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 The research content and results in this master thesis are honest and unpublished in any previous form or not overlapped with any dissertation.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 16", 2016 Signature Tran Anh Duy Tran Anh Duy — Master Course Analysis of Liquefaction potential and Slope stability ofthe Right bank of Red river dike subjected to earthquake loading ACKNOWLEDGEMENT 1 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 Academie Affairs of Thuy Loi University and University of Liege for giving me the golden chance to apply the Mse. Program in major of Sustainable Hydrauli ructure 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.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 fo earthquake loading TABLE OF CONTENTS CHAPTER I: INTRODUCTION.
The theoretical basis of liquefaction 1. Liquefaction ofriver dikes 1.2, The situation of earthquake problem and dike system in Vietnam.3, Past studies related to the problem and area 1.6, Organization of thesis CHAPTER 2: LIQUEFACTION ANALYSIS AND SLOPE STABILITY ‘THEORETICAL BASIS 2. Overview of analysis methods 2.3, Modeling the problem of Red river dike ~ modeling method 2. Overview of modeling method.
Modeling the problem 2. Output of modeling CHAPTER 3: TEST MATERIAL, APPARATUS, PROCEDURE AND OUTPUT PARAMETERS. Dynamic triaxial apparatus 23 Tran Anh Duy ~ Master Course Analysis of Liquefaction potential and Slope stability oƒ the Right bank of Red river dike subjected fo earthquake loading 33.2, Water supply and Pressure supply 26 4. Carbon dioxide (COs) pervasion.
Desair water supply + 3. Cyclic undrained loaling 29 3.4, Output parameters 2 CHAPTER 4: TEST RESULTS AND DISCUSSION 4. Discussion 4 CHAPTER 5: LIQUEFACTION MODELING OF RED RIVER DIKE AND SLOPE STABILITY ANALYSIS. General overview of study area 46 3.
Peak ground acceleration % 5. Modeling liquefaction and slope stability results sĩ 5. Displacement 70 Tran Anh Duy ~ Master Course Analysis of Liquefaction potential and Slope stability oƒ the Right bank of Red river dike subjected fo earthquake loading CHAPTER 6: CONCLUSIONS AND RECOMMENDATION. 78 ANNOTATION, 81 APPENDIX A, 82 APPENDIX B 85 Tran Anh Duy ~ Master Course Analysis of Liquefaction potential and Slope stability ofthe 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) .2 The mechanism of liquefaction (Bhandari, 2015) 2 Figure 1.3 Schematic illustration of mechanism of liquefaction inside a levee (Maugeri, 2014) 4 Figure 1.4 Tokachi earthquake, 2003 (Ehime University, 2015) 4 Figure 1.5 Tohoku earthquake, 2011 (Japan) (Ehime University, 2015) 5 Figure 1.6 Map of fault system of South East Sea area (Cao Dinh Trieu, 6 Figure 2.1 Factor of safety versus time during the earthquake 16 Figure 2.2 Modeling of problem for section K73+750 7 Figure 23 Diagram of model parameters for each soil layer.4 Diagram of modeling intial stress problem, 19 Figure 2.5 Diagram of modeling dynamic problem.
Diagram of modeling dike slope stability subjected toearthquake loading.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.2 Cyclic Triaxial Apparatus DTC ~ 367D, SEIKEN Japan.3 Sand specimen preparation 25 Figure 3.4 Water supply and Pressure supply for specimen inside the triaxialcel,.5 The system of CO, gas tank and controller 1 Figure 3.6 Stresses on the specimen 30 Figure 4.1 Soil particle distribution curve of a typical sample from s analysis.2 Relationship between Cyclic Stress Ratio and Number of Loading Cycles.3 Relationship between Excess Pore Water Pressure Ratio and Number of Loading Cycles 34 Figure 4.4 Relationship between Axial Stain and Number of Loading Cycles 35 Figure 4.5 Relationship between Deviatorie Stress and Mean Effective Principal Stress.35 Tran Anh Duy ~ Master Course Analysis of Liquefaction potential and Slope stability ofthe 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 Striin. Relationship between Cyelic Stress Ratio and Number of Loading Cyeles.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 Stess 38 Figure 4.12 Relationship between Deviatoric Stress and Axial Strain 39 Figure 4.13 Relationship between ‘cess Pore Water Pressure Ratio and Axial Strain .14 Relationship between Cyclic Stress Ratio and Number of Loading Cycles.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 Deviatorie Stress and Mean Effective Principal Stress 41 Figure 4.18 Relationship betveen Deviatorie Stress and Axial Strain a2 Figure 4.19 Relationship between Excess Pore Water Pressure Ratio and Axial Strain .20 Schematic Definition of the Number of Cycles Ne for the Specified DA value 44 Figure 4.21 Liquefaction curve of soil samples from Hanoi harbor area 4 igure 5.1 Location of the research Red River Dike, Km73+500 ~ Km74+100 46 Figure 5.2 Ge vai Plan of Red river dike and location of cross-section and boring holes (TLU, 2015).5 Section Km74+100 (TLU, 2015) 48 Figure 5.6 Acceleration time histories (ATH) with retum period of T475 years 5 Tran Anh Duy ~ Master Course Analysis of Liquefaction potential and Slope stability ofthe Right bank of Red river dike ‘subjected to earthquake loading Figure 5.7 Accel eration time histor swith return period of T475 y ars for initial 10 second 5s 