降雨入滲引發淺層邊坡之變形特徵：破壞前至破壞後階段

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研究生：	阮青山 THANH SON NGUYEN
論文名稱：	降雨入滲引發淺層邊坡之變形特徵：破壞前至破壞後階段 Deformation Characteristics of Unstable Shallow Slopes triggered by Rainfall Infiltration: from Pre-Failure to Post-Failure Stages
指導教授：	鄧福宸 Fuchen Teng 楊國鑫 Kuo-Hsin Yang
口試委員:	林德貴 Der-Guey Lin 林宏達 Horn-Da Lin 楊樹榮 Shu-Rong Yang 楊國鑫 Kuo-Hsin Yang 鄧福宸 Fuchen Teng
學位類別：	博士 Doctor
系所名稱：	工程學院 - 營建工程系 Department of Civil and Construction Engineering
論文出版年：	2020
畢業學年度：	108
語文別：	英文
論文頁數：	335
中文關鍵詞：	變形特徵、降雨引致滑坡、預警系統、物質點法、邊坡破壞前與破壞後、邊坡滑動距離
外文關鍵詞：	Deformation characteristics, Shallow landslide, Rainfall-induced landslide, Early warning systems, Material point method, Pre-failure, Post-failure, Runout distance
相關次數：	點閱：220 下載：0
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降雨引發邊坡淺層崩塌，進而造成嚴重的邊坡災害，危及人民性命、毀損各項基礎設施，皆深刻影響著全球人民的生活，尤其是在熱帶地區的國家，時至今日。預測與控制邊坡變形特徵或崩塌後土體的危害(如：滑動距離), 仍是一項艱鉅的任務，尚未發展出全面性的評估方法，其乃至於涉及各種土壤力學、水力參數、水文因素的影響. 因此，深入探討邊坡從破壞前至破壞後的機制與過程, 建立潛在滑動的預警及辨識方法，以降低邊坡滑動的風險至關重要. 基於前述的動機，本研究運用數值模擬淺層邊坡受降雨入滲導致不穩定, 探討淺層邊坡於破壞前至破壞(pre-failure)後的變形特徵(post-failure stages)。
本研究第一部分，建立一系列滲流與應力耦合分析數值模型，用以研究非飽和土壤受降雨入滲後，受水文條件、水力參數、力學參數等關鍵因素的影響下，邊坡的變形特徵與破壞機制，並著重於邊坡破壞前和破壞階段，在敏感圖分析中，透過量化邊坡破壞前之變形時間、位移量及位移率，加以探討評估不同參數的影響程度，並建立邊坡位移量和位移率分別與安全係數之間的關係，剪應變與空隙水壓之間的關係。研究結果發現，邊坡位移隨時間的變化可分為三階段：穩定、加速變形、臨界狀態，其分別對應於邊坡運動和孔隙水壓發展的各狀態，且邊坡位移與安全係數之間沒有唯一的關係，邊坡的變形特徵明顯受水文與地質的影響。
第二部分採用物質點法(Material Point Method)觀察淺層邊坡之大變形行為，意旨邊坡崩塌後的變形行為與運動行為，首先運用已發表的物理試驗結果驗證模型，而後考慮水文條件、水力參數、力學參數進行參數研究，結果顯示於邊坡坡趾處具有較複雜的力學行為，受到剪切與擠壓的作用產生數個塑性剪切帶。根據敏感性評估結果，邊坡崩塌後之土壤滑動距離與堆積高度，受凝聚力、地下水位高度、飽和滲透率、摩擦係數影響最大，反之，土壤摩擦角對於運動行為的影響最為薄弱，且邊坡之最大表面位移量與土壤滑動距離相當接近。
本研究探討了關於邊坡的破壞機制與變形特徵，為工程應用上提供定量的評估方式及有利的資訊，於邊坡破壞前的變形特徵，能幫助工程師從監測數據判讀邊坡的穩定性，並評估邊坡滑動的可能性；邊坡破壞後的運動行為，則可用於預測崩塌後的影響範圍，進行風險性評估，作為搶救工程的參考依據。

