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完整後設資料紀錄
DC 欄位 | 值 | 語言 |
---|---|---|
dc.contributor.advisor | 葛宇甯(Louis Ge) | |
dc.contributor.author | Yi-Chun Lai | en |
dc.contributor.author | 賴宜群 | zh_TW |
dc.date.accessioned | 2021-06-16T07:03:24Z | - |
dc.date.available | 2020-08-21 | |
dc.date.copyright | 2020-08-21 | |
dc.date.issued | 2020 | |
dc.date.submitted | 2020-07-30 | |
dc.identifier.citation | Abe, K., S. Nakamura, H. Nakamura and K. Shiomi (2017). “Numerical Study on Dynamic Behavior of Slope Models Including Weak Layers from Deformation to Failure Using Material Point Method”. Soils and Foundations, vol. 57, No.2, pp. 155-175. Bandara, S., A. Ferrari and L. Laloui (2016). “Modelling Landslides in Unsaturated Slopes Subjected to Rainfall Infiltration Using Material Point Method”. International Journal for Numerical and Analytical Methods in Geomechanics, vol. 40, pp. 1358-1380. Bishop, A. W. and L. Bejurum (1960). “The Relevance of the Triaxial Test to the Solution of Stability Problems” Proceeding, ASCE Research Conference on Shear Strength of Cohesive Soils, pp. 437-501. Ceccato, F. and P. Simonini (2017). “Numerical Based Design of Protection Systems Against Landslides”. Conference Paper. Ceccato, F., P. Simonini and A. Rohe (2014). “Simulation of Slope Failure Experiment with the Material Point Method”. Conference Paper. Chang, H. S. (2012). “Dip-slope Failure Assessment Based on Discrete Numerical Simulation - Example from Formosa Highway”. Master Thesis of Civil and Disaster Prevention Engineering. [in Chinese] Chen, L. K., S. C. Chen and M. C. Ke (2015). “Investigation of the Freeway No.3 Landslide in Taiwan”. Engineering Geology for Society and Territory, vol. 2, pp. 2093-2096. Cheng, C. P. (2018). “Sensitivity and Uncertainty Analyses of the Translational Slide at the Cidu Section 3.1k of Formosan Freeway”. Doctoral Thesis of Civil and Disaster Prevention Engineering. [in Chinese] Cheng, X. S., G. Zheng, K. Soga, S. Bandara, K. Kumar, Y. Diao and J. Xu (2015). “Post-failure Behavior of Tunnel Heading Collapse by MPM Simulation”. Science China Technological Sciences, vol.58, No.12, pp. 2139-2153. Conte, E., L. Pugliese and A. Troncone (2019). “Post-failure Stage Simulation of a Landslide Using the Material Point Method”. Engineering Geology, vol. 253, pp. 149-159. Cuomo, S., A. Perna, P. Ghasemi, M. Martinelli and M. Calvello (2019). “Combined LEM and MPM Analyses for the simulation of a Fast Moving Landslide in Hong Kong” 2nd International Conference on the Material Point Method for Modelling Soil-Water-Structure Interaction, pp. 103-108. Davide, M. and O. Hungr (2010). “Analysis of Run-up of Granular Avalanches Against Steep, Adverse Slopes and Protective Barriers”. Canadian Geotechnical Journal, vol. 47, pp. 827-841. Fern, J., A. Rohe, K. Soga and E. Alonso (2019). “The Material Point Method for Geotechnical Engineering: A Practical Guide”. CRC Press of Taylor Francis Group. Durst, F., D. Milojevic and B. Schonung (1984). “Eulerian and Lagrangian Predictions of Particulate Two-phase Flows: A Numerical Study”. Applied Mathematical Modelling, vol. 8, pp. 101-115. Geotechnical Engineering Office (1996). “Report on the Fei Tsui road landslide of 13 August 1995 Volume 2 – Findings of the Landslide Investigation”. Hong Kong Government. Huang, W. S. (2012). “A Study of Toe-excavation Induced Failure