系統識別號 | U0002-1408201914200700 |
---|---|
DOI | 10.6846/TKU.2019.00357 |
論文名稱(中文) | 垂直動荷載作用下樁筏基礎的有限差分分析 |
論文名稱(英文) | Finite Difference Analysis For Piled Raft Foundation under Vertical Dynamic Loading |
第三語言論文名稱 | |
校院名稱 | 淡江大學 |
系所名稱(中文) | 土木工程學系碩士班 |
系所名稱(英文) | Department of Civil Engineering |
外國學位學校名稱 | |
外國學位學院名稱 | |
外國學位研究所名稱 | |
學年度 | 107 |
學期 | 2 |
出版年 | 108 |
研究生(中文) | 蔣翠莎 |
研究生(英文) | Tricia John |
學號 | 607385019 |
學位類別 | 碩士 |
語言別 | 英文 |
第二語言別 | |
口試日期 | 2019-07-26 |
論文頁數 | 71頁 |
口試委員 |
指導教授
-
張德文(dwchang@mail.tku.edu.tw)
委員 - 葛宇甯(louisge@ntu.edu.tw) 委員 - 洪勇善(yshong@mail.tku.edu.tw) |
關鍵字(中) |
樁筏基礎 有限差分分析 動態加載 |
關鍵字(英) |
piled raft foundation finite difference analysis dynamic loading |
第三語言關鍵字 | |
學科別分類 | |
中文摘要 |
本研究透過修改WERAFT-S (Wave Equation Analysis for Raft Foundation - Statics) 分析開發動態荷載條件下的有限差分分析。 此三維模型包含二維筏基的變形和一維基樁的變形,在時域中進行分析得到各種穩態荷載下筏基的位移量,進而分析樁筏基礎位移,分析結果並與三維分析軟體Midas GTS NX進行比較。 在本研究中,彈簧和阻尼器之模型選取皆有頻率相依 (frequency-dependent) 及頻率不相依 (frequency-independent) 的情況,上述兩種皆應用於模擬土壤。 所建議的分析能夠得到與有限元素法分析相似的位移量。 本研究未考慮樁與樁的互制效應。 研究結果發現,目前的分析模型在基礎共振的模擬上仍有限制。 |
英文摘要 |
In this study a finite difference analysis toolkit is developed by modifying the WERAFT-S (Wave Equation Analysis for Raft Foundation - Statics) analysis for use in dynamic loading conditions. This three-dimensional model considers the two dimensional deformations of the raft and the one-dimensional deformations of the piles. The analysis is performed in the time domain to determine the displacement of a raft foundation and subsequently a piled raft foundation, under various steady state loads. Validation of the proposed analysis model is carried out by performing a three dimensional analysis using Midas GTS NX. Frequency-dependent and frequency-independent spring and dashpot models have been used to model the soil in this study. The proposed analysis is able to determine the order of displacement of similar magnitude as the finite element analysis. Pile to pile interaction effects have not been considered in this study. It was found that the current model is limited in its capacity to reveal the resonance of the foundation. |
第三語言摘要 | |
論文目次 |
Table of Contents Abstract I Acknowledgement III List of Figures VI List of Tables IX Chapter 1 Introduction 1 1.1 Research Motivation and Objective 1 1.2 Research Method 2 1.1 Research Contents 4 Chapter 2 Literature Review 5 2.1 Raft Foundation Analysis 5 2.2 Piled Raft Foundation Analysis 6 2.3 Foundation Subject to Dynamic Loading 9 2.4 Pile Stiffness 12 2.5 Kirchhoff-Love Hypothesis 13 2.6 Summary 13 Chapter 3 Theory and Method 15 3.1 Theory 15 3.2 Governing Equation 16 3.3Nodal Equations 17 3.4 Raft Displacement Analysis: WERAFT-D 25 3.5 Piled Raft Displacement Analysis: WEAPR-D 26 3.6 Finite Difference Model 29 3.6.1 Finite Difference Model- Raft Only 30 3.6.2 Finite Difference Model - Piled Raft 32 3.7 Finite Element Model 33 3.7.1 Finite Element Model- Raft Only 33 3.7.2 Finite Difference Model- Piled Raft 36 3.8 Material Parameters 38 Chapter 4 Results 39 4.1 Raft Displacement 39 4.1.1 Raft Displacement: WERAFT-D 41 4.1.2 Raft Displacement- WERAFT-D vs. FEM Comparison 44 4.1.3 Raft Displacement- Finite Element on Linear Springs 49 4.2 Piled Raft Displacement: WEAPR-D 51 Chapter 5 Conclusion 61 5.1 Discussion and Conclusion 61 5.2 Limitations and Suggestions 62 References 63 Appendix A 67 Appendix B 68 Appendix C 70 List of Figures Figure 1-1 Research Structure Diagram 3 Figure 2-1 Plate on Springs Model on Winkler Springs 6 Figure 2-2 Plate-Beam-Springs Modelling of a Piled Raft Foundation 8 Figure 2-2a Kitiyodom and Matsumoto (2002) 8 Figure 2-2b Randolph (1994) 8 Figure 2-3 Wolf (1995) Simplified Model 10 Figure 2-2a Disk on surface of half-space with truncated semi-infinite translational cone 10 Figure 2-2a Discrete-element