Behavior
Use of Numerical Simulation in the Development of Empirical Predictions of Liquefaction Behavior Steven L. Kramer and David A. Baska University of Washington ABSTRACT Soil liquefaction has been an interesting
More informationFinite Deformation Analysis of Dynamic Behavior of Embankment on Liquefiable Sand Deposit Considering Pore Water Flow and Migration
6 th International Conference on Earthquake Geotechnical Engineering 1-4 November 215 Christchurch, New Zealand Finite Deformation Analysis of Dynamic Behavior of Embankment on Liquefiable Sand Deposit
More informationY. Shioi 1, Y. Hashizume 2 and H. Fukada 3
Y. Shioi 1, Y. Hashizume 2 and H. Fukada 3 1 Emeritus Professor, Hachinohe Institute of Technology, Hachinohe, Japan 2 Chief Engineer, Izumo, Misawa, Aomori, Japan 3 Profesr, Geo-Technical Division, Fudo
More informationDynamic Response of EPS Blocks /soil Sandwiched Wall/embankment
Proc. of Second China-Japan Joint Symposium on Recent Development of Theory and Practice in Geotechnology, Hong Kong, China Dynamic Response of EPS Blocks /soil Sandwiched Wall/embankment J. C. Chai 1
More informationGeotechnical Earthquake Engineering
Geotechnical Earthquake Engineering by Dr. Deepankar Choudhury Professor Department of Civil Engineering IIT Bombay, Powai, Mumbai 400 076, India. Email: dc@civil.iitb.ac.in URL: http://www.civil.iitb.ac.in/~dc/
More information13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 2004 Paper No. 3016
13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 2004 Paper No. 3016 SOLUTIONS FOR MITIGATING SOIL LIQUEFACTION EFFECTS A NUMERICAL STUDUY AHMAD JAFARI MEHRABADI 1 AND
More informationA comparison between two field methods of evaluation of liquefaction potential in the Bandar Abbas City
American Journal of Civil Engineering 2015; 3(2-2): 1-5 Published online January 16, 2015 (http://www.sciencepublishinggroup.com/j/ajce) doi: 10.11648/j.ajce.s.2015030202.11 ISSN: 2330-8729 (Print); ISSN:
More informationRecent Research on EPS Geofoam Seismic Buffers. Richard J. Bathurst and Saman Zarnani GeoEngineering Centre at Queen s-rmc Canada
Recent Research on EPS Geofoam Seismic Buffers Richard J. Bathurst and Saman Zarnani GeoEngineering Centre at Queen s-rmc Canada What is a wall (SEISMIC) buffer? A compressible inclusion placed between
More informationEARTHQUAKE SAFETY OF AN ARCH-GRAVITY DAM WITH A HORIZONTAL CRACK IN THE UPPER PORTION OF THE DAM
EARTHQUAKE SAFETY OF AN ARCH-GRAVITY DAM WITH A HORIZONTAL CRACK IN THE UPPER PORTION OF THE DAM Martin WIELAND 1 And Sujan MALLA 2 SUMMARY A horizontal crack first appeared along the downstream wall of
More informationSHAKE TABLE STUDY OF SOIL STRUCTURE INTERACTION EFFECTS ON SEISMIC RESPONSE OF SINGLE AND ADJACENT BUILDINGS
13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 2004 Paper No. 1918 SHAKE TABLE STUDY OF SOIL STRUCTURE INTERACTION EFFECTS ON SEISMIC RESPONSE OF SINGLE AND ADJACENT
More informationEvaluation of the Liquefaction Potential by In-situ Tests and Laboratory Experiments In Complex Geological Conditions
Evaluation of the Liquefaction Potential by In-situ Tests and Laboratory Experiments In Complex Geological Conditions V. Sesov, K. Edip & J. Cvetanovska University Ss. Cyril and Methodius, Institute of
