Analysis of liquefaction potential and slope stability of red river dike

Analysis of Liquefaction potential and Slope stability of the Right bank of Red river dike subjected to earthquake loading REASSUARANCES Name: TRAN ANH DUY Major: Sustainable Hydraulic Structure Student number: 148ULG015 I hereby declare that this is my own research which was scientifically instructed by Assoc.Prof Nguyen Hong Nam The research content and results in this master thesis are honest and unpublished in any previous form or not overlapped with any dissertation The input data in the tables supporting for analysis, comments and assessment are collected by the author from other sources which was clearly specified in the References Besides, my thesis also use some comments and data of other authors, agencies and organizations with clear citations and source notes If there is any fraudulent in the content of my thesis I would like to take full responsibility as prescribed Hanoi, November 16th, 2016 Signature Tran Anh Duy Tran Anh Duy – Master Course Analysis of Liquefaction potential and Slope stability of the Right bank of Red river dike subjected to earthquake loading ACKNOWLEDGEMENT I would like to express my deep gratitude to my supervisor Associate Professor Nguyen Hong Nam at Thuy Loi University for his full support, expert guidance, understanding and encouragement throughout my study and research Without his incredible patience and timely wisdom and counsel, my thesis work would have been a frustrating and overwhelming pursuit Additionally, I express my appreciation to my co-supervisor Professor COLLIN Frédéric at University of Liege for his valuable comments about this thesis Thank also goes to Dr Pham Quang Tu at Thuy Loi University who teach and support me in Module Foundation of Hydraulic Structures and guide me to choose my thesis in this field Also, my deep gratitude is to Department of Academic Affairs of Thuy Loi University and University of Liege for giving me the golden chance to apply the Msc Program in major of Sustainable Hydraulic Structure Finally, I would like to thank the Ministry of Science and Technology of Vietnam for providing the financial support for the experimental work within the framework of the state-funded research project No KC08.23/11-15 November, 2016 Tran Anh Duy Tran Anh Duy – Master Course Analysis of Liquefaction potential and Slope stability of the Right bank of Red river dike subjected to earthquake loading TABLE OF CONTENTS CHAPTER 1: INTRODUCTION 1.1 The theoretical basis of liquefaction 1.1.1 Earthquake definition 1.1.2 Liquefaction phenomenon 1.1.3 Liquefaction of river dikes 1.2 The situation of earthquake problem and dike system in Vietnam 1.3 Past studies related to the problem and area 1.4 Research objectives 10 1.5 Research methodology 10 1.6 Organization of thesis 11 CHAPTER 2: LIQUEFACTION ANALYSIS AND SLOPE STABILITY THEORETICAL BASIS 12 2.1 Overview of analysis methods 12 2.2 Experimental method 13 2.3 Modeling the problem of Red river dike – modeling method 15 2.3.1 Overview of modeling method 15 2.3.2 Modeling the problem 17 2.3.3 Output of modeling 21 CHAPTER 3: TEST MATERIAL, APPARATUS, PROCEDURE AND OUTPUT PARAMETERS 23 3.1 Test material 23 3.2 Dynamic triaxial apparatus 23 Tran Anh Duy – Master Course Analysis of Liquefaction potential and Slope stability of the Right bank of Red river dike subjected to earthquake loading 3.3 Test procedure 24 3.3.1 Sample preparation 25 3.3.2 Water supply and Pressure supply 26 3.3.3 Carbon dioxide (CO ) pervasion 27 3.3.4 De-air water supply 27 3.3.5 Saturation checking 28 3.3.6 Consolidation 28 3.3.7 Cyclic undrained loading 29 3.4 Output parameters 29 CHAPTER 4: TEST RESULTS AND DISCUSSION 32 4.1 Experimental results 32 4.2 Discussion 45 CHAPTER 5: LIQUEFACTION MODELING OF RED RIVER