Seismic Responses of Liquefiable Sandy Ground with Silt Layers
|
|
- Charla Dorsey
- 6 years ago
- Views:
Transcription
1 Journal of Applied Science and Engineering, Vol. 16, No. 1, pp (2013) 9 Seismic Responses of Liquefiable Sandy Ground with Silt Layers H. T. Chen 1 *, B. C. Ridla 2, R. M. Simatupang 2 and C. J. Lee 1 1 Department of Civil Engineering, National Central University, Taoyuan, Taiwan 320, R.O.C. 2 Department of Civil Engineering, National Central University, Taiwan and University of Brawijaya, Indonesia Abstract This paper presents the numerical simulation results of liquefable sand-silt stratum with silt intralayers under strong earthquakes. The numerical simulation results showed that the existence of silt intralayers in a sandy soil stratum will reduce the ground settlement and the excessive pore water pressure above the silt layer will also become smaller than that in the regular sand stratum. However, the pore water pressure beneath the silt layer will become higher due to the impermeable character of silt layer. Although the existence of more silt layers decreases the ground settlement furthermore, the pore water pressure will have slower dissipation. Key Words: Liquefaction, Sandy Stratum, Silt Intralayers, Effective Stress Analysis 1. Introduction Liquefaction is a phenomenon that the structural and the geotechnical engineers concern most as it can result in serious damage to the ground and the building such as sand boiling, lateral spreading, excessive settlement, tilting and overturning of structures. For a long time, many liquefaction-related studies mainly treated the ground as sandy ground; however, in reality there may be layers of silt or clay embedded in the sandy ground. In some earthquakes the failure of ground did not occur during the earthquake but after the earthquake stopped. The investigations on such a phenomenon showed that it may be due to the existence of a silt layer in the sandy ground where a water film develops at the bottom of the silt layer with high pore water pressure [1]. This indicates that the sandy soil stratum with silt intralayers may become unstable even after the main shake, causing the sliding of slope. The purpose of this study is to investigate numerically the behavior of liquefable sand-silt stratum with many layers of silt under strong earthquakes. *Corresponding author. chenht@cc.ncu.edu.tw 2. Method of Analysis For the numerical simulation the three-dimensional nonlinear effective stress finite element method was adopted [2]. This method was developed on the basis of Biot theory for porous media. The nonlinear soil behavior was modeled using the Cap model with Mohr- Coulomb type failure line and the pore pressure model consistent with the Cap model was adopted [3]. The lateral boundaries can be modeled as either roller-type boundaries or absorbing boundaries, while the bottom bedrock is always fixed. This method adopts the U-W form of equation of motion [4] as follows: (1) where u is the displacement of soil particle and w is the displacement of water relative to soil particle. The vector {J} is made up of 1 s and 0 s to account for the de-
2 10 H. T. Chen et al. sired direction of input motion. is the input motion specified at the bedrock of soil stratum. 3. Verification and Validation In this study the validation and verification of numerical simulation was first conducted by using the results of centrifuge tests on three models [5]. Although the validation was made for all three models [6], here only the comparisons for two models are presented. Shown in Figure 1 are the two finite element models which were constructed in accordance with the models used in the centrifuge test. The model in Figure 1a denoted as Sand model corresponds to the sandy stratum which was divided into 11 layers with the top and the bottom layers having the thickness of 1.2 m and the remaining layers with thickness of 2.4 m for each layer. Figure 1b shows the model denoted as Sand-Silt 1 model where the silt layer of 1.6 m thick was placed at the depth of 5.6 m from the surface and the model was divided into 13 different layers. The input motions measured at the base of shaking table on the centrifuge platform was used as the input motion. Figures 2 and 3 show the comparison for the surface settlement and excessive pore water pressure development, respectively. It can be seen that the simulation results show the same trend as the experimental results and the agreement is acceptable. 4. Numerical Results and Discussions 4.1 Modal Description Shown in Figure 4 are the five models adopted in this study. Sand model consisted of sand only. For Silt 1 model a silt layer of 2 m thick was placed at the depth of 8 m from the surface. Two silt layers of 2 m thick for each were placed at the depth of 8 m and 20 m, respectively, from the surface for Silt 2 model. Silt 3 model was the Figure 1. Finite element models: (a) Sand model, (b) Sand-Silt 1 mode1. Figure 2. Comparison for surface settlement: (a) Sand model, (b) Sand-Silt 1 model.