More informationNUMERICAL ANALYSIS OF DAMAGE OF RIVER EMBANKMENT ON SOFT SOIL DEPOSIT DUE TO EARTHQUAKES WITH LONG DURATION TIME
Proceedings of the International Symposium on Engineering Lessons Learned from the 2011 Great East Japan Earthquake, March 1-4, 2012, Tokyo, Japan NUMERICAL ANALYSIS OF DAMAGE OF RIVER EMBANKMENT ON SOFT
More informationNUMERICAL ANALYSIS OF LIQUEFACTION-INDUCED LATERAL SPREADING
13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 2004 Paper No. 2123 NUMERICAL ANALYSIS OF LIQUEFACTION-INDUCED LATERAL SPREADING Abbas SOROUSH 1 and Sheila KOOHI 2
More informationIZMIT BAY BRIDGE SOUTH APPROACH VIADUCT: SEISMIC DESIGN NEXT TO THE NORTH ANATOLIAN FAULT
Istanbul Bridge Conference August 11-13, 2014 Istanbul, Turkey IZMIT BAY BRIDGE SOUTH APPROACH VIADUCT: SEISMIC DESIGN NEXT TO THE NORTH ANATOLIAN FAULT A. Giannakou 1, J. Chacko 2 and W. Chen 3 ABSTRACT
More informationAddress for Correspondence
Research Paper DYNAMIC ANALYSIS OF KASWATI EARTH DAM 1 Patel Samir K., 2 Prof. C.S.Sanghavi Address for Correspondence 1 Applied Mechanics Department, 2 Professor, L. D. College of Engineering, Gujarat
More informationLiquefaction and Foundations
Liquefaction and Foundations Amit Prashant Indian Institute of Technology Gandhinagar Short Course on Seismic Design of Reinforced Concrete Buildings 26 30 November, 2012 What is Liquefaction? Liquefaction
More informationEndochronic model applied to earthfill dams with impervious core: design recommendation at seismic sites
Proceedings of the 1st IASME / WSEAS International Conference on Geology and Seismology (GES'7), Portoroz, Slovenia, May 15-17, 27 51 Endochronic model applied to earthfill dams with impervious core: design
More informationGeotechnical Aspects of the Seismic Update to the ODOT Bridge Design Manual. Stuart Edwards, P.E Geotechnical Consultant Workshop
Geotechnical Aspects of the Seismic Update to the ODOT Bridge Design Manual Stuart Edwards, P.E. 2017 Geotechnical Consultant Workshop Changes Role of Geotechnical Engineer Background Methodology Worked
More informationMicro Seismic Hazard Analysis
Micro Seismic Hazard Analysis Mark van der Meijde INTERNATIONAL INSTITUTE FOR GEO-INFORMATION SCIENCE AND EARTH OBSERVATION Overview Site effects Soft ground effect Topographic effect Liquefaction Methods
More informationCyclic Behavior of Sand and Cyclic Triaxial Tests. Hsin-yu Shan Dept. of Civil Engineering National Chiao Tung University
Cyclic Behavior of Sand and Cyclic Triaxial Tests Hsin-yu Shan Dept. of Civil Engineering National Chiao Tung University Causes of Pore Pressure Buildup due to Cyclic Stress Application Stress are due
More informationInvestigation of Liquefaction Behaviour for Cohesive Soils
Proceedings of the 3 rd World Congress on Civil, Structural, and Environmental Engineering (CSEE 18) Budapest, Hungary April 8-10, 2018 Paper No. ICGRE 134 DOI: 10.11159/icgre18.134 Investigation of Liquefaction
More informationPrediction of liquefaction potential and pore water pressure beneath machine foundations
Cent. Eur. J. Eng. 4(3) 2014 226-249 DOI: 10.2478/s13531-013-0165-y Central European Journal of Engineering Prediction of liquefaction potential and pore water pressure beneath machine foundations Research
More informationUSER S MANUAL 1D Seismic Site Response Analysis Example University of California: San Diego August 30, 2017