Shallow landslides triggered by rainfall cause significant damage to infrastructure and affect human lives worldwide, especially in tropical regions. Until now, forecasting and controlling the hazard associated with deformation characteristics of the slide mass (i.e., landslide travel distance) have still been a challenging task and not been thoroughly evaluated due to various soil mechanical and hydraulic parameters and hydrological factors involved. Therefore, an in-depth understanding of the mechanism and process of the slope deformation from pre-failure to post-failure stages, as well as establishing early warning/identification methods for potential landslides, are urgent for landslide risk mitigation. Based on the motivation discussed previously, the primary goal of this dissertation is to numerically investigate the deformation characteristics of unstable shallow slopes triggered by rainfall infiltration from pre-failure to post-failure stages.
In the first part of this dissertation, a series of numerical models for the fully coupled hydro-mechanical analysis of unsaturated soil was conducted to investigate the influence of key factors, such as hydrological conditions, soil hydraulic and mechanical parameters, on the failure mechanism and deformation characteristics of shallow slopes upon rainfall at pre-failure and failure stages. The influences of these factors on the timing, magnitude, and rate of slope displacement prior to landslide occurrence were quantitatively evaluated in a sensitivity assessment. Moreover, the relationships of slope displacement magnitude and displacement rate with the factor of safety, and the relationship between shear strain and the porewater pressure were established and assessed. The study found that the changes in slope displacement over time could be divided into three stages, namely the constant, accelerated, and critical deformation stages, which correspond to various states of slope movement and porewater pressure development. No unique relationship between slope displacement and the factor of safety is observed. The numerical results also revealed that the deformation characteristics of slopes could be significantly influenced by various hydrological and geological factors.
In the second part of this dissertation, material point method (MPM) was applied to investigate the post-failure deformation behavior and the kinematic motion of shallow slopes involving large soil deformations. The MPM formulations were first validated using published experimental results. A series of parametric studies on the unstable shallow slopes considering various hydrological conditions, soil hydraulic and mechanical parameters were then conducted to identify influencing factors. The numerical results revealed that the mechanical behavior at the slope toe is complex: the multiple plastic shear bands generated at the slope toe due to the combination of the shearing and compression. The deposition profile of the slopes significantly influenced by all input parameters. Among the parameters mentioned above, sensitivity assessment results showed that the soil cohesion, elevation of the groundwater table, soil saturated permeability, and the friction coefficient had the greatest effect on the runout distance and the kinematic motion of slopes. The soil friction angle has a minor influence on the kinematic behavior of slopes. Additionally, the numerical simulations revealed that the magnitude of maximum surface displacement on the slope and runout are fairly similar.
The findings on the landslide mechanism and slope deformation characteristics at pre-failure and post-failure stages from this study provide a quantitative assessment and insightful information to the engineering practice. The results of the slope pre-failure deformation characteristics facilitate engineers to interpret the slope stability level from monitoring slope displacement data and to identify the landslide potential for early warning. The results of the slope post-failure deformation characteristics assist engineers in evaluating the areas impacted by landslides for risk assessment and it is a premise for design of remedial engineering measures.