3 Seismic Responses of Liquefiable Sandy Ground with Silt Layers 11 Figure 3. Comparison of excess pore water pressure development: (a) Sand model, (b) Sand-Silt 1 model. Figure 4. Finite element models: (a) Sand model, (b) Silt 1 model, (c) Silt 2 model, (d) Silt 3 model, (e) Silt 4 model. one where two silt layers of 2 m thick for each were placed at the depth of 8 m and 14 m from the surface, respectively. For Silt 4 model, three silt layers of 2 m thick for each were placed at the depth of 8 m, 14 m and 20 m from the surface, respectively. All the models had dimensions of 26 m 26 m 30 m (length width depth) and were divided into 15 layers with element size of 2 m 2m 2 m. Detailed properties of the models can be seen in the thesis by Simatupang [6]. A real earthquake motion recorded in 1999 ChiChi earthquake at Chiayi station (Chiayi input motion) was used for this 3D simulation study. Before the simulation, from the selected earthquake the maximum acceleration of all components was selected and normalized to 0.2 g; thereafter, the same scaling factor was applied to the motions of the other two directions. These three scaled component of motions were then used as the input motions for the simulation.
4 12 H. T. Chen et al. 4.2 Discussions Figure 5 shows the time history of settlement on the surface for Sand, Silt 1, Silt 2, Silt 3, and Silt 4 models subjected to Chiayi input motion. The largest settlement occurs in the Sand model, which is around 0.87 m. The maximum settlements of Silt 1, Silt 2, Silt 3, and Silt 4 models are 0.55 m, 0.37 m, 0.34 m, and 0.22 m, respectively. Silt 1, Silt 2, and Silt 3 models have smaller settlement than the Sand model due to the existence of silt layer near the surface. Silt 4 model has the smallest settlement from all models due to the existence of three silt layers. Shown in Figure 6 are the excess pore water pressure ratios at different depths for Sand, Silt 1, Silt 2, Silt 3, and Silt 4 models subjected to Chiayi input motion. In this figure, it can be seen that the effect of silt layer in the sandy soil stratum is significant. At each depth, the behavior of EPWP was different. All five models liquefy at the depth of 1 m where Silt 1, Silt 2, Silt 3 and Silt 4 models have lower EPWP ratio and faster dissipation than Sand model. But at the depth of 5 m, only the Sand model liquefies, while the Silt 1, Silt 2, Silt 3 and Silt 4 models show almost the same development of EPWP without liquefaction. At the depths of 7 m and 9 m, which are inside the silt layer of Silt 1, Silt 2, Silt 3, and Silt 4 models, the development of EPWP is slower than that of Sand model before liquefaction and after the liquefaction occurs, the trend reverses. At this depth, there is a water film beneath a less permeable soil layers and it takes longer time to dissipate the EPWP. At the depths of 17 m, 21 m and 29 m, liquefaction does not occur for all five models; the development of EPWP for Sand model and Silt 1 model is almost the same, meaning that the EPWP is not affected by the existence the silt layer in Silt 1 model while a slight increase is observed for the Silt 2, Silt 3, and Silt 4 models at later time. Figure 7 depicts the initial effective stress and the EPWP profiles for all five models at several selected time. All five models show the similar behavior in the Figure 5. Time history of settlement for 5 models (Chiayi input motions). Figure 6. Time history of EPWP ratio at different depths for 5 models (Chiayi input motions).
5 Seismic Responses of Liquefiable Sandy Ground with Silt Layers 13 Figure 7. EPWP profile at different time for 5 models (Chiayi input motions). development of EPWP up to 5 seconds. At 15 seconds, for Silt 1 model, a jump in the EPWP occurs between the top and bottom of silt layer and for Silt 2, Silt 3, and Silt 4 models the jump occur between the top and bottom of each silt layer but there is no jump for Sand model. The variation of EPWP between the three silt layers of Silt 4 model is that the value of EPWP decreases to a value smaller than that of Sand, Silt 1, Silt 2, and Silt 3 models at the top of lower silt layer. The above phenomenon becomes less pronounced as the EPWP keeps increasing from 15 seconds to 40 seconds. At 40 seconds, EPWP in Silt 4 model is higher than that in Sand, Silt 1, Silt 2, and Silt 3 models. For the dissipation of EPWP, it starts from the bottom of soil stratum and proceeds upward. The Sand model shows fastest dissipation. Silt 1, Silt 2, Silt 3, and Silt 4 models show that the dissipation of EPWP is slow beneath the silt layer. As a result, Silt 4 model has the lowest dissipation rate, while the dissipation rate for Silt 1 model is the same as that of Sand model for the depth larger than 21 m and the dissipation rate for Silt 3 model is faster than that of Silt 2 for the depth larger than 19 m. After liquefaction (50 seconds to 80 seconds), the trend of EPWP profiles of Silt 2, Silt 3, and Silt 4 is similar to the post-liquefaction scheme predicted in [1]. 5. Conclusion The existence of silt intralayer in a sandy soil stratum will reduce the ground settlement. The excessive pore water pressure above the silt layer will also become