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: 475rla 7 Figure 5.11 Liquefaction zone, T = 475 years, acceleration record: 475124.12 Liquefaction zone,T = 475 years, acceleration recond: 475:3a 58 igure 5.13 Liquefaction zone, T = 475 years, acceleration record: 475314 38 Figure 5.14 Liquefaction zone,T= 475 years, acceleration record: 475424 5 Figure 5.15 Liquefaction zone, T = 475 years, acceleration record: 475434 9 Figure 5.16 Liquefaction zone, T = 2475 years, acceleration record: 2475rla 39 Figure 5.17 Liquefaction zone, T = 2475 years, acceleration record: 2475124, 9 Figure 5.18 Liquefaction zone,T= 2475 years, acceleration record: 247513 0 Figure 5.19 Liquefaction zone, T= 2475 years, acceleration record: 2475914 0 Figure 5.20 Liquefaction zone, T = 2475 years, acceleration record: 2475s2a 0 Figure 5.21 Liquefaction zone, T= 2475 years, acceleration record 61 Figure 5.22 Liquefaction zone, T = 475 years, acceleration record: 475s3a, WL: +10.23 Liquefaction zone, T = 2475 years, acceleration record: 475s3a, WL: +13.24 Liquefaction zone, T = 2475 years, acceleration record: 2475s3a, WL: +105 683 Figure 5.25 Liquefaction zone, T = 2475 years, acceleration record: 247533a, WL: +13.26 Slope stability, safety factor K = 2.27 Slope stability, safety factor K = 2,863, acceleration record: 47512a.28 Slope stability, safety factor K = 2.29 Slope stability, safety factor K = 2.737, acceleration record: 475914 66 Figure 5.30 Slope stability, safety factor K = 2.94, 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 ofthe Right bank of Red river dike ‘subjected to earthquake loading Figure 5.32 Slope stability, safety factor K = 2.613, acceleration record: 2475rla.33 Slope stability, safety factor K = 2.34 Slope stability, safety factor K = 2,610, acceleration record: 2475134.35 Slope stability, safety factor K = 2.697, acceleration record: 24758la.36 Slope stability, safety factor K = 2.37 Slope stability, safety factor K 74, acceleration record: 241593a.38 Total displacement (m), acceleration record: 475r1a 70 Figure 5.39 Total displacement (m), acceleration record: 475/24 70 Figure 5.40 Total displacement (mm), acceleration record: 415r3a 70 igure 5 41 Total displacement (m), acceleration record: 475914 7 Figure 5.42 Total displacement (m), acceleration record: 475:2a 1 Figure 5.43 Total displacement (m), acceleration record: 475838 n Figure 5.44 Total displacement (m), acceleration record: 2475rla n Figure 5.45 Total displacement (mm), acceleration record: 2475:2a n Figure 5.46 Total displacement (m), acceleration record: 2475:3a n Figure 5.47 Total displacement (m), acceleration record: 2475914 7 Figure 5.48 Total displacement (m), acceleration record: 2475524 B Figure 5.49 Total displacement (m), acceleration record: 2475338 B APPENDIX FIGURES.1 Initial horizontal effective stress (KPa), acceleration record: 47533a 2 Figure A.2 Initial vertical effective stress (kPa), acceleration record: 475s3a sa Figure A.3 Dynamic horizontal effective stress (KPa), acceleration record: 47593a.4 Dynamic vertical effective sess (kPa), acceleration record: 475s3a 83 Figure A.5 Liquefaction zone, acceleration record: 475834 83 Figure A.6 Horizontal displacement (m), acceleration record: 475334 83 Figure A.7 Vertical displacement (m), acceleration record: 475s3a 83 Figure A.8 Total displacement (m), acceleration record: 475934 4“ Figure A.9 Slope stability, safety factor K = 2. 84 Tran Anh Duy ~ Master Course Analysis of Liquefaction potential and Slope stability ofthe Right bank of Red river dike ‘subjected to earthquake loading Figure B.1 Initial horizontal effective stress (kPa), acceleration record: 2475332 85 Figure B.2 Initial vertical effective stress (KPa), acceleration record: 2475s3a, $5 Figure B.3 Dynamic horizontal effective stress (KPa), acceleration record: 2475s3a 85 Figure B.4 Dynamic vertical effective stress (kPa), acceleration record: 2475s3a, $6 Figure B.5 Liquefaction zone, acceleration record: 2475s3a.6 Horizontal displacement (m), acceleration record: 2475534.7 Vertical displacement (m), acceleration record: 247583, $6 Figure B.8 Total displacement (m), acceleration record: 2475534 87 Figure B.9 Slope stability, safety factor K 474, acceleration record: 2475534. 87 Tran Anh Duy ~ Master Course Analysis of Liquefaction potential and Slope stability ofthe Right bank of Red river dike ‘subjected to earthquake loading LIST OF TABLES Table 3.1 Saturation degi ulation 28 Table 3.2 Necessary diagrams for the analysis of triaxial test 31 Table 4.1 Soil particle distribution table from sieve analysis (ASTM D422-63) 32 ‘Table 4.2 Input data from 4 samples of the harbor soil.3 Analysis data from 4 samples of the harbour soil 4 ‘Table 5.1 Soil properties of each layers 52 ‘Table 5.2 Peak Ground Acceleration (PGA) value of the return period of 475 years at the boring holes 4 ‘Table 5.3 Peak Ground Acceleration (PGA) value of the return period of 2475 years at the boring holes 54 ‘Table 5.4 Liquefaction calculation results of Red river dike, section K73+750, 6t Table 5.5 The water level corresponding to the warning level at Hanoi river đike.6 Liquefaction potential results corresponding to different water levels at Hanoi river dike 6 Table 5.