model (lumped-parameter) for translational cone 10 Figure 3-1 Discretized Raft Model on Linear Springs 15 Figure 3-2 Single Pile Equilibrium Model 26 Figure 3-3 Discretized Pile Model 29 Figure 3-4 WERAFT-D Raft Model 30 Figure 3-5 WERAFT-D Discretized Raft Model 31 Figure 3-6 WEAPR-D Piled Raft Model 32 Figure 3-7 Finite Element Meshing 34 Figure 3-7a Isometric View 34 Figure 3-7b Top View 34 Figure 3-8 Finite Element Model Boundary Constraints 36 Figure 3-9a 3-D Finite Element Pile Model 36 Figure 3-9b 3-D Finite Element Piled Raft Model 36 Figure 3-10 Piled Raft Foundation 3-D Finite Element Mesh 37 Figure 4-1 Surface Raft Foundation 39 Figure 4-2 Raft Foundation Discretization 41 Figure 4-3a Raft Foundation Displacement vs. Frequency- Lysmer (1965) 42 Figure 4-3b Raft Foundation Displacement vs. Frequency- Gazetas (1991) 42 Figure 4-3c Raft Foundation Displacement vs. Frequency- Wolf (1995) 43 Figure 4-4 Finite Element Model Dimension 45 Figure 4-5 FEM Raft Foundation Displacement vs. Frequency 45 Figure 4-6a WERAFT-D vs. FEM Comparison (Model R1) - Vs=120m/s 46 Figure 4-6b WERAFT-D vs. FEM Comparison (Model R1) - Vs=150m/s 47 Figure 4-6c WERAFT-D vs. FEM Comparison (Model R1) - Vs=180m/s 47 Figure 4-7a WERAFT-D vs. FEM Comparison (Model R2) - Vs=120m/s 48 Figure 4-7b WERAFT-D vs. FEM Comparison (Model R2) - Vs=150m/s 48 Figure 4-7c WERAFT-D vs. FEM Comparison (Model R2) - Vs=180m/s 49 Figure 4-8 FEM on Linear Springs and Dashpots Model 50 Figure 4-9 FEM on Linear Springs and Dashpots and Proposed Finite Difference Analysis 50 Figure 4-10 Piled Raft Foundation Model 51 Figure 4-11 Piled Raft Foundation 3x3 Pile Configuration Layout 53 Figure 4-12 Piled Raft Foundation 4x4 Pile Configuration Layout 53 Figure 4-13a Piled Raft Foundation (PR1) vs. Raft Model (R1) Comparison - Vs=120m/s 54 Figure 4-13b Piled Raft Foundation (PR1) vs. Raft Model (R1) Comparison - Vs=150m/s 55 Figure 4-13c Piled Raft Foundation (PR1) vs. Raft Model (R1) Comparison - Vs=180m/s 55 Figure 4-14a Piled Raft Foundation (PR2) vs. Raft Model (R2) Comparison - Vs=120m/s 56 Figure 4-14b Piled Raft Foundation (PR2) vs. Raft Model (R2) Comparison - Vs=150m/s 56 Figure 4-14c Piled Raft Foundation (PR2) vs. Raft Model (R2) Comparison - Vs=180m/s 57 Figure 4-15a Piled Raft Foundation Model (PR2) vs. (PR1) Comparison - Vs=120m/s 58 Figure 4-15b Piled Raft Foundation Model (PR2) vs. (PR1) Comparison - Vs=150m/s 58 Figure 4-15c Piled Raft Foundation Model (PR2) vs. (PR1) Comparison - Vs=180m/s 59 Figure 4-16a Piled Raft Foundation (PR3) vs. Raft Model (R2) Comparison - Vs=150m/s 60 Figure 4-16a Piled Raft Foundation Model (PR3) vs. (PR2) Comparison - Vs=150m/s 60 Figure A-1 Graphs to determine dynamic stiffness and damping coefficients k ̃_z and c ̃_z using Gazetas, 1991 spring and dashpot model 67 Figure C-1 Sample input load- 1.5 kPa amplitude 70 Figure C-2 Sample input load- 0.222 kPa amplitude 70 Figure C-3 Sample output displacement vs. time curve - WERAFT model 71 Figure C-4 Sample output displacement vs. time curve - FEM model 71 List of Tables Table 3-1 Spring and Dashpot Models for a disk on Homogeneous Half-space 25 Table 3-2 Pile Spring Models for a Homogeneous Half-space 28 Table 3-3 Finite Element Assigned Mesh Sizes 33 Table 3-4 Empirical Formulas for Material Parameter Calculation 38 Table 4-1 Raft Foundation Dimension and Loading 39 Table 4-2 Material Parameters (Elastic Properties) 40 Table 4-3 Finite Element Model Analysis Zone Dimension 44 Table 4-4 Piled Raft Foundation Model Parameters 52 Table 4-4 Pile Stiffness Parameters 52 Table 5-1 Analysis Time Comparison 62 Table B-1 Frequency independent soil spring and dashpot values 68 Table B-2 Frequency dependent soil spring and dashpot values 69 |
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