The Influence of Rainfall on the In-Situ Backfill Soil of Mechanically Stabilized Earth Wall

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研究生：	湯傑瑞 Jerry - Franky Tonio Panggabean
論文名稱：	The Influence of Rainfall on the In-Situ Backfill Soil of Mechanically Stabilized Earth Wall The Influence of Rainfall on the In-Situ Backfill Soil of Mechanically Stabilized Earth Wall
指導教授：	李咸亨 Hsien-Heng Lee
口試委員:	陳樹群 none 杜昀 none 卿建業 none
學位類別：	碩士 Master
系所名稱：	工程學院 - 營建工程系 Department of Civil and Construction Engineering
論文出版年：	2007
畢業學年度：	95
語文別：	英文
論文頁數：	291
中文關鍵詞：	MSEW 、FLAC 、Rainfall 、Wall face displacement 、Pressure 、construction sequence
外文關鍵詞：	MSEW, FLAC, Rainfall, Wall face displacement, Pressure, construction sequence
相關次數：	點閱：190 下載：14
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上一筆

The investigation of the rainfall as one of the many factors that effects the behavior of four in situ Mechanically Stabilized Earth Wall (MSEW), namely S-Wall, F-Wall, SI-Wall and FI Wall, is presented in this thesis. This investigation is carried out by performing the simulation of the in situ MSE walls. A finite difference based program, named FLAC is utilized for this purpose.
FLAC uses strain softening model to simulate the soil behavior. Linear elastic is assumed for reinforcement material. The interface is simulated through the shear interface provided by FLAC. Compaction is simulated by applying uniform pressure to the soil surface at each stage. The simulation is carried out stage by stage (i.e. construction sequence is included). Rainfall that generates pore pressure in soil is simulated by two ways: by assuming the forming of the water table in soil (case I) and by applying the rainfall intensity, represented as the uniform discharge, directly to the soil surface (case II). A construction technique is also simulated in the walls by applying the uniform horizontal pressure to the wall face.
Presented in the results are the displacement profiles obtained from the simulations. These profiles then are compared to the displacement profiles recorded in the field measurements. The simulations give good agreement with the field measurement results.
To highlight the influence of some factors to the behavior of the MSE wall, a series of parametric analysis is performed. Factors such as weight of compactor, compaction distance, reinforcement stiffness, and rainfall play a dominant role in governing the behavior of the MSE-wall.

Table of Content


List of Figures………………………v
List of Tables………………………xv
Acknowledgements…………………………xviii

Chapter 1 Introduction …………………1
1 General  ………………………………1
2 Research Objectives  ………………2
3 Outline of Thesis  …………………2

Chapter 2 Literature Review  …………3
1 Introduction …………………………3
2 Components of Reinforced Soil
Structures ……………………………4
2.1 Foundation soil  …………………4
2.2 Backfill ……………………………5
2.3 Reinforcement  ……………………6
2.4 Facing ………………………………6
3 Stress Transfer Mechanism and
Failure Types of Geosynthetic
Reinforced Soil  ……………………7
3.1 Stress Transfer Mechanism  ……7
3.1.1 Friction …………………………7
3.1.2 Passive Resistance ……………8
3.2 Failure Types of Geosynthetic
Reinforced Soil Structure  ……9
3.2.1 External Failure ………………9
3.2.2 Internal Failure  …………10
3.2.3 Overall/Compound Failure  …10
3.2.4 Facing Failure  ………………10
4 Analysis of Reinforced Soil
Structure in Static Condition …11
4.1 Experimental Studies  …………11
4.1.1 Laboratory Test ………………12
4.1.2 Full Scale Wall ………………15
4.2 Analytical Approach ……………17
4.2.1 Stability Analysis  …………18
4.2.1.1 Limit Equilibrium Analysis 18
4.2.1.2 Strain Compatibility
Analysis ………………………21
4.2.1.3 Limit Analysis ………………23
4.2.2 Deformation Analysis …………24
4.2.3 Numerical Analysis ……………26
5 Review of Numerical Analyses of
GRS Wall in Static Condition ……27
5.1 Finite Element-Based Program …28
SSCOMP  …………………………………28
SAFE  ……………………………………29
DASCAR  …………………………………29
DSD-SST-2D  ……………………………30
AFENA ……………………………………30
M-CANDE …………………………………31
CRISP ……………………………………31
ABAQUS  …………………………………32
GOLIATH …………………………………33
GEOFEM …………………………………33
DIANA  …………………………………34
SOIL-STRUCT  …………………………34
ROSALIE  ………………………………35
5.2 Finite Difference-Based Program 35
FLAC ………………………………………35

Chapter 3 Embankment Description  ……37
1 Wall Geometry …………………………37
2 Soil Properties ………………………37
3 Reinforcement Properties  …………38
Chapter 4 Numerical Analysis  …………39
1 FLAC Introduction ……………………39
2 Ground Water Analysis in FLAC ……40
3 Numerical Model ………………………45
3.1 Model Description …………………45
3.1.1 Model Geometry  …………………45
3.1.2 Boundary Condition  ……………46
3.1.3 Grid generation …………………47
3.2 Construction Sequence ……………48
3.3Soil Model ………………………49
3.3.1Background ………………………49
3.3.2 Determination of Input
Properties  ………………………49
3.4 Reinforcement Modeling  …………51
3.4.1 Reinforcement Arrangement ……51
3.4.2 Determination of Input
Properties  ………………………52
3.5 Compaction Modeling ………………53
3.6 Rainfall Modeling …………………54
3.6.1 Modeling  …………………………54
a. Static Simulation  ……………………55
b. Transient Simulation …………………55
3.6.2 Determination of Input
Properties  ………………………57
3.7 Unbalanced forced …………………59
3.8 Some Construction Techniques
that Influence the Wall Face
Displacement ……………………60
4 A Parametric Study of Reinforced
Soil Retaining Wall ………………61

Chapter 5 Results and Discussions ……63
1 Introduction  …………………………63
2 Comparison of Numerical Analysis
and Field Measurement ………………63
2.1 S-Wall Simulation …………………64
2.2 F-Wall Simulation …………………68
2.3 SI-Wall Simulation  ………………71
2.4 FI-Wall Simulation  ………………74
2.5 Development of Pore Pressure  …76
2.5 Summary ………………………………78
3 A Parametric Study Results  ………80
3.1 Effect of Weight of Compactors  80
3.2 Effect of Number of Roller
Pass, N ………………………………81
3.3 Effect of the Combination of
Weight of Compactor and
Number of Pass …………………… 82
3.4 Effect of Distance of
Compaction from the Wall Face …83
3.5 Effect of Staying Distance
of Compactor ……………………… 83
3.6 Effect of Reinforcement
Strength  ……………………………84
3.7 Effect of Reinforcement
Stiffness ……………………………84
3.8 Effect Distance of Secondary
Reinforcement from the WallFace 85
3.9 Effect of Pore Pressure …………85
3.10 Summary  ……………………………86

Chapter 6 Conclusions and Suggestions 89
References  …………………………………91
Appendix—Codes and Results Files of
FLAC Models …………………………………291

                                

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