6 14 H. T. Chen et al. smaller than that in the regular sand stratum. However, the pore water pressure beneath the silt layer will become higher due to the impermeable character of silt layer. This can be dangerous especially when it is happened in the slope ground, because the water film will be produced during the motion and will remain even after the motion stops, leading to sliding or lateral movement of ground. Although the existence of more silt layers decreases the ground settlement furthermore, the pore water pressure will have slower dissipation. References [1] Kokusho, T. and Kojima, T., Water Film in Liquefied Sand and Its Effect on Lateral Spread, Journal of Geotechnical and Geoenvironmental Engineering, ASCE, Vol. 125, No. 10, pp (1999). [2] Jou, J. J., Study on Seismic Reponses Analysis of Pile Foundation Bridge, Dissertation, Doctor of Philosophy, Department of Civil Engineering, National Central University, Jhongli, Taiwan (2000). (in Chinese) [3] Pacheco, M. P., Altschaeffl, A. G. and Chameau, J. L., Pore Pressure Prediction in Finite Element Analysis, International Journal for Numerical Methods in Engineering, Vol. 13, pp (1989). [4] Zienkiewicz, O. C. and Shiomi, T., Dynamic Behavior of Saturated Porous Media; the Generalized Biot Formulation and Its Numerical Solution, International Journal for Numerical Methods in Engineering, Vol. 8, pp (1984). [5] Lee, C. J., Wei, Y. C., Lien, H. C. and Chen, H. T., Centrifuge Modeling on the Seismic Responses of Sandy Deposit with a Thin Silt Seam, 8 th International Conference on Urban Earthquake Engineering, Tokyo Institute of Technology, Tokyo, Japan (2011). [6] Simatupang, R., A Numerical Investigation on Stone Columns as a Countermeasure for Liquefaction of Sandy Soil Stratum with Interlayers of Silt, Master Thesis, Department of Civil Engineering, National Central University, Jhongli, Taiwan (2011). Manuscript Received: Nov. 12, 2012 Accepted: Jan. 20, 2013
SEISMIC 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 informationEFFECTS OF GROUND WATER ON SEISMIC RESPONSES OF BASIN
EFFECTS OF GROUND WATER ON SEISMIC RESPONSES OF BASIN Huei-Tsyr CHEN And Jern-Chern HO 2 SUMMARY It has long been recognized that the local soil and geology conditions may affect significantly the nature
More informationFoundations on Deep Alluvial Soils
Canterbury Earthquakes Royal Commission Hearings 25 October 2011, Christchurch GEO.CUB.0001.1-35.1 Foundations on Deep Alluvial Soils Misko Cubrinovski, Ian McCahon, Civil and Natural Resources Engineering,
More information1368. Seismic behavior of pile in liquefiable soil ground by centrifuge shaking table tests
1368. Seismic behavior of pile in liquefiable soil ground by centrifuge shaking table tests Wen-Yi Hung 1, Chung-Jung Lee 2, Wen-Ya Chung 3, Chen-Hui Tsai 4, Ting Chen 5, Chin-Cheng Huang 6, Yuan-Chieh
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 informationExperimental Study on The Seismic Assessment of Pile Foundation in Volcanic Ash Ground
Experimental Study on The Seismic Assessment of Pile Foundation in Volcanic Ash Ground Takuya EGAWA, Satoshi NISHIMOTO & Koichi TOMISAWA Civil Engineering Research Institute for Cold Region, Public Works
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 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 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 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 informationThe Preliminary Study of the Impact of Liquefaction on Water Pipes
The Preliminary Study of the Impact of Liquefaction on Water Pipes Jerry J. Chen and Y.C. Chou ABSTRACT Damages to the existing tap-water pipes have been found after earthquake. Some of these damages are
More informationCENTRIFUGE MODELING OF PILE FOUNDATIONS SUBJECTED TO LIQUEFACTION-INDUCED LATERAL SPREADING IN SILTY SAND
CENTRIFUGE MODELING OF PILE FOUNDATIONS SUBJECTED TO LIQUEFACTION-INDUCED LATERAL SPREADING IN SILTY SAND L. González 1, D. Lucas 2 and T. Abdoun 3 1 Assistant Professor, Dept. of Civil Engineering, University
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 informationValidation Protocols for Constitutive Modeling of Liquefaction
6 th International Conference on Earthquake Geotechnical Engineering 1-4 November 2015 Christchurch, New Zealand Validation Protocols for Constitutive Modeling of Liquefaction K. Ziotopoulou 1 and R. W.