DIKE AND SLOPE STABILITY ANALYSIS 46 5.1 General overview of study area 46 5.1.1 Project location 46 5.1.2 Geological characteristics (TLU, 2015) 49 5.1.3 Hydrology 52 5.1.4 Peak ground acceleration 53 5.2 Modeling liquefaction and slope stability results 57 5.2.1 Liquefaction zone 57 5.2.2 Parameter studies 62 5.2.3 Slope stability 65 5.2.4 Displacement 70 Tran Anh Duy – Master Course Analysis of Liquefaction potential and Slope stability of the Right bank of Red river dike subjected to earthquake loading CHAPTER 6: CONCLUSIONS AND RECOMMENDATION 76 6.1 Achieved results 76 6.1.1 Experimental results 76 6.1.2 Modeling results 76 6.2 Existing problem 77 6.3 Recommendation 77 REFERENCES 78 ANNOTATION 81 APPENDIX A 82 APPENDIX B 85 Tran Anh Duy – Master Course Analysis of Liquefaction potential and Slope stability of the Right bank of Red river dike subjected to earthquake loading LIST OF FIGURES Figure 1.1 Earthquake simple visualization (University of California, San Diego, 2013) Figure 1.2 The mechanism of liquefaction (Bhandari, 2015) Figure 1.3 Schematic illustration of mechanism of liquefaction inside a levee (Maugeri, 2014) Figure 1.4 Tokachi earthquake, 2003 (Ehime University, 2015) Figure 1.5 Tohoku earthquake, 2011 (Japan) (Ehime University, 2015) Figure 1.6 Map of fault system of South East Sea area (Cao Dinh Trieu, 2005) Figure 2.1 Factor of safety versus time during the earthquake 16 Figure 2.2 Modeling of problem for section K73+750 17 Figure 2.3 Diagram of model parameters for each soil layer 18 Figure 2.4 Diagram of modeling initial stress problem 19 Figure 2.5 Diagram of modeling dynamic problem 19 Figure 2.6 Diagram of modeling dike slope stability subjected to earthquake loading 20 Figure 2.7 Number of slipping surfaces 20 Figure 2.8 Cyclic stress path from B to the collapse surface (QUAKE/W manual, 2010) 21 Figure 3.1 Sand material dumped at the Hanoi harbor 23 Figure 3.2 Cyclic Triaxial Apparatus DTC – 367D, SEIKEN Japan 24 Figure 3.3 Sand specimen preparation 25 Figure 3.4 Water supply and Pressure supply for specimen inside the triaxial cell 26 Figure 3.5 The system of CO gas tank and controller 27 Figure 3.6 Stresses on the specimen 30 Figure 4.1 Soil particle distribution curve of a typical sample from a sieve analysis 33 Figure 4.2 Relationship between Cyclic Stress Ratio and Number of Loading Cycles 34 Figure 4.3 Relationship between Excess Pore Water Pressure Ratio and Number of Loading Cycles 34 Figure 4.4 Relationship between Axial Strain and Number of Loading Cycles 35 Figure 4.5 Relationship between Deviatoric Stress and Mean Effective Principal Stress 35 Tran Anh Duy – Master Course Analysis of Liquefaction potential and Slope stability of the Right bank of Red river dike subjected to earthquake loading Figure 4.6 Relationship between Deviatoric Stress and Axial Strain 36 Figure 4.7 Relationship between Excess Pore Water Pressure Ratio and Axial Strain 36 Figure 4.8 Relationship between Cyclic Stress Ratio and Number of Loading Cycles 37 Figure 4.9 Relationship between Excess Pore Water Pressure Ratio and Number of Loading Cycles 37 Figure 4.10 Relationship between Axial Strain and Number of Loading Cycles 38 Figure 4.11 Relationship between Deviatoric Stress and Mean Effective Principal Stress 38 Figure 4.12 Relationship between Deviatoric Stress and Axial Strain 39 Figure 4.13 Relationship between Excess Pore Water Pressure Ratio and Axial Strain 39 Figure 4.14 Relationship between Cyclic Stress Ratio and Number of Loading Cycles 40 Figure 4.15 Relationship between Excess Pore Water Pressure Ratio and Number of Loading Cycles 40 Figure 4.16 Relationship between Axial Strain and Number of Loading Cycles 41 Figure 4.17 Relationship between Deviatoric Stress and Mean Effective Principal Stress 41 Figure 4.18 Relationship between Deviatoric