Process for a Dip Slope with Rock Anchorage”. Master Thesis of Civil Engineering. [in Chinese] Hung, J. J. (2002). “A Study on the Failure and Stability of Dip Slopes”. Civil Hydraul Eng, vol. 94, pp. 5-18. [in Chinese] Kamata, H. and H. Mashimo (2003). “Centrifuge Model Test of Tunnel Face Reinforcement by Bolting”. Tunnelling and Underground Space Technology, vol. 18, pp. 205–212. Knill, S. J. (1996). “Report on the Fei Tsui road landslide of 13 August 1995 Volume 1 – Independent Review of the Investigation by the Geotechnical Engineering Office”. Hong Kong Government. Larroca, F. X. M. (2015). “The Material Point Method in Slope Stability Analysis”. Thesis for the Degree of Master of Science. Lee, W. F., H. J. Liao, M. H. Chang, C. W. Wang, S. Y. Chi and C. C. Lin (2013). “Failure Analysis of a Highway Dip Slope Slide”. Journal of Performance of Constructed Facilities, vol. 27, No. 1, pp. 116-131. Lee, W. L., M. Martinelli and C. L. Shieh (2019). “Modelling Rainfall-induced Landslides with the Material Point Method: The Fei Tsui Road Case”. The XVII European Conference on Soil Mechanics and Geotechnical Engineering. Conference Paper. Lee, W. L., M. Martinelli and C. L. Shieh (2019). “Numerical Analysis of the Shiaolin Landslide Using Material Point Method”. 7th International Symposium on Geotechnical Safety and Risk, Conference Paper. Liao, H. J. et al. (2012). “砂頁岩地層中地錨順向坡之分析與設計檢討研究成果報告”. Research Project of National Science Council. [in Chinese] Lo, C. M., H. H. Li and C. C. Ke (2016). “Kinematic Model of a Translational Slide in the Cidu Section of the Formosan Freeway”. Landslides, vol. 13, pp.141-151. Lo, C. M., T. Y. Cheng, Y. H. Lin, C. Y. Hsiao, L. W. Wei, C. M. Huang, S. Y. Chi, H. H Lin and M. L. Lin (2011). “A Kinematic Model of the Translational Slide at the Cidu Section of Formosan Freeway”. Journal of Chinese Soil and Water Conservation, vol. 42, No. 3, pp. 175-183. [in Chinese] Lucas, A., A. Mangeney and J. P. Ampuero (2014). “Frictional Velocity-weakening in Landslides on Earth and on Other Planetary Bodies”. Nature Communications, vol. 5, pp. 3417-3425. Ma, S., X. Zhang and X. M. Qiu (2009). “Comparison Study of MPM and SPH in Modeling Hypervelocity Impact Problems”. International Journal of Impact Engineering, vol. 36, pp. 272-282. Martinelli, M., A. Rohe, K. Soga (2017). “Modeling Dike Failure Using the Material Point Method”. Procedia Engineering, vol. 175, pp. 341-348. Mostafa, A. A. and H. C. Mongia (1987). “On the Modeling of Turbulent Evaporating Sprays: Eulerian versus Lagrangian Approach”. International Journal of Heat and Mass Transfer, vol. 30, No. 12, pp. 2583-2593. Pastor, M., T. Blanc, B. Haddad, S. Petrone, M. Sanchez Morles, V. Drempetic, D. Issler, G. B. Crosta, L. Cascini, G. Sorbino and S. Cuomo (2014). “Application of a SPH Depth-integrated Model to Landslide Run-out Analysis”. Landslides, vol. 11. Soga, K., E. Alonso, A. Yerro and S. Bandara (2015). “Trends in Large-deformation Analysis of Landslide Mass Movements with Particular Emphasis on the Material Point Method”. Géotechnique. Sulsky, D., Z. Chen, and H. L. Schreyer (1994). “A particle method for history-dependent materials”. Computer Methods in Applied Mechanics and Engineering, vol. 118, pp. 179-196. Taiwan Geotechnical Society (2011). “Summary Report of Investigation of Reasons for Taiwan Freeway No.3 (Formosan Freeway Cidu