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 informationLiquefaction-Induced Lateral Spreading Misko Cubrinovski University of Canterbury, Christchurch, New Zealand
US New Zealand Japan International Workshop Liquefaction-Induced Ground Movements Effects UC Berkeley, California, 2 4 November 2016 Liquefaction-Induced Lateral Spreading Misko Cubrinovski University
More information2005 OpenSees Symposium OpenSees
P E E R 25 OpenSees Symposium OpenSees Geotechnical Capabilities and Applications Dr. Liangcai He Prof. Ahmed Elgamal Dr. Zhaohui Yang Mr. James L. Yan Mr. Jinchi Lu (U.C. San Diego) Soil Materials and
More informationGeotechnical Modeling Issues
Nonlinear Analysis of Viaducts and Overpasses Geotechnical Modeling Issues Steve Kramer Pedro Arduino Hyung-Suk Shin University of Washington The Problem Approach Soil Soil Soil Soil Soil Soil Soil Soil
More informationSTUDY OF THE BEHAVIOR OF PILE GROUPS IN LIQUEFIED SOILS
STUDY OF THE BEHAVIOR OF PILE GROUPS IN LIQUEFIED SOILS Shin-Tower Wang 1, Luis Vasquez 2, and Lymon C. Reese 3, Honorary Member,, ASCE ABSTRACT : 1&2 President & Project Manager, Ensoft, Inc. Email: ensoft@ensoftinc.com
More informationNumerical simulation of inclined piles in liquefiable soils
Proc. 20 th NZGS Geotechnical Symposium. Eds. GJ Alexander & CY Chin, Napier Y Wang & R P Orense Department of Civil and Environmental Engineering, University of Auckland, NZ. ywan833@aucklanduni.ac.nz
More informationPiles in Lateral Spreading due to Liquefaction: A Physically Simplified Method Versus Centrifuge Experiments
"Pile-Group Response to Large Soil Displacements and Liquefaction: Centrifuge Experiments Versus A Physically Simplified Analysis", Journal of Geotechnical and Geoenvironmental Engineering, ASCE, Vol.
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 informationHORIZONTAL LOAD DISTRIBUTION WITHIN PILE GROUP IN LIQUEFIED GROUND
4 th International Conference on Earthquake Geotechnical Engineering June 2-28, 7 Paper No. 127 HORIZONTAL LOAD DISTRIBUTION WITHIN PILE GROUP IN LIQUEFIED GROUND Hiroko SUZUKI 1 and Kohji TOKIMATSU 2
More informationLATERAL SPREADING DURING CENTRIFUGE MODEL EARTHQUAKES
LATERAL SPREADING DURING CENTRIFUGE MODEL EARTHQUAKES Stuart K. Haigh 1, S.P. Gopal Madabhushi 2, Kenichi Soga 3,Youichi Taji 4 and Yasuhiro Shamoto 5 ABSTRACT Lateral spreading of gently-sloping deposits
More informationLIQUEFACTION INDUCED GROUND FAILURES CAUSED BY STRONG GROUND MOTION
Paper No. ASOLE LIQUEFACTION INDUCED GROUND FAILURES CAUSED BY STRONG GROUND MOTION Wei F. LEE 1, Kenji ISHIHARA 2, Cheng Hsin CHEN 3, B. L. Chu 4 ABSTRACT During the 1999 Chi-Chi earthquake, a site named
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 informationLiquefaction is the sudden loss of shear strength of a saturated sediment due to earthquake shaking. Nisqually earthquake 02/28/2001: Olympia, WA
Liquefaction is the sudden loss of shear strength of a saturated sediment due to earthquake shaking Nisqually earthquake 02/28/2001: Olympia, WA The shear strength is controlled by the degree of grain-to-grain
More informationEARTHQUAKE-INDUCED SUBMARINE LANDSLIDES IN VIEW OF VOID REDISTRIBUTION
Liu, Deng and Chu (eds) 2008 Science Press Beijing and Springer-Verlag GmbH Berlin Heidelberg Geotechnical Engineering for Disaster Mitigation and Rehabilitation EARTHQUAKE-INDUCED SUBMARINE LANDSLIDES
More informationStudy of the liquefaction phenomenon due to an earthquake: case study of Urayasu city
Disaster Management and Human Health Risk III 311 Study of the liquefaction phenomenon due to an earthquake: case study of Urayasu city S. Kamao 1, M. Takezawa 1, K. Yamada 1, S. Jinno 1, T. Shinoda 1
More informationPORE WATER PRESSURE GENERATION AND DISSIPATION NEAR TO PILE AND FAR-FIELD IN LIQUEFIABLE SOILS
Int. J. of GEOMATE, Dec., 25, Vol. 9, No. 2 (Sl. No. 8), pp. 454-459 Geotech., Const. Mat. and Env., ISSN:286-2982(P), 286-299(O), Japan PORE WATER PRESSURE GENERATION AND DISSIPATION NEAR TO PILE AND
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 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 informationTIME-DEPENDENT BEHAVIOR OF PILE UNDER LATERAL LOAD USING THE BOUNDING SURFACE MODEL
TIME-DEPENDENT BEHAVIOR OF PILE UNDER LATERAL LOAD USING THE BOUNDING SURFACE MODEL Qassun S. Mohammed Shafiqu and Maarib M. Ahmed Al-Sammaraey Department of Civil Engineering, Nahrain University, Iraq
More informationEXPERIMENTAL AND NUMERICAL MODELING OF THE LATERAL RESPONSE OF A PILE BURIED IN LIQUEFIED SAND
13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 24 Paper No. 684 EXPERIMENTAL AND NUMERICAL MODELING OF THE LATERAL RESPONSE OF A PILE BURIED IN LIQUEFIED SAND Jonathan
More informationDYNAMIC CENTRIFUGE TEST OF PILE FOUNDATION STRUCTURE PART ONE : BEHAVIOR OF FREE GROUND DURING EXTREME EARTHQUAKE CONDITIONS
DYNAMIC CENTRIFUGE TEST OF PILE FOUNDATION STRUCTURE PART ONE : BEHAVIOR OF FREE GROUND DURING EXTREME EARTHQUAKE CONDITIONS Tsutomu NAMIKAWA 1, Katsuo TOGASHI 2, Satoru NAKAFUSA 3, Ryouichi BABASAKI 4
More informationPILE DESIGN IN LIQUEFYING SOIL
PILE DESIGN IN LIQUEFYING SOIL Vijay K. Puri 1 and Shamsher Prakash 2 1 Professor,Civil and Environmental Engineering, Southern Illinois University, Carbondale, USA 2 Professor Emeritus, Missouri University
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. Ajanta Sachan. Assistant Professor Civil Engineering IIT Gandhinagar. Why does the Liquefaction occur?