Stress and Axial Strain 42 Figure 4.19 Relationship between Excess Pore Water Pressure Ratio and Axial Strain 42 Figure 4.20 Schematic Definition of the Number of Cycles Nc for the Specified DA value 44 Figure 4.21 Liquefaction curve of soil samples from Hanoi harbor area 45 Figure 5.1 Location of the research Red River Dike, Km73+500 – Km74+100 46 Figure 5.2 General Plan of Red river dike and location of cross-section and boring holes (TLU, 2015) 47 Figure 5.3 Section 1-1, Km73+750 (TLU, 2015) 48 Figure 5.4 Section 2-2, Km73+900 (TLU, 2015) 48 Figure 5.5 Section 3-3, Km74+100 (TLU, 2015) 48 Figure 5.6 Acceleration time histories (ATH) with return period of T475 years 55 Tran Anh Duy – Master Course Analysis of Liquefaction potential and Slope stability of the Right bank of Red river dike subjected to earthquake loading Figure 5.7 Acceleration time histories with return period of T475 years for initial 10 second 55 Figure 5.8 Acceleration time histories with return period of T2475 years 56 Figure 5.9 Acceleration time histories with return period of T2475 years for initial 10 second 56 Figure 5.10 Liquefaction zone, T = 475 years, acceleration record: 475r1a 57 Figure 5.11 Liquefaction zone, T = 475 years, acceleration record: 475r2a 57 Figure 5.12 Liquefaction zone, T = 475 years, acceleration record: 475r3a 58 Figure 5.13 Liquefaction zone, T = 475 years, acceleration record: 475s1a 58 Figure 5.14 Liquefaction zone, T = 475 years, acceleration record: 475s2a 58 Figure 5.15 Liquefaction zone, T = 475 years, acceleration record: 475s3a 59 Figure 5.16 Liquefaction zone, T = 2475 years, acceleration record: 2475r1a 59 Figure 5.17 Liquefaction zone, T = 2475 years, acceleration record: 2475r2a 59 Figure 5.18 Liquefaction zone, T = 2475 years, acceleration record: 2475r3a 60 Figure 5.19 Liquefaction zone, T = 2475 years, acceleration record: 2475s1a 60 Figure 5.20 Liquefaction zone, T = 2475 years, acceleration record: 2475s2a 60 Figure 5.21 Liquefaction zone, T = 2475 years, acceleration record: 2475s3a 61 Figure 5.22 Liquefaction zone, T = 475 years, acceleration record: 475s3a, WL: +10.5 63 Figure 5.23 Liquefaction zone, T = 2475 years, acceleration record: 475s3a, WL: +13.4 63 Figure 5.24 Liquefaction zone, T = 2475 years, acceleration record: 2475s3a, WL: +10.5 63 Figure 5.25 Liquefaction zone, T = 2475 years, acceleration record: 2475s3a, WL: +13.4 64 Figure 5.26 Slope stability, safety factor K = 2.846, acceleration record: 475r1a 65 Figure 5.27 Slope stability, safety factor K = 2.863, acceleration record: 475r2a 65 Figure 5.28 Slope stability, safety factor K = 2.845, acceleration record: 475r3a 65 Figure 5.29 Slope stability, safety factor K = 2.737, acceleration record: 475s1a 66 Figure 5.30 Slope stability, safety factor K = 2.944, acceleration record: 475s2a 66 Figure 5.31 Slope stability, safety factor K = 2.882, acceleration record: 475s3a 66 Tran Anh Duy – Master Course Analysis of Liquefaction potential and Slope stability of the Right bank of Red river dike subjected to earthquake loading Figure 5.32 Slope stability, safety factor K = 2.613, acceleration record: 2475r1a 67 Figure 5.33 Slope stability, safety factor K = 2.799, acceleration record: 2475r2a 67 Figure 5.34 Slope stability, safety factor K = 2.610, acceleration record: 2475r3a 67 Figure 5.35 Slope stability, safety factor K = 2.697, acceleration record: 2475s1a 68 Figure 5.36 Slope stability, safety factor K = 2.739, acceleration record: 2475s2a 68 Figure 5.37 Slope stability, safety factor K = 2.474, acceleration record: 2475s3a 68 Figure 5.38 Total displacement (m), acceleration record: 475r1a 70 Figure 5.39 Total displacement (m), acceleration record: 475r2a 70 Figure 5.40 Total displacement (m), acceleration record: 475r3a 70 Figure 5.41 Total displacement (m), acceleration record: 