USER S MANUAL 1D Seismic Site Response Analysis Example http://www.soilquake.net/ucsdsoilmodels/ University of California: San Diego August 30, 2017 Table of Contents USER'S MANUAL TABLE OF CONTENTS Page
More informationSoil Behaviour in Earthquake Geotechnics
Soil Behaviour in Earthquake Geotechnics KENJI ISHIHARA Department of Civil Engineering Science University of Tokyo This publication was supported by a generous donation from the Daido Life Foundation
More informationCentrifuge Evaluation of the Impact of Partial Saturation on the Amplification of Peak Ground Acceleration in Soil Layers
Centrifuge Evaluation of the Impact of Partial Saturation on the Amplification of Peak Ground Acceleration in Soil Layers M. Ghayoomi, Ph.D. A.M.ASCE 1, and J.S. McCartney, Ph.D., P.E., M.ASCE 2 1 Research
More informationEFFECTIVE STRESS ANALYSES OF TWO SITES WITH DIFFERENT EXTENT OF LIQUEFACTION DURING EAST JAPAN EARTHQUAKE
Proceedings of the International Symposium on Engineering Lessons Learned from the 211 Great East Japan Earthquake, March 1-4, 212, Tokyo, Japan EFFECTIVE STRESS ANALYSES OF TWO SITES WITH DIFFERENT EXTENT
More informationNumerical and Theoretical Study of Plate Load Test to Define Coefficient of Subgrade Reaction
Journal of Geotechnical and Transportation Engineering Volume 1 Issue 2 Numerical and Theoretical Study of Plate Load Test to Define Coefficient of Subgrade Reaction Naeini and Taherabadi Received 9/28/2015
More informationNONLINEAR ANALYSIS OF A DAM-RESERVOIR-FOUNDATION SYSTEM UNDER SPATIALLY VARIABLE SEISMIC EXCITATIONS
October 12-17, 28, Beijing, China NONLINEAR ANALYSIS OF A DAM-RESERVOIR-FOUNDATION SYSTEM UNDER SPATIALLY VARIABLE SEISMIC EXCITATIONS J. Huang 1 and A. Zerva 2 1 Dept. of Civil, Architectural and Environmental
More information2D Embankment and Slope Analysis (Numerical)
2D Embankment and Slope Analysis (Numerical) Page 1 2D Embankment and Slope Analysis (Numerical) Sunday, August 14, 2011 Reading Assignment Lecture Notes Other Materials FLAC Manual 1. 2. Homework Assignment
More informationSeabed instability and 3D FE jack-up soil-structure interaction analysis
Seabed instability and 3D FE jack-up soil-structure interaction analysis Lindita Kellezi, GEO Danish Geotechnical Institute, Denmark Gregers Kudsk, Maersk Contractors, Denmark Hugo Hofstede, Marine Structure
More informationThe Effect of Earthquake Record Scaling Technique on Embankment Dam Response
Missouri University of Science and Technology Scholars' Mine International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics 20 - Fifth International Conference on
More informationShake Table Study of Soil Structure Interaction Effects in Surface and Embedded Foundations
Shake Table Study of Soil Structure Interaction Effects in Surface and Embedded Foundations Naghdali Hosseinzadeh Structural Engineering Research Center, International Institute of Earthquake Engineering
More informationLIQUEFACTION CHARACTERISTICS EVALUATION THROUGH DIFFERENT STRESS-BASED MODELS: A COMPARATIVE STUDY
Journal of Engineering Research and Studies E-ISSN976-7916 Research Article LIQUEFACTION CHARACTERISTICS EVALUATION THROUGH DIFFERENT STRESS-BASED MODELS: A COMPARATIVE STUDY P. Raychowdhury 1* and P.