Liquefaction Ajanta Sachan Assistant Professor Civil Engineering IIT Gandhinagar Liquefaction What is Liquefaction? Why does the Liquefaction occur? When has Liquefaction occurred in the past? Where does
More informationResidual Deformation Analyses to Demonstrate the Effect of Thin Steel Sheet Piles on Liquefaction-Induced Penetration Settlement of Wooden Houses
6 th International Conference on Earthquake Geotechnical Engineering 1-4 November 2015 Christchurch, New Zealand Residual Deformation Analyses to Demonstrate the Effect of Thin Steel Sheet Piles on Liquefaction-Induced
More informationLARGE SCALE BIAXIAL SHEAR BOX TESTS ON SHAKING TABLE
13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 24 Paper No. 1778 LARGE SCALE BIAIAL SHEAR BO TESTS ON SHAKING TABLE Chia-Han CHEN 1, Tzou-Shin UENG 2 and Wei-Cheng
More informationDeveloping software to evaluate the liquefaction potential by using 2D numerical modeling: Applications.
Developing software to evaluate the liquefaction potential by using 2D numerical modeling: Applications www.ingenieriasismica.utpl.edu.ec 1 Content 1. Introduction 2. Methods to evaluate the liquefaction
More informationEMBEDDED INSTRUMENTATION FOR COUPLED SHEAR STRAIN- PORE PRESSURE RESPONSE IN MULTIDIRECTIONAL SHAKING TABLE TEST
th International Conference on Earthquake Geotechnical Engineering June 5-8, 7 Paper No. 113 EMBEDDED INSTRUMENTATION FOR COUPLED SHEAR STRAIN- PORE PRESSURE RESPONSE IN MULTIDIRECTIONAL SHAKING TABLE
More information3-D Numerical simulation of shake-table tests on piles subjected to lateral spreading
3-D Numerical simulation of shake-table tests on piles subjected to lateral spreading M. Cubrinovski 1, H. Sugita 2, K. Tokimatsu 3, M. Sato 4, K. Ishihara 5, Y. Tsukamoto 5, T. Kamata 5 1 Department of
More informationNumerical 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 informationDate: April 2, 2014 Project No.: Prepared For: Mr. Adam Kates CLASSIC COMMUNITIES 1068 E. Meadow Circle Palo Alto, California 94303
City of Newark - 36120 Ruschin Drive Project Draft Initial Study/Mitigated Negative Declaration Appendix C: Geologic Information FirstCarbon Solutions H:\Client (PN-JN)\4554\45540001\ISMND\45540001 36120
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 informationModelling pore fluid migration in layered, liquefied soils
Modelling pore fluid migration in layered, liquefied soils K.J. Butterfield Department of Civil Engineering, University of Canterbury, Christchurch New Zealand. M.D. Bolton Department of Engineering, University
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 informationEffect of Liquefaction on Pile Shaft Friction Capacity
Missouri University of Science and Technology Scholars' Mine International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics 21 - Fifth International Conference on
More informationBack-Calculation of Winkler Foundation Parameters for Dynamic Analysis of Piles from Field Test Data
Back-Calculation of Winkler Foundation Parameters for Dynamic Analysis of Piles from Field Test Data ABSTRACT A. (Rajah) Anandarajah, Jigang Zhang and G. Gnanaranjan Department of Civil Engineering Johns
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 informationStudy of a possible alternative progettual solution of Dubai s Palm.