475s1a 71 Figure 5.42 Total displacement (m), acceleration record: 475s2a 71 Figure 5.43 Total displacement (m), acceleration record: 475s3a 71 Figure 5.44 Total displacement (m), acceleration record: 2475r1a 72 Figure 5.45 Total displacement (m), acceleration record: 2475r2a 72 Figure 5.46 Total displacement (m), acceleration record: 2475r3a 72 Figure 5.47 Total displacement (m), acceleration record: 2475s1a 73 Figure 5.48 Total displacement (m), acceleration record: 2475s2a 73 Figure 5.49 Total displacement (m), acceleration record: 2475s3a 73 APPENDIX FIGURES Figure A.1 Initial horizontal effective stress (kPa), acceleration record: 475s3a 82 Figure A.2 Initial vertical effective stress (kPa), acceleration record: 475s3a 82 Figure A.3 Dynamic horizontal effective stress (kPa), acceleration record: 475s3a 82 Figure A.4 Dynamic vertical effective stress (kPa), acceleration record: 475s3a 83 Figure A.5 Liquefaction zone, acceleration record: 475s3a 83 Figure A.6 Horizontal displacement (m), acceleration record: 475s3a 83 Figure A.7 Vertical displacement (m), acceleration record: 475s3a 83 Figure A.8 Total displacement (m), acceleration record: 475s3a 84 Figure A.9 Slope stability, safety factor K = 2.882, acceleration record: 475s3a 84 Tran Anh Duy – Master Course Analysis of Liquefaction potential and Slope stability of the Right bank of Red river dike subjected to earthquake loading Figure B.1 Initial horizontal effective stress (kPa), acceleration record: 2475s3a 85 Figure B.2 Initial vertical effective stress (kPa), acceleration record: 2475s3a 85 Figure B.3 Dynamic horizontal effective stress (kPa), acceleration record: 2475s3a 85 Figure B.4 Dynamic vertical effective stress (kPa), acceleration record: 2475s3a 86 Figure B.5 Liquefaction zone, acceleration record: 2475s3a 86 Figure B.6 Horizontal displacement (m), acceleration record: 2475s3a 86 Figure B.7 Vertical displacement (m), acceleration record: 2475s3a 86 Figure B.8 Total displacement (m), acceleration record: 2475s3a 87 Figure B.9 Slope stability, safety factor K = 2.474, acceleration record: 2475s3a 87 Tran Anh Duy – Master Course Analysis of Liquefaction potential and Slope stability of the Right bank of Red river dike subjected to earthquake loading Figure 5.47 Total displacement (m), acceleration record: 2475s1a Figure 5.48 Total displacement (m), acceleration record: 2475s2a Figure 5.49 Total displacement (m), acceleration record: 2475s3a Tran Anh Duy – Master Course 73 Analysis of Liquefaction potential and Slope stability of the Right bank of Red river dike subjected to earthquake loading Table 5.8 Displacement results of Red river dike, section K73+750 Horizontal Vertical Period Acceleration year time history displacement (m) displacement (m) 475 2475 Total displacement (m) R1a 0.06388 -0.002891 0.06388 R2a -0.02432 -0.002182 0.02432 R3a 0.03826 0.003229 0.03827 S1a 0.0477 -0.002361 0.0477 S2a -0.0353 -0.004586 0.0353 S3a 0.02964 0.002706 0.0297 R1a 0.1164 -0.005469 0.1164 R2a -0.06298 -0.004575 0.06298 R3a 0.1066 0.006531 0.1066 S1a 0.07787 0.005668 0.07787 S2a -0.08672 -0.008543 0.08673 S3a 0.07614 0.004892 0.0762 The analysis results show that when earthquake happens, the displacement of dike slope is quite large, which affects severely to the safety of dike foundation and construction on it Therefore, it is necessary to have the earthquake inspection solution and consider the earthquake factor when designing the construction Summary: Based on applying module Quake/W for modeling the Red river dike cross section at Km 73+750, we can determine the potential liquefaction zone due to the strong earthquake and high flood levels As a result of liquefaction zone formation, the soil could exhibit significant deformation which can harm to the dike safety Although the slope stability factors at