More informationSOME OBSERVATIONS RELATED TO LIQUEFACTION SUSCEPTIBILITY OF SILTY SOILS
SOME OBSERVATIONS RELATED TO LIQUEFACTION SUSCEPTIBILITY OF SILTY SOILS Upul ATUKORALA 1, Dharma WIJEWICKREME 2 And Norman MCCAMMON 3 SUMMARY The liquefaction susceptibility of silty soils has not received
More informationSoil Properties - II
Soil Properties - II Amit Prashant Indian Institute of Technology andhinagar Short Course on eotechnical Aspects of Earthquake Engineering 04 08 March, 2013 Seismic Waves Earthquake Rock Near the ground
More informationFujinuma Dam Performance during 2011 Tohoku Earthquake, Japan and Failure Mechanism by FEM
Fujinuma Dam Performance during 2011 Tohoku Earthquake, Japan and Failure Mechanism by FEM Mahdavian Abbas Powue and Water University of Technology, Tehran, Iran Shiro Takada Tehran University, Tehran,
More informationImportant Concepts. Earthquake hazards can be categorized as:
Lecture 1 Page 1 Important Concepts Monday, August 17, 2009 1:05 PM Earthquake Engineering is a branch of Civil Engineering that requires expertise in geology, seismology, civil engineering and risk assessment.
More informationCPT Applications - Liquefaction 2
CPT Applications - Liquefaction 2 Peter K. Robertson CPT in Geotechnical Practice Santiago, Chile July, 2014 Definitions of Liquefaction Cyclic (seismic) Liquefaction Zero effective stress (during cyclic
More informationAn Overview of Geotechnical Earthquake Engineering
An Overview of Geotechnical Earthquake Engineering Sudhir K Jain Slide 1 Outline Introduction to Seismic Design Principle Dynamic Soil Properties Site Effects Soil Structure Interaction Issues for Foundation
More informationOn seismic landslide hazard assessment: Reply. Citation Geotechnique, 2008, v. 58 n. 10, p
Title On seismic landslide hazard assessment: Reply Author(s) Yang, J; Sparks, A.D.W. Citation Geotechnique, 28, v. 58 n. 1, p. 831-834 Issued Date 28 URL http://hdl.handle.net/1722/58519 Rights Geotechnique.
More informationSEEPAGE ANALYSIS AND SEISMIC BEHAVIOUR OF EARTH FILL DAM USING GEO-STUDIO
SEEPAGE ANALYSIS AND SEISMIC BEHAVIOUR OF EARTH FILL DAM USING GEO-STUDIO Mr. PAVAN N¹, Mrs. BARNALI GHOSH², Dr.S.K.PRASAD³ 1 P.G STUDENT, East Point College Of Engineering & Technology 2 ASSOCIATE PROFESSOR,
More informationAdvanced Lateral Spread Modeling
Adv. Liquefaction Modeling Page 1 Advanced Lateral Spread Modeling Reading Assignment Lecture Notes Other Materials Homework Assignment 1. Complete FLAC model 10a.pdf 2. Modify the example in FLAC model
More informationNumerical Modeling of Interface Between Soil and Pile to Account for Loss of Contact during Seismic Excitation
Numerical Modeling of Interface Between Soil and Pile to Account for Loss of Contact during Seismic Excitation P. Sushma Ph D Scholar, Earthquake Engineering Research Center, IIIT Hyderabad, Gachbowli,
More informationInvestigation of Liquefaction Failure in Earthen Dams during Bhuj Earthquake
Investigation of Liquefaction Failure in Earthen Dams during Bhuj Earthquake Raghvendra Singh QIP Scholar, Department of Civil Engineering, Indian Institute of Technology, Kharagpur 721302, WB. Email:
More informationEffect of structural design on fundamental frequency of reinforced-soil retaining walls
Soil Dynamics and Earthquake Engineering 19 (2000) 137 157 www.elsevier.com/locate/soildyn Effect of structural design on fundamental frequency of reinforced-soil retaining walls K. Hatami*, R.J. Bathurst