Study of a possible alternative progettual solution of Dubai s Palm Seismic risk in Dubai Dubai located in the northern part of United Arab Emirates (UAE) between Arabian Gulf and Oman Gulf, because of
More informationSURFACE DEFORMATION TROUGHS INDUCED BY NORMAL FAULTING AND REVERSE FAULTING
SURFACE DEFORMATION TROUGHS INDUCED BY NORMAL FAULTING AND REVERSE FAULTING Chung-Jung LEE 1, Yu-Yi CHANG 2, and Wen-Yi HUNG 3 ABSTRACT A series of centrifuge normal faulting and reverse faulting tests
More informationDETAILED INVESTIGATION OF PILES DAMAGED BY HYOGOKEN NAMBU EARTHQUAKE
DETAILED INVESTIGATION OF PILES DAMAGED BY HYOGOKEN NAMBU EARTHQUAKE Kenichi HORIKOSHI 1, Akira TATEISHI 2 And Hiroyasu OHTSU 3 SUMMARY Since the 199 Hyogoken Nambu earthquake, a number of detailed investigations
More informationLiquefaction: Additional issues. This presentation consists of two parts: Section 1
Liquefaction: Additional issues Ahmed Elgamal This presentation consists of two parts: Section 1 Liquefaction of fine grained soils and cyclic softening in silts and clays Section 2 Empirical relationship
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 informationPREDICTION METHOD OF LIQUEFACTION AT FISHING VILLAGE IN KOCHI PREFECTURE BY NANKAI EARTHQUAKE
PREDICTION METHOD OF LIQUEFACTION AT FISHING VILLAGE IN KOCHI PREFECTURE BY NANKAI EARTHQUAKE Kojiro OKABAYASHI, Kozo TAGAYA Kochi National College of Technology Katsuya MIZUTA Daiichi Consultant Co.Ltd.,
More informationCentrifuge Modelling of Fibre-Reinforcement as a Liquefaction Countermeasure for Quay Wall Backfill
6 th International Conference on Earthquake Geotechnical Engineering 1-4 November 2015 Christchurch, New Zealand Centrifuge Modelling of Fibre-Reinforcement as a Liquefaction Countermeasure for Quay Wall
More informationThe Preliminary Study of the Impact of Liquefaction on Water Pipes
The Preliminary Study of the Impact of Liquefaction on Water Pipes Jerry J. Chen and Y.C. Chou Geotechnical Engineer, Dept. of Geotechnical Engineering, CECI Engineering Consultants, Inc. CONTENT 1. Introduction
More informationRemediation against Soil Liquefaction Induced Uplift of Manhole
6 th International Conference on Earthquake Geotechnical Engineering 1-4 November 2015 Christchurch, New Zealand Remediation against Soil Liquefaction Induced Uplift of Manhole Z. Zhang 1, S. C. Chian
More information2017 Soil Mechanics II and Exercises Final Exam. 2017/7/26 (Wed) 10:00-12:00 Kyotsu 4 Lecture room
2017 Soil Mechanics II and Exercises Final Exam 2017/7/26 (Wed) 10:00-12:00 Kyotsu 4 Lecture room Attention: The exam consists of five questions for which you are provided with five answer sheets. Write
More informationEFFECT OF CLAY PARTICLE CONTENT ON LIQUEFACTION OF SOIL
56 EFFECT OF CLAY PARTICLE CONTENT ON LIQUEFACTION OF SOIL RenWang LIANG, XiaoHong BAI 2 And JiaChen WANG 3 SUMMARY This paper presents the results of experimental research and analysis of liquefaction
More informationDAMAGE TO PILES DUE TO OSCILLATION OF LIQUEFYING GROUND
13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 24 Paper No. 116 DAMAGE TO PILES DUE TO OSCILLATION OF LIQUEFYING GROUND Shinichiro MORI 1 and Atsunori NUMATA 2 SUMMARY
More informationFrequency-Dependent Amplification of Unsaturated Surface Soil Layer
Frequency-Dependent Amplification of Unsaturated Surface Soil Layer J. Yang, M.ASCE 1 Abstract: This paper presents a study of the amplification of SV waves obliquely incident on a surface soil layer overlying
More informationNonlinear Time-Dependent Soil Behavior due to Construction of Buried Structures
Journal of Earth Sciences and Geotechnical Engineering, vol. 4, no. 1, 214, 71-88 ISSN: 172-4 (print), 172- (online) Scienpress Ltd, 214 Nonlinear Time-Dependent Soil Behavior due to Construction of Buried
More informationInstructor : Dr. Jehad Hamad. Chapter (7)
Instructor : Dr. Jehad Hamad Chapter (7) 2017-2016 Soil Properties Physical Properties Mechanical Properties Gradation and Structure Compressibility Soil-Water Relationships Shear Strength Bearing Capacity
More informationEffect of Liquefaction on Displacement Spectra
Effect of Liquefaction on Displacement Spectra Rui SUN 1, Longwei Chen 2, Xiaoming YUAN 3, Yi QIU 4 1 Professor, Dept. of Geotechnical Engineering, Institute of Engineering Mechanics, Harbin. China 2 PHD,
More informationCentrifuge modelling of municipal solid waste landfills under earthquake loading
Centrifuge modelling of municipal solid waste landfills under earthquake loading N.I. Thusyanthan Ph.D research student, Schofield Centre, University of Cambridge, Cambridge, CB3 0EL, UK. Email: it206@cam.ac.uk
More informationPRACTICAL THREE-DIMENSIONAL EFFECTIVE STRESS ANALYSIS CONSIDERING CYCLIC MOBILITY BEHAVIOR
PRACTICAL THREE-DIMENSIONAL EFFECTIVE STRESS ANALYSIS CONSIDERING CYCLIC MOBILITY BEHAVIOR Hiroyuki Yoshida 1, Kohji Tokimatsu 2, Tatsuya Sugiyama 3 and Tadahiko Shiomi 4 1 Member, Arch. & Struct. Eng.