the downstream of Red river dike are satisfied the allowable safety factor, the risk of soil liquefaction at the river bed is Tran Anh Duy – Master Course 74 Analysis of Liquefaction potential and Slope stability of the Right bank of Red river dike subjected to earthquake loading very high if the strong earthquake happens The warning liquefaction zones for river bed are quite significant corresponding to the different water levels To conclude, using Geostudio software in modeling, we can clarify the possibility of liquefaction and its severe effects to have the suitable solution for preventing and minimizing the consequences of soil liquefaction in Red river dike when earthquake happens Tran Anh Duy – Master Course 75 Analysis of Liquefaction potential and Slope stability of the Right bank of Red river dike subjected to earthquake loading CHAPTER 6: CONCLUSIONS AND RECOMMENDATION 6.1 Achieved results By doing the research, we can understand and analyze clearly about the formation mechanism of liquefaction through experimental study using dynamic triaxial apparatus and numerical modeling method using FEM Application was successfully implemented with the project of right Red river dike from Km73+500 to Km 74+100 Following are main results obtained from this study 6.1.1 Experimental results By implementing a series of Cyclic Undrained Triaxial Tests, we could determine the liquefaction characteristics of soil specimens from Hanoi port such as cyclic stress ratio, excess pore water pressure, axial strain…versus the loading cycles and constructed the relationship diagrams When the number of applied loading cycles and stress amplitude increased, the excess pore water pressure increased rapidly until it reached unity At that time, the effective stress became nearly equals to zero, so the soil shear resistance was reduced, leading to soil liquefaction and existing large deformation The liquefaction resistance curves corresponding different strain and stress criteria (DA>5% and Ru>95%) were established for Red river sand 6.1.2 Modeling results In actual construction, using the above experimental liquefaction results, we can successfully model the Red river dike liquefaction and stability problems subjected to strong earthquake loading with different return periods by applying Finite Element Method The analysis results revealed that: In terms of the earthquake return period of 475 years and 2475 years, for the thick sand layer, Red river dike has been noticed the possibility of liquefaction with the large potential liquefaction zones These liquefaction zones might lead to the Tran Anh Duy – Master Course 76 Analysis of Liquefaction potential and Slope stability of the Right bank of Red river dike subjected to earthquake loading significant deformation, which harms the dike foundation and the construction on it Although the slope stability factor at the downstream ensure the safety condition, the potential risks of soil liquefaction is still very high due to the change of water levels 6.2 Existing problem By virtue of the experimental conditions, the experimental results might not be adequate and clear enough In the process of doing the experiment, I have just done the limited samples for the test due to the limited time Therefore, the calculation of this study will not avoid the shortcomings 6.3 Recommendation The construction on the thick sand layer in Vietnam easily exists the soil liquefaction when earthquakes happen However, the assessment of liquefaction potential has not been considered carefully leading to the potential risks Based on those study results, it is necessary to have the effective solution to prevent the instability of Red river dike in case of earthquake happening such as: installing the monitoring system to forecast the earthquake potential for relocating