TABLE OF CONTENTS
ABSTRACT    i
ACKNOWLEDGEMENTS    i
TABLE OF CONTENTS    v
LIST OF FIGURES    xi
LIST OF TABLES    xxi
NOTATION    xxiii
ABBREVIATION    xxxi
Chapter 1 Introduction    1
1 Background and problem statement    1
2 Research Objectives and Intended Novel Contributions    6
3 Organization of Dissertation    7
Chapter 2 Literature Review    11
1 Basic Term in Unsaturated Soils    11
1.1 Soil suction    11
1.2 Soil-Water Characteristic Curve    12
2 Soil-Water Characteristic Curve Models    17
2.1 Brooks and Corey (1964) model    18
2.2 van Genuchten (1980) - Mualem (1976) model    19
2.3 van Genuchten (1980) - Burdine (1953) model    20
2.4 Fredlund and Xing (1994) model    21
2.5 Estimating SWCC function from particle-size distribution    23
2.6 Shape of the Hydraulic Conductivity Function    25
2.7 Effect of the SWCC on the estimation of unsaturated permeability function    27
3 Effective Stress in Unsaturated Soil    29
4 The Suction Stress Characteristic Curve (SSCCs)    31
5 Relationship between the SWCC and the SSCC    33
6 Shear Strength of Unsaturated Soil    34
6.1 Shear strength based on independent stress variables approach    34
6.2 Shear strength based on effective stress approach    39
7 The Modulus of Elasticity of Unsaturated Soils    40
8 Conceptual Infiltration Models    43
8.1 Wetting band theory by Green-Ampt model    43
8.2 Wetting band theory by Lumb’s equation    44
8.3 Wetting band theory by Pradel-Raad equation    46
8.4 Transient flow in unsaturated soil    47
9 Contribution of Controlling Factors to Slope Failure    48
9.1 Effect of hydraulic properties of soil    48
9.2 Role of antecedent rainfall    50
9.3 Rainfall characteristics    53
10 Landslide Deformation Characteristics    54
10.1 A review of landslide movement patterns    54
10.2 Predicting time-to-failure    60
11 An Overview of Several Approaches for the Establishment of Early Warning    64
11.1 Relationship between rainfall intensity and duration    64
11.2 The change in moisture content of soil    66
Chapter 3 Finite Element Formulation of Fully Coupled Flow and Fundamentals of Material Point Method    69
1 Introduction    69
2 Concept of Coupled and Uncoupled Analysis Formulations    73
3 Governing Equations for Unsaturated Groundwater Flow    75
3.1 Darcy’s Law    75
3.2 Continuity equation    75
3.3 Coupled problem    76
3.4 Hydraulic models    78
3.5 Relative permeability curve    79
4 Constitutive Modeling of Unsaturated Soils    80
4.1 Barcelona Basic model    80
4.2 Mohr-Coulomb model    82
4.3 Strain Softening Mohr-Coulomb model    84
4.4 Hardening Soil model    85
5 Flow Rule    87
5.1 Associated flow rule    89
5.2 Non-associated flow rule    89
6 Shear Strength Reduction Technique (SSR)    89
7 The Material Point Method    91
7.1 One-Phase Single-Point formulation    94
7.2 Two-Phase Single-Point formulation    97
Chapter 4 Deformations Characteristics of Unstable Shallow Slopes triggered by Rainfall Infiltration at Pre-Failure and Failure Stages    101
1 Introduction    102
2 Overview of the Experiment Test    105
2.1  Laboratory experiments    106
2.2  Full-scale and field tests    109
3 Validation for Full-scale Unsaturated Expansive Soil Slope    116
3.1 Model and soil properties    116
3.2 Field instrumentation and artificial rainfall simulation    121
3.3 Effect of cracks    122
3.4 Geometry, initial boundary conditions, and mesh configuration    124
3.5 Simulation Results and Comparision    126
4 Validation for Full-Scale Landslide Flume Experiment    137
4.1 The full-scale model setup    137
4.2 Validation of finite element procedure    140
4.3 Comparison numerical and experimental results    146
5 A Short Discussion of Drained and Undrained behaviour in the Coupled Hydro-mechanical Analysis of Slope under Rainfall Infiltration    151
6 Finite Element Model for Shallow Slope    156
6.1 Characteristics of Residual Soil Slopes    156
6.2 Model configuration    163
6.3 Landslide database    164
6.4 Parametric sensitivity analysis    168
7 Results and Discussion    172
7.1 Deformation characteristics of residual soil slope for baseline case    172
7.2 Parametric study    178
7.3 Sensitivity assessment    186
7.4 Slope deformation with FS    189
Chapter 5 Deformation Characteristics of the Slope at Post-Failure Stage    194
1 Introduction    194
2 Model Validation    199
2.1 Collapse experiment of the aluminum-bar assemblage and simulation    199
2.2 Simulation of Selborne failure experiment    206
2.3 Post-failure runout process of full-scale landslides    214
3 Model Parametric Study    222
3.1 Post-failure characteristics of baseline case    226
3.2 Discussion on the influence of location of phreatic level    228
3.3 Discussion on the influence of hydraulic property    231
3.4 Discussion on the influence of soil mechanical properties    233
3.5 Discussion on the influence of friction coefficient    239
3.6 Sensitivity assessment    241
Chapter 6 Conclusions and Recommendations    244
1 Summary and Conclusions    244
2 Suggestions for Engineering Practice    247
3 Limitations and Recommendation for Future Work    248
REFERENCES    249
LIST OF MY PUBLICATION    249


                                

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