More informationCase Study - Undisturbed Sampling, Cyclic Testing and Numerical Modelling of a Low Plasticity Silt
6 th International Conference on Earthquake Geotechnical Engineering 1-4 November 2015 Christchurch, New Zealand Case Study - Undisturbed Sampling, Cyclic Testing and Numerical Modelling of a Low Plasticity
More informationPHYSICAL SCIENCE FINAL
PHYSICAL SCIENCE FINAL Liquefaction Doreen Wallace, Tesla Grogan, Amber Ward, Erik Garcia, Cinthia Salas, Alexis Albers Liquefaction What is it? Conditions needed How it works Effects of Liquefaction Soil
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 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 informationExcess Pore Pressure Generation in Sand Under Non-Uniform Strain Amplitudes
6 th International Conference on Earthquake Geotechnical Engineering -4 November 25 Christchurch, New Zealand Excess Pore Pressure Generation in Sand Under Non-Uniform Strain Amplitudes Saizhao DU, Siau
More informationApplicability of Multi-spring Model Based on Finite Strain Theory to Seismic Behavior of Embankment on Liquefiable Sand Deposit
Applicability of Multi-spring Model Based on Finite Strain Theory to Seismic Behavior of Embankment on Liquefiable Sand Deposit Kyohei Ueda Railway Technical Research Institute, Kokubunji, Tokyo, Japan
More informationComparison of the post-liquefaction behaviour of hard-grained and crushable pumice sands
Orense R.P., Asadi, M.S., Rouholamin M., Bhattacharya, S. (17) Proc. th NZGS Geotechnical Symposium. Eds. GJ Alexander & CY Chin, Napier Comparison of the post-liquefaction behaviour of hard-grained and
More informationSeismic Slope Stability
ISSN (e): 2250 3005 Volume, 06 Issue, 04 April 2016 International Journal of Computational Engineering Research (IJCER) Seismic Slope Stability Mohammad Anis 1, S. M. Ali Jawaid 2 1 Civil Engineering,
More informationTHE LIQUEFACTION POTENTIAL OF LOESS IN CHINA AND ITS PREVENTION
13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 2004 Paper No. 3462 THE LIQUEFACTION POTENTIAL OF LOESS IN CHINA AND ITS PREVENTION Lanmin WANG 1 Yaqiang WANG 2 Jun
More informationLiquefaction Resistance and Internal Erosion Potential of Non-Plastic Silty Sand
Liquefaction Resistance and Internal Erosion Potential of Non-Plastic Silty Sand Jing-Wen CHEN 1, Wei F. LEE 2, Chun-Chi CHEN 3 1 Professor, Department of Civil Engineering, National Chen-Kung University
More informationAN EXPERIMETAL STUDY ON THE FLUID PROPERTIES OF LIQUEFIED SAND DURING ITS FLOW
th World Conference on Earthquake Engineering ancouver, B.C., Canada August -6, 4 Paper No. 64 AN EXPERIMETAL STUDY ON TE FLUID PROPERTIES OF LIQUEFIED SAND DURING ITS FLOW Masanori AMADA, Yuji TAKAASI
More informationDYNAMIC CENTRIFUGE TEST OF PILE FOUNDATION STRUCTURE PART TWO : BEHAVIOR OF STRUCTURE AND GROUND DURING EXTREME EARTHQUAKE CONDITIONS
DYNAMIC CENTRIFUGE TEST OF PILE FOUNDATION STRUCTURE PART TWO : BEHAVIOR OF STRUCTURE AND GROUND DURING EXTREME EARTHQUAKE CONDITIONS Ryouichi BABASAKI 1, Katsuo TOGASHI 2, Satoru NAKAFUSA 3, Toshio HASHIBA
More informationEffect of Non-Uniform Gravitational Field on Seismically-Induced Ground Movements in Centrifuge Models Antonios Vytiniotis Andrew J.