More informationTable of Contents Chapter 1 Introduction to Geotechnical Engineering 1.1 Geotechnical Engineering 1.2 The Unique Nature of Soil and Rock Materials
Table of Contents Chapter 1 Introduction to Geotechnical Engineering 1.1 Geotechnical Engineering 1.2 The Unique Nature of Soil and Rock Materials 1.3 Scope of This Book 1.4 Historical Development of Geotechnical
More informationLandslide FE Stability Analysis
Landslide FE Stability Analysis L. Kellezi Dept. of Geotechnical Engineering, GEO-Danish Geotechnical Institute, Denmark S. Allkja Altea & Geostudio 2000, Albania P. B. Hansen Dept. of Geotechnical Engineering,
More information1 Slope Stability for a Cohesive and Frictional Soil
Slope Stability for a Cohesive and Frictional Soil 1-1 1 Slope Stability for a Cohesive and Frictional Soil 1.1 Problem Statement A common problem encountered in engineering soil mechanics is the stability
More informationSEISMIC ANALYSIS OF AN EMBEDDED RETAINING STRUCTURE IN COARSE-GRAINED SOILS
4 th International Conference on Earthquake Geotechnical Engineering June 25-28, 27 Paper No. 97 SEISMIC ANALYSIS OF AN EMBEDDED RETAINING STRUCTURE IN COARSE-GRAINED SOILS Luigi CALLISTO, Fabio M. SOCCODATO
More informationNEW DOWN-HOLE PENETROMETER (DHP-CIGMAT) FOR CONSTRUCTION APPLICATIONS
NEW DOWN-HOLE PENETROMETER (DHP-CIGMAT) FOR CONSTRUCTION APPLICATIONS 1 2 C. Vipulanandan 1, Ph.D., M. ASCE and Omer F. Usluogullari 2 Chairman, Professor, Director of Center for Innovative Grouting Materials
More informationReview Article: Numerical analysis of the seismic behaviour of earth dam
Nat. Hazards Earth Syst. Sci., 9, 45 458, 9 www.nat-hazards-earth-syst-sci.net/9/45/9/ Author(s) 9. This work is distributed under the Creative Commons Attribution 3. License. Natural Hazards and Earth
More informationEvaluation of Fault Foundation Interaction, Using Numerical Studies
Evaluation of Fault Foundation Interaction, Using Numerical Studies Jabbary, M. Msc Student, School of Civil Engineering, Iran University of Science and Technology, Tehran, Iran, Nabizadeh, A. PhD Candidate,
More informationLIQUEFACTION ASSESSMENT OF INDUS SANDS USING SHEAR WAVE VELOCITY
Pakistan Engineering Congress, 69th Annual Session Proceedings 219 LIQUEFACTION ASSESSMENT OF INDUS SANDS USING SHEAR WAVE VELOCITY Sohail Kibria 1, M. Javed 2, Muhammad Ali 3 ABSTRACT A host of procedures
More informationEARTHQUAKE-INDUCED SETTLEMENTS IN SATURATED SANDY SOILS
VOL., NO., AUGUST 7 ISSN 119- -7 Asian Research Publishing Network (ARPN). All rights reserved. EARTHQUAKE-INDUCED SETTLEMENTS IN SATURATED SANDY SOILS C. Y. Lee Department of Civil Engineering, College
More informationSeismic Analyses of Concrete Gravity Dam with 3D Full Dam Model
Seismic Analyses of Concrete Gravity Dam with 3D Full Dam Model Haibo Wang, Deyu Li & Huichen Yang China Institute of Water Resources and Hydropower Research, Beijing, China SUMMARY: Seismic analyses of
More informationSEISMIC COEFFICIENTS FOR PSEUDOSTATIC SLOPE ANALYSIS
13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 2004 Paper No. 369 SEISMIC COEFFICIENTS FOR PSEUDOSTATIC SLOPE ANALYSIS Cristiano MELO 1 and Sunil SHARMA 2 SUMMARY
More informationInfluences of material dilatancy and pore water pressure on stability factor of shallow tunnels
Influences of material dilatancy and pore water pressure on stability factor of shallow tunnels YANG Xiao-li( ), HUANG Fu( ) School of Civil and Architectural Engineering, Central South University, Changsha
More information