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研究生：	陳思因 Chen, Sih-Yin
論文名稱：	土壤結構互制問題之非線性有限元素分析 Nonlinear Finite Element Analysis of Soil-Structure Interaction Problems
指導教授：	朱聖浩 Ju, Shen-Haw
學位類別：	碩士 Master
系所名稱：	工學院 - 土木工程學系 Department of Civil Engineering
論文出版年：	2010
畢業學年度：	98
語文別：	英文
論文頁數：	116
中文關鍵詞：	非線性、土壤結構互制、有限元素法、地盤放大效應、反褶積運算
外文關鍵詞：	Nonlinearity, Soil-structure interaction, Finite element method, Base amplification effect, Deconvolution method
相關次數：	點閱：148 下載：9
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本論文之主要目的為考慮土壤之材料行為為非線性之下，以三維有限元素網格模擬土壤-結構互制之行為，並比較與考慮土壤材料為線性之差異。本論文將量測得到之加速度資料反算至不同性質土層底部，確認地表計算得來之加速度與量測值近似後，將底層加速度作為震源進行分析。以甲仙地震量測到之加速度為依據，先進行反褶積將地盤放大效應造成之影響消除，再將得到之振動歷時輸入至土壤網格底部進行動態分析。論文中以三種不同高度RC建築作為模擬互制行為之結構，以得知土壤材料行為在不同非線性程度下對於不同樓層高度之建築產生的影響。分析結果顯示當土壤材料行為愈非線性，樓層加速度振幅有變小的趨勢，但由於在結構物基底的振動歷時相當接近，因此整體而言線性與非線性之結果差異不大。

The main purpose of this thesis is to perform the soil-structure interaction analysis by three-dimension finite element meshes in the consideration of the nonlinearity for the soil behavior and to compare with the results of linear soil behavior. This study transfer the measured seismic accelerations to mesh bottom in different soil medium, make sure that different seismic loads induce similar surface accelerations, and then apply the seismic loads for analyzing. The acceleration of Jiaxian earthquake measured in Shanhua is a basis for this thesis. In accordance with this acceleration, the deconvolution method is used to eliminate the effect of the base amplification. There are three kinds of height RC buildings which are discussed for simulating the interaction behavior in the thesis. From the cases in the study, the influences of buildings with different height caused by different nonlinear extent of the soil behavior will be specified. The analyzing results show that the amplitudes of floor accelerations have a trend of decreasing when the nonlinear soil is considered. However, the acceleration histories at the structural base are similar such that the results of linear and nonlinear analysis are imperceptible generally.

Content
摘要	I
ABSTRACT	II
誌謝	III
CONTENT	IV
LIST OF TABLE	VII
LIST OF FIGURE	VIII
CHAPTER 1  INTRODUCTION	1
1.  BACKGROUND AND PROPOSE	1
2.  LITERATURE REVIEW	2
3  BRIEF ACCOUNT OF RESEARCH	11
CHAPTER 2  THEORY ILLUSTRATION	13
1.  INTRODUCTION	13
2.  ISOPARAMETRIC FORMULATION [37]	14
2.1.  Isoparametric Elements	14
2.2.  Bilinear and Quadratic Quadrilaterals	16
2.3.  Hexahedral Isoparametric Elements	18
3.  THE YIELD CRITERION [38]	19
3.1.  Tresca Yield Criterion (1864)	20
3.2.  Von Mises Yield Criterion (1913)	21
3.3.  Mohr-Coulomb Yield Criterion	22
3.4.  Drucker-Prager Yield Criterion	24
4  CAP MODEL [43]	25
5 FINITE ELEMENT FORMULATION FOR LARGE DEFORMATION[43]	28
6  NEWMARK’S METHOD[39]	31
6.1.  Basic Procedure	32
6.2.  Newmark’s Method for Linear System	33
6.3 Newmark’s Method for Nonlinear System	35
7  FAST FOURIER TRANSFORM (F.F.T.)[40]	37
CHAPTER 3  THE PROGRAMS AND CASES	52
1.  INTRODUCTION	52
2.  PROGRAMS FOR FINITE ELEMENT ANALYSIS	52
2.1.  The Program, AE	53
2.2.  The Program, AD	53
2.3.  The Program, AB	54
2.4.  The Program, AN	54
2.5.  The Program, VASJAPAN	55
3.	PROCEDURE OF THE ANALYSIS	55
4.  ILLUSTRATION OF MESHES	56
4.1.  Illustration of Building Mesh	57
4.2.  Illustration of Soil Mesh	57
5.  CASES INTRODUCTION	58
CHAPTER 4  SEISMIC RESPONSE ANALYSIS	69
1.  INTRODUCTION	69
2.  FINITE ELEMENT MODEL	69
3.	GENERATION OF GROUND MOTION	71
3.1  Deconvolution Method	71
3.2.  Generation Results	73
3.3.  Conclusions for the Generation of Ground Motion	75
4.  SEISMIC ANALYTIC RESULTS	76
4.1.  Free-Field Responses	77
4.2.  Floor Responses	77
4.3.  Maximum Floor Accelerations	80
5.  CONCLUSIONS	81
CHAPTER 5  CONCLUSIONS AND FUTURE WORKS	100
1.  CONCLUSIONS	100
2.  FUTURE WORK	101
REFERENCES	103
APPENDIX   FINITE ELEMENT ANALYTIC PROGRAMS	109
自述	116

                                    

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