NSF GRANT # CMS-0530478 ana NSF PROGRAM NAME: Seismic Risk Management for Port Systems Effect of Non-Uniform Gravitational Field on Seismically-Induced Ground Movements in Centrifuge Models Antonios Vytiniotis
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 informationOn equal settlement plane height in piled reinforced embankments
Available online www.jocpr.com Journal of Chemical and Pharmaceutical Research, 2014, 6(4):23-29 Research Article ISSN : 0975-7384 CODEN(USA) : JCPRC5 On equal settlement plane height in piled reinforced
More informationSEISMIC PERFORMANCE OF URBAN, RECLAIMED AND PORT AREAS -FULL SCALE EXPERIMENT USING BLAST TECHNIQUE. Takahiro SUGANO 1) and Eiji KOHAMA 2)
SEISMIC PERFORMANCE OF URBAN, RECLAIMED AND PORT AREAS -FULL SCALE EXPERIMENT USING BLAST TECHNIQUE by Takahiro SUGANO 1) and Eiji KOHAMA 2) ABSTRACT A full scale lateral spreading experiment was carried
More informationCyclic Triaxial Behavior of an Unsaturated Silty Soil Subjected to Suction Changes
6 th International Conference on Earthquake Geotechnical Engineering 1-4 November 215 Christchurch, New Zealand Cyclic Triaxial Behavior of an Unsaturated Silty Soil Subjected to Suction Changes T. Nishimura
More information(THIS IS ONLY A SAMPLE REPORT OR APPENDIX OFFERED TO THE USERS OF THE COMPUTER PROGRAM
C A U T I O N!! (THIS IS ONLY A SAMPLE REPORT OR APPENDIX OFFERED TO THE USERS OF THE COMPUTER PROGRAM EQLique&Settle2. THE AUTHOR IS HEREBY RELEASED OF ANY LIABILITY FOR ANY INCORRECT USE OF THIS SAMPLE
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 informationSite Liquefaction. Stress-Strain Response Stress-Strain Models Site Response Lateral Deformation. Ahmed Elgamal
Site Liquefaction Stress-Strain Response Stress-Strain Models Site Response Lateral Deformation Ahmed Elgamal Nonlinear soil response (Shear stress τ and shear strain γ) 2 The above nonlinear shear stress-strain
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 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 informationEvaluation of Geotechnical Hazards
Evaluation of Geotechnical Hazards by Geoffrey R. Martin Appendix B: Evaluation of Geotechnical Hazards Describes Evaluation Procedures Soil Liquefaction Soil Settlement Surface Fault Rupture Flooding
More informationSTUDIES ON SEVARAL COUNTERMEASURES AGAINST LIQUEFACTION-INDUCED FLOW AND AN APPLIVATION OF A MEASURE TO EXISTING BRIDGES IN TOKYO
Journal of Japan Association for Earthquake Engineering, Vol.4, No.3 (Special Issue), 2004 STUDIES ON SEVARAL COUNTERMEASURES AGAINST LIQUEFACTION-INDUCED FLOW AND AN APPLIVATION OF A MEASURE TO EXISTING
More informationTikrit University. College of Engineering Civil engineering Department CONSOILDATION. Soil Mechanics. 3 rd Class Lecture notes Up Copyrights 2016
Tikrit University CONSOILDATION College of Engineering Civil engineering Department Soil Mechanics 3 rd Class Lecture notes Up Copyrights 2016 Stresses at a point in a soil mass are divided into two main
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 informationEffect of lateral load on the pile s buckling instability in liquefied soil
Effect of lateral load on the pile s buckling instability in liquefied soil Xiaoyu Zhang 1, Liang Tang 2, Xianzhang Ling 3 and Andrew H. C. Chan 4 1. Corresponding Author. Ph. D. Candidate, School of Civil
More informationSand Seismic Liquefaction Landslide-slipping and Debris and Treatment Wen-Hua CHEN 1,a, Qian ZHANG 2,b, Qi SONG 3,c
International Conference on Mechanics and Civil Engineering (ICMCE 014) Sand Seismic Liquefaction Landslide-slipping and Debris and Treatment Wen-Hua CHEN 1,a, Qian ZHANG,b, Qi SONG 3,c 1,,3 Civil Engineering
More informationEFFECTS OF EARTHQUAKE-INDUCED SETTLEMENT OF CLAY LAYER ON THE GROUND SUBSIDENCE
EFFECTS OF EARTHQUAKE-INDUCED SETTLEMENT OF CLAY LAYER ON THE GROUND SUBSIDENCE Hiroshi MATSUDA 1, Keiji SAKURADANI 2 And Naoya EMOTO 3 SUMMARY At the Hyogo-ken Nanbu Earthquake on January 17, 1995, on
More informationStudy of Sand Boiling Characteristics Along Tokyo Bay During The 2011 Tohoku-Pacific Ocean Earthquake
Study of Sand Boiling Characteristics Along Tokyo Bay During The 2011 Tohoku-Pacific Ocean Earthquake Keisuke Ishikawa Tokyo Denki University, Japan Susumu Yasuda Tokyo Denki University, Japan SUMMARY
More informationPrediction of pile response to lateral spreading by 3-D soil-water coupled dynamic analysis: shaking in the direction of ground flow
Prediction of pile response to lateral spreading by 3-D soil-water coupled dynamic analysis: shaking in the direction of ground flow M. Cubrinovski a),*, R. Uzuoka b), H. Sugita c), K. Tokimatsu d), M.
More information