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| DC 欄位 | 值 | 語言 |
|---|---|---|
| dc.contributor.advisor | 郭安妮 | |
| dc.contributor.author | Wei-Po Cheng | en |
| dc.contributor.author | 成威伯 | zh_TW |
| dc.date.accessioned | 2021-06-16T22:56:56Z | - |
| dc.date.available | 2014-02-09 | |
| dc.date.copyright | 2012-08-16 | |
| dc.date.issued | 2012 | |
| dc.date.submitted | 2012-08-09 | |
| dc.identifier.citation | Abramson, L. W., Lee, T. S., Sharma, S., and Boyce, G. M.” Slope Stability and Stabilization Methods,” John Willey & Sons, Inc., 1996.
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H. “Development of parallel 3D RKPM meshless bulk forming simulation system.” Advances in engineering software 38, pp 87-101, 2007. Whitman, R.V. and Bailey, W.A. “Use of computers for slope stability analysis.” J Soil Mech Found Div, ASCE, 93(SM4), pp 475-498, 1967. Wu, J. H., Lin, J. S., and Chen, C. S., “Dynamic discrete analysis of an earthquake-induced large-scale landslide,” International Journal of Rock Mechanics & Mining Sciences 46, pp. 397-407, 2009.. Yang, Z.. 'Numerical Modeling of Earthquake Site Response Including Dilation and Liquefaction.,'Columbia University, NY, New York, 2000. Zheng, H., Liu, D.F., and Li, C.G. “Technical note, on the assessment of failure in slope stability analysis by the finite element method.” Rock Mech. Rock Engng. 41(4), pp 629-639, 2008. Zou, J. Z.,Williams, D. J. ”Search for critical slip surface based on finite element method.” Can. Geotech. J. 32, 33–246. 1995. | |
| dc.identifier.uri | http://tdr.lib.ntu.edu.tw/jspui/handle/123456789/64651 | - |
| dc.description.abstract | Numerical methods are often used to solve complex engineering problems. Among them, finite element method (FEM) is the most widely used method. However, FEM can only model problems with finite deformation as divergence of solution may occur if there is significant mesh distortion.
Unlike FEM, meshfree method does not require a pre-defined mesh. It discretizes the problem domain by a set of particles and is not influenced by the deficiency of mesh distortion. In addition, meshfree method can be applied to solve crack and impact problems. Despite these advantages, meshfree method has not been widely used in the geotechnical engineering field. Therefore, the objective of this research is to demonstrate that meshfree method can be applied on geotechnical problems. In this study, meshfree method is used to obtain the factor-of-safety and deformation pattern at failure for several slope cases from Griffiths and Lane (1999). Moreover, meshfree method is used to compute the site response of a vertical array subjected to earthquake loading. The results are compared to those from FEM and found to have good agreement. In addition, meshfree method is used in this research to model the progressive failure of a slope and accumulation of soil at the bottom after the slope has slid down. This simulation showcases the capability of meshfree method as it involves large deformation which would not be possible to be simulated by FEM. Keywords: meshfree, RKPM, slope stability, post failure, ground response analysis | en |
| dc.description.provenance | Made available in DSpace on 2021-06-16T22:56:56Z (GMT). No. of bitstreams: 1 ntu-101-R99521128-1.pdf: 5395188 bytes, checksum: 4346276c284d03c83cecdacca26549ab (MD5) Previous issue date: 2012 | en |
| dc.description.tableofcontents | CONTENTS
口試委員審定書 i 摘要 ii ABSTRACT iii CONTENTS iv LIST OF FIGURES vii LIST OF TABLES xi Chapter 1 Introduction 1 1.1 Background 1 1.2 Objectives of research 2 1.3 Organization of this thesis 3 Chapter 2 Finite Element Method 5 2.1 Background 5 2.2 FEM in Geotechnical Engineering 10 2.2.1 A Review on Slope Stability Analysis 10 I. Limit Equilibrium Method 11 II. Finite Element Method 13 2.2.2 A Review on Ground Response Analysis 16 I. Frequency-domain Linear Analysis 16 II. Frequency-Domain Equivalent Linear Analysis 18 III. Time-Domain Nonlinear Analysis 20 Chapter 3 Meshfree Method 27 3.1 Background 27 3.2 Theory of Meshfree Method 27 3.3 Smoothed Particle Hydrodynamics Approach 29 3.4 Reproducing Kernel Particle Methods 32 Chapter 4 Slope Analysis Using Meshfree Method 40 4.1 Plasticity model of soil 40 4.1.1 Mohr Coulomb strength criterion 40 4.1.2 Drucker Prager strength criterion 41 4.2 Numerical analysis procedure 43 4.2.1 Abaqus 43 4.2.2 RKPM Meshfree program 43 4.2.3 Verification of material models in Abaqus and meshfree code 44 4.3 Cases of slope stability 45 4.3.1 Case 1: Homogeneous slope with no foundation layer 46 4.3.2 Case 2: Homogeneous slope with a foundation layer 48 4.3.3 Case 3: An undrained clay slope with a weak foundation layer 49 4.4 Post failure behavior of a slope 50 4.5 Conclusions 51 Chapter 5 Ground Response Analysis using Meshfree Method 73 5.1 Ground response analysis code by OpenSees and Meshfree method 73 5.2 Geotechnical Model and Earthquake Motion Recorded at Wildlife Vertical Array 76 5.3 Comparison between Ground Response Predictions from RKPM and OpenSees 77 Chapter 6 Conclusions and Recommendations 85 6.1 Conclusions 85 6.2 Suggestions and Recommendations 85 REFERENCE 87 | |
| dc.language.iso | en | |
| dc.subject | meshfree | zh_TW |
| dc.subject | post failure | zh_TW |
| dc.subject | slope stability | zh_TW |
| dc.subject | ground response analysis | zh_TW |
| dc.subject | RKPM | zh_TW |
| dc.title | 無網格法在大地工程上之應用 | zh_TW |
| dc.title | Application of Meshfree Method in Geotechnical Engineering | en |
| dc.type | Thesis | |
| dc.date.schoolyear | 100-2 | |
| dc.description.degree | 碩士 | |
| dc.contributor.oralexamcommittee | 關百宸,葛宇甯 | |
| dc.subject.keyword | meshfree,RKPM,slope stability,post failure,ground response analysis, | zh_TW |
| dc.relation.page | 91 | |
| dc.rights.note | 有償授權 | |
| dc.date.accepted | 2012-08-10 | |
| dc.contributor.author-college | 工學院 | zh_TW |
| dc.contributor.author-dept | 土木工程學研究所 | zh_TW |
| 顯示於系所單位： | 土木工程學系 | |
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