Section) 3K+100 m Landslide”. Prepared for Ministry of Transportation and Communication, Taiwan. [in Chinese] Ti, K. S. et al. (2009). “A Review of Basic Soil Constitutive Models for Geotechnical Application”. Electronic Journal of Geotechnical Engineering, vol. 14. Tu, Y. T. (2016). “Correlation Between Earth Anchor Weakening and Slope Slide – Case Study on Slopes Along National Freeway 3”. Master Thesis of Civil and Disaster Prevention Engineering. [in Chinese] Wang, F. W. and K. Sassa (2010). “Landslide Simulation by a Geotechnical Model Combined with a Model for Apparent Friction Change”. Physics and Chemistry of the Earth, vol.35, pp. 149-161. Wang, H. and J. J Hung (2012). “Failure on a Roadside Dip Slope with Partial Anchorage System”. Advances in Transportation Geotechnics II, pp. 180-185. Yerro, A. (2015). “MPM Modelling of Landslides in Brittle and Unsaturated Soils”. Thesis for the Degree of Doctor of Philosophy. | |
dc.identifier.uri | http://tdr.lib.ntu.edu.tw/jspui/handle/123456789/57783 | - |
dc.description.abstract | 邊坡安全一直是大地工程領域重要的課題之一,邊坡災害將人們的生命及財產暴露於危險當中,在台灣,降雨、地震及人為因素等造成之邊坡災害更是不勝枚舉。隨著數值方法的發展,其已被廣泛應用於邊坡防護之設計與分析上,其中又以極限平衡法(Limit Equilibrium Analysis, LEA)和有線元素法(Finite Element Method, FEM)最為常見,然而,傳統數值方法中的網格畸變是對於大變形量分析上的主要限制,因此傳統數值方法僅適用於釐清初始破壞階段或者相對小的變形問題。
邊坡破壞後之情形及可能受滑動影響的潛勢範圍逐漸成為大家關注的核心議題之一,因此質點法(Material Point Method, MPM)於1994年由Sulsky等人提出,以克服模擬大變形問題時受網格畸變的限制。質點法和一些同樣用於模擬大變形問題之數值方法最大的不同之處在於其結合大地工程中之組成律及運用牛頓運動定律來模擬大變形下之破壞及破壞過程中的動態行為,因此,質點法可以視為合尤拉法則(Eulerian Approach)及拉格朗日法則(Lagrangian Approach)於一身之適合模擬大變形問題的進階版有線元素法。 本研究首先運用Anura3D質點法軟體,從乾土性質之單相度-單質點(one-phase single-point)到飽和土壤雙相度-單一質點(two-phase single-point)進行一些案例及試驗驗證。接著,運用大地工程學會之總結報告、現地調查及試驗室試驗等相關資料進而模擬國道三號3.1K邊坡破壞案例,選取之分析剖面為大地工程學會所判斷之沿著滑動方向的關鍵長剖面,並利用邊坡破壞前與破壞後之數值地形模型(Digital Terrain Model, DTM)作為模型幾何建置依據及分析結果之滑動距離及堆積情況之比對。國道三號3.1K邊坡破壞被歸類為順向坡破壞,導致該邊坡破壞事件發生之主因為雨水長期經由上部砂岩(SS)中的節理及垂直裂縫入滲,雨水長年累積於不透水頁岩層(SH)上面之砂頁岩互層(SS/SH)中,導致其軟化。本研究根據前人利用Stabl 5.0、Plaxis2D及Flac3D之數值分析結果(廖洪鈞等,2011、2012及2013),對砂頁岩互層(SS/SH)進行凝聚力(C)和摩擦角(φ)之強度折減以模擬地下水位上升對其之軟化效應。 質點法提供完整之邊坡破壞過程模擬,故破壞過程中的動態行為也可有進一步理解,研究結果顯示該剖面於地錨完全失效之情況下,當砂頁岩互層(SS/SH)軟化至C=0 kPa、φ=10°時,整體破壞導致的滑動距離及堆積情形最吻合破壞後之數值地形模型,邊坡破壞歷程約歷時18~20秒,其滑動速率最高可超過每秒12公尺,這也解釋了災害當下邊坡於極短時間內覆蓋住國道南向線及北向線,並導致四輛汽車連同五位用路人受到波及掩埋。 相較於其他數值方法,質點法可以廣泛運用於許多大變形問題,大地材料組成律之適用性亦能提供更進一步對於觸發破壞之機制的探討與掌握及了解破壞過程中應力-應變關係,因此質點法算是滿適合應用於大地領域之數值方法。藉由此論文研究,對於一些利用質點法獲得到的邊坡災害歷程中關鍵的時間點及相關討論,這些概念可以作為未來邊坡破壞之安全指標,且可納入國土規畫以減低災害所導致的相關損失。 | zh_TW |
dc.description.abstract | Slope stability is always an important issue in geotechnical engineering, landslides can put human life and property in danger. In Taiwan, due to the climate change, people often suffer from rainfall-induced landslide, furthermore, earthquake and artificial factors may also be the possible triggers. Therefore, many numerical methods have been proposed to contribute in disaster reduction. Started from original design of slope protection to analyze the possible critical state of the slope. The traditional geotechnical analyses, such as Limit Equilibrium Analysis (LEA) and Finite Element Method (FEM), are two of the analytical techniques commonly used for slope stability assessment nowadays. However, due to the limitation of mesh distortion, these traditional methods are not capable of simulating large deformation problems. Only the behaviors at pre-failure stage and with small deformation failure can be clarified.