the residents out of the dangerous areas Moreover, we recommend some methods against liquefaction including: physical methods (thermal, electrochemical, electrical permeability), chemical methods (chemical cement, calcification), mechanical methods (compaction, vibration, sand piles, sand pit) Tran Anh Duy – Master Course 77 Analysis of Liquefaction potential and Slope stability of the Right bank of Red river dike subjected to earthquake loading REFERENCES [1] U.S Department of Interior, U.S Geological Survey website: http://earthquake.usgs.gov [2] Sladen, J.A, D’Hollander, R.D & Krahn, J (1985) The liquefaction of sands, a collapse surface approach Can Geotech J.22, No4,564-578 [3] ASTM (2010), Annual Book of ASTM Standards, Volume 04.08 – Soil and Rock, American Society for Testing and Materials, Philadelphia [4] Golder Associates (2014), Design Guidelines for Dikes, second edition, prepared for Ministry of Forests, Lands and Natural Resource, Operations Flood Safety Section, British Columbia, Canada [5] JGS 0541-2000 “Method for Cyclic Undrained Triaxial Test on Soils” [6] JGS 0520 “Preparation of Soil Specimens of for Triaxial Test” [7] TCVN 9902-2016 “Hydraulic structures – Requirements for river dike design” [8] University of California, San Diego (2013), Handout note “Earthquakes and Plate Boundaries” [9] Geo-Slope International Ltd (2010), Dynamic modeling with QUAKE/W 2007, An Engineering Methodology, 4th edition [10] Geo-Slope International Ltd (2008), Stability modeling with SLOPE/W 2007, An Engineering Methodology, 3rd edition [11] Sanju Bhandari (2015), Liquefaction, Civil Engineering seminar [12] Ehime University (2015), River levee: Liquefaction of soil inside levees [13] Michele Maugeri (2014), Earthquake Geotechnical Engineering Design, p169 Tran Anh Duy – Master Course 78 Analysis of Liquefaction potential and Slope stability of the Right bank of Red river dike subjected to earthquake loading [14] Kramer, S L (1996), Geotechnical Earthquake Engineering, Prentice Hall [15] Tam L.V, Huong N.T, Kieu N.V (2011), Study of liquefaction phenomenon of in-situ material dam caused by earthquake, Scientific Research Report of student, Faculty of Civil Engineering, Thuy Loi University, 76 pages [16] Towhata, I (2008), Geotechnical earthquake engineering, Springer- Verlag Berlin Heidelberg [17] Cao Dinh Trieu (2005), Set up Map of geology and fault line of South East Sea in Vietnam and other surroundings [18] Youd T.L, et al (2001), Liquefaction resistance of soils: summary report from the 1996 NCEER and 1998 NCEER/NCF workshops on evaluation of liquefaction resistance of soils, Journal of Geotechnical and Geoenvironmental Engineering, 127(10), p817-833 [19] Thuy Loi University, TLU (2015), Geotechnical investigation report of the right bank of Red river dike from Km73+500 to Km74+100, code: KC08.23/11-15 [20] Son L.T (2015), Report of Session 5.1 about “Analysis for selecting the earthquake scenario and related input data” The state-funded research program of science and technology: KC08.23/11-15 [21] Prime Minister (May, 2010), Decision No 632/QĐ-TTG about Regulation of water level corresponding to the warning flood level on rivers within the country [22] Michele M & Claudio S (2014), Earthquake Geotechnical Engineering Design, p.169 [23] Stanford University (2014), Seismic Engineering Guidelines, p.4 [24] Eurocode (2011), Design of structures for earthquake resistance Tran Anh Duy – Master Course 79 Analysis of Liquefaction potential and Slope stability of the Right bank of Red river dike subjected to earthquake loading [25] Census Steering Committee on Population and Housing (2010), Census of population and housing in Vietnam in 2009: Full results, Part I: The synthesis, the statistic publisher Tran Anh Duy – Master Course 80 Analysis of Liquefaction