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姓名 黎亞迪(Bakhtiar Cahyandi) 查詢紙本館藏 畢業系所 土木工程學系 論文名稱 含單粉土層之砂土地盤於強震作用下之受震反應
(SEISMIC RESPONSE OF A SANDY STRATUM WITHA SILT LAYER UNDER STRONG GROUND MOTIONS)相關論文 檔案 [Endnote RIS 格式]
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摘要(中) 具液化潛能的砂土層中有可能存在一層滲透係數低的粉土層，於地震作用下在粉土層底部會產生具有高孔隙水壓的水膜。從大地工程的觀點而言，此一水膜會造成地層，尤其是傾斜地層，的滑動。本研究的目的在利用數值模擬的方式闡明P波和S波抵達時間差，具不同特性之地震動以及粉土層在某一時間發生開裂等對含有單一粉土層且具液化潛能的砂土層之受震反應的影響。
本研究採用三維有效應力有限元素程式。首先以離心機試驗的結果進行驗證該程式的正確性，然後建立了14組分析模式，其中八組用來了解P波和S波抵達時間差和具不同特性之地震動的影響，剩下的六組則是用來探討粉土層在某一時間發生開裂時對含有單一粉土層且具液化潛能的砂土層之受震反應的影響。本研究使用了三個真實地震的歷時記錄和一個在離心機試驗箱底部量測到的諧和震動歷時。分析的結果以地表的水平位移與沉陷以及孔隙水壓呈現。
對於三維土層模型受到單一方向的地震作用時，諧和地震歷時會造成比實際地震較大的反應，顯示以諧和地震歷時來預測反應時會比較保守。粉土層的開裂會使該土層底部的高超額孔隙水壓以較快的速率消散而導致較大的沉陷。粉土層的開裂也會造成上面土壤的超額孔水壓突然增加，而下面土壤的超額孔水壓突然降低，如此使得粉土層上面的土壤的超額孔隙水壓會較沒開裂者為大，也因此有可能使原本粉土層沒開裂時不會液化的上層土壤液化，至於粉土層下面的土壤則呈現相反的趨勢。此外，與不開裂的情形比較，粉土層的開裂會使得粉土層底部的土壤的超額孔隙水壓散速率增快，但此速率隨深度而遞減。
摘要(英) The presence of silt layer with small permeability may exist in the liquefiable sandy ground and can produce the water film beneath silt layer with high pore water pressure under earthquakes. From the geotechnical point of view, the water film can cause instability of ground especially for slope ground. The objectives of this study is to clarify the effects of interval of P-wave and S-wave arrival, input motions with different of characteristics and crack inside the silt layer at certain time on the seismic responses of ground of liquefiable sand stratum with a silt layer through numerical simulations.
A nonlinear 3D effective stress finite element program was used in this study. Its validity was first validated by comparing with centrifuge results. Then, a total of 14 models were constructed; eight of the models were used to gain a better understanding the effect of interval of P-wave and S-wave arrival and input motions with different characteristics and the remaining six models were used to investigate the effect of possible crack inside silt layer at certain time on the seismic responses of ground of liquefiable soil sand stratum. Three real earthquakes with different characteristics and one harmonic loading measured in a centrifuge test were used in this study. Horizontal displacement and settlement on the surface and excess pore water pressure were presented for all models.
For 3D model with 1D input motion, in general, the response behavior of liquefiable soil stratum by using Harmonic input is much larger than that by using the real earthquakes, meaning that the prediction by using Harmonic input is very conservative. The crack in the silt layer can lead to the larger settlement due to the faster dissipation of EPWP beneath the silt layer and the breakage of silt layer can lead to the sudden decrease in EPWP in the soil beneath the silt layer and sudden increase in EPWP in the soil above the silt layer; such a phenomenon may cause the soil above the silt layer to have the larger EPWP and that below the silt layer to have smaller EPWP. Sometimes the upward movement of pore water may cause the soil to liquefy, which will not occur without the breakage of silt layer. The crack in the silt layer leads to the faster dissipation of EPWP below the silt layer; such faster dissipation progresses from the location beneath the silt layer to the bottom of the soil stratum.
關鍵字(中) ★ 液化
★ 開裂
★ 數值模擬
★ 有效應力分析
★ 粉土層關鍵字(英) ★ liquefaction
★ numerical simulation
★ effective stress analysis
★ silt layer
★ crack論文目次 摘 要 i
ABSTRACT ii
ACKNOWLEDGEMENTS iii
LIST OF CONTENTS iv
LIST OF TABLES vi
LIST OF FIGURES vii
NOTATIONS xi
CHAPTER 1. INTRODUCTION 1
1.1. Background 1
1.2. Research Objectives 2
1.3. Structures of Thesis 2
CHAPTER 2. LITERATURE REVIEW 3
2.1. Introduction 3
2.2. Liquefaction 3
2.2.1. Definition of Liquefaction 3
2.2.2. Liquefaction Mechanism 3
2.2.3. Liquefaction Hazard 4
2.2.4. Site Investigation 5
2.2.5. Susceptibility of Liquefaction 7
2.3. Liquefaction on non-uniform Soil Stratum (Intralayers of Silt Case) 8
2.4. Phenomenon of Crack Layer in Liquefaction 10
CHAPTER 3. NUMERICAL FORMULATION 12
3.1. Introduction 12
3.2. Basic Equation of Motion for Porous Media 12
3.3. Description of Cap Model and Pore Pressure Model 14
3.4. Numerical Integration 19
CHAPTER 4. VERIFICATION AND VALIDATION 20
4.1. Introduction 20
4.2. Model Description 20
4.2.1. Description of Centrifuge Test 20
4.2.2. Description of Numerical Model 21
4.3. Discussion of Numerical Simulation Result for Pure Silt and Pure Silt with 45 Sand Stone Columns 21
4.3.1. Settlement 21
4.3.2. Excess Pore Water Pressure 23
CHAPTER 5. NUMERICAL RESULTS AND DISCUSSIONS 25
5.1. Introduction 25
5.2. Effect of Interval between P-wave and S-wave Arrival 25
5.2.1. Input Motion Description 25
5.2.2. Model Description 26
5.2.3. Result and Discussion 26
5.2.4. Summary 27
5.3. Effect of Input Motion 27
5.3.1. Input Motion Desription 28
5.3.2. Results and Discussions 28
5.3.3. Cause of Rebound in Settlement 32
5.3.4. Summary 33
5.4. Effect of Crack Element inside Silt Layer at Certain Time 34
5.4.1. Model Description 34
5.4.2. Input Motion Description 34
5.4.3. Results and Discussion 35
5.4.4. Summary 38
CHAPTER 6. CONCLUSIONS AND RECOMMENDATIONS 39
6.1. Conclusions 39
6.2. Recommendations 40
REFERENCES 41
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3. Olson S.M., Stark T.D. (2002), “Liquefied Strength Ratio from Liquefaction Flow Failure Case Histories”, Canadian Geotechnical Journal, Vol. 39, pp. 629-647
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