potential and Slope stability of the Right bank of Red river dike subjected to earthquake loading ANNOTATION • CSR: cyclic stress ratio = σ d /(2σ’ 3c ) • N: number of cycles • R u : excess pore water pressure ratio • ε a : axial strain (%) • q: deviator stress = σ d (kPa) • p’: median vertical effective stress = (σ’ v +2σ’ h )/3 (kPa) • DA: double amplitude of axial strain • N95: number of cycles to cause the maximum value of the excess pore water pressure during each cycle that is equal to 95% of effective stress σ’ • CP: cell pressure • PWP: pore water pressure Tran Anh Duy – Master Course 81 Analysis of Liquefaction potential and Slope stability of the Right bank of Red river dike subjected to earthquake loading APPENDIX A A Liquefaction results corresponding to 475-year earthquake return period The results of modeling liquefaction correspond to section K73+750 and acceleration time history S3a Figure A.1 Initial horizontal effective stress (kPa), acceleration record: 475s3a Figure A.2 Initial vertical effective stress (kPa), acceleration record: 475s3a Figure A.3 Dynamic horizontal effective stress (kPa), acceleration record: 475s3a Tran Anh Duy – Master Course 82 Analysis of Liquefaction potential and Slope stability of the Right bank of Red river dike subjected to earthquake loading Figure A.4 Dynamic vertical effective stress (kPa), acceleration record: 475s3a Figure A.5 Liquefaction zone, acceleration record: 475s3a Figure A.6 Horizontal displacement (m), acceleration record: 475s3a Figure A.7 Vertical displacement (m), acceleration record: 475s3a Tran Anh Duy – Master Course 83 Analysis of Liquefaction potential and Slope stability of the Right bank of Red river dike subjected to earthquake loading Figure A.8 Total displacement (m), acceleration record: 475s3a Figure A.9 Slope stability, safety factor K = 2.882, acceleration record: 475s3a Tran Anh Duy – Master Course 84 Analysis of Liquefaction potential and Slope stability of the Right bank of Red river dike subjected to earthquake loading APPENDIX B B Liquefaction results corresponding to 2475-year earthquake return period The results of modeling liquefaction correspond to section K73+750 and acceleration time history S3a Figure B.1 Initial horizontal effective stress (kPa), acceleration record: 2475s3a Figure B.2 Initial vertical effective stress (kPa), acceleration record: 2475s3a Figure B.3 Dynamic horizontal effective stress (kPa), acceleration record: 2475s3a Tran Anh Duy – Master Course 85 Analysis of Liquefaction potential and Slope stability of the Right bank of Red river dike subjected to earthquake loading Figure B.4 Dynamic vertical effective stress (kPa), acceleration record: 2475s3a Figure B.5 Liquefaction zone, acceleration record: 2475s3a Figure B.6 Horizontal displacement (m), acceleration record: 2475s3a Figure B.7 Vertical displacement (m), acceleration record: 2475s3a Tran Anh Duy – Master Course 86 Analysis of Liquefaction potential and Slope stability of the Right bank of Red river dike subjected to earthquake loading Figure B.8 Total displacement (m), acceleration record: 2475s3a Figure B.9 Slope stability, safety factor K = 2.474, acceleration record: 2475s3a Tran Anh Duy – Master Course 87 ... Master Course Analysis of Liquefaction potential and Slope stability of the Right bank of Red river dike subjected to earthquake loading The reasons of the selection of Red river dike at Hanoi... Master Course 11 Analysis of Liquefaction potential and Slope stability of the Right bank of Red river dike subjected to earthquake loading CHAPTER 2: LIQUEFACTION ANALYSIS AND SLOPE STABILITY THEORETICAL... Master Course 14 Analysis of Liquefaction potential and Slope stability of the Right bank of Red river dike subjected to earthquake loading 2.3 Modeling the problem of Red river dike – modeling