The post-failure stage and run-off process of landslide is becoming the core issue nowadays. To conquer the difficulty in the constraint of deformation, Material Point Method (MPM) was proposed for simulating large deformation problems (Sulsky et al., 1994). Different to other methods which also have the ability of handling large deformation in the simulation, MPM can be considered as the extended version of FEM with the benefit of its geotechnical based feature. It is also a particle based method with the material is represented by many Lagrangian material points passing through the Eulerian mesh which combines both Eulerian and Lagrangian Approaches. The large deformation failure and kinematics can be performed by MPM based on geotechnical constitutive models and the Newton’s law of motion. The thesis focuses on the failure reversion of the Freeway No.3 3.1K Landslide in Taiwan, in 2010, by means of MPM code Anura3D. Besides this, some applications used as the validation by using one-phase single-point and fully dynamic and coupled two-phase single-point formulations. With the sufficient in-situ investigation reported in the forensic report of the Freeway No.3 3.1K Landslide by Taiwan Geotechnical Society, the laboratory experiments and the Digital Terrain Model (DTM) at initial state of the excavated dip slope and post-failure stage were adopted in geometry/stratum building and result comparison in the research. The strength reduction in the alternation of sandstone and shale layer (SS/SH) which caused the landslide tragedy was due to the water accumulation above the impermeable shale layer (SH) from rainfall infiltrating through the vertical cracks and jointing in sandstone layer (SS). The reduction in cohesion (C) and friction angle (φ) represents both strength softening and raising of groundwater table. The determination of the softening degree in SS/SH layer in MPM model is based on the numerical analyses results done in Stabl 5.0, Plaxis2D, Flac3D (Liao and Lee, 2011; Liao et al., 2012; Liao et al., 2013). The MPM provides the complete process of landslide in simulation, thus, the kinematics during the failure can also be obtained. The result shows that with no anchor remained after the landslide in the critical section of the studied slope, as SS/SH layer reduced to C=0 kPa, φ=10° has the best agreement with the post-failure topography in run-off distance and deposition. The landslide duration lasts around 18~20 s, but the maximum run-off velocity can reach to more than 12 m/s. The sliding mass covers both the southbound and northbound lanes in a short period of time, this may explain how this rapid landslide could burry four vehicles and lead to five deaths on April 25th, 2010. Comparing to other numerical methods, MPM can be applied to large deformation problems to clarify the post-failure stage, and thanks to the adoption of geotechnical based constitutive models in this method, the stress-strain relations from the initial stage to post-failure stage and the triggering mechanism may possibly be captured. Therefore, it is a geoengineering-friendly numerical algorithm which can be applied to variety of fields. In this study, with understanding the critical timings of landslide by MPM, this concept can be provided as important index on slope failure and national spatial planning for disaster reduction. | en |
dc.description.provenance | Made available in DSpace on 2021-06-16T07:03:24Z (GMT). No. of bitstreams: 1 U0001-1707202010422500.pdf: 23404857 bytes, checksum: 15cf29fced64f21cdbaca16e861949d5 (MD5) Previous issue date: 2020 | en |
dc.description.tableofcontents | Abstract i 摘要 iii Acknowledgements v Contents vii List of Figures xi List of Tables xvii 1. Introduction 1 1.1 Introduction 1 1.2 Background and motivation 2 1.3 The scope of work 3 1.4 Thesis outline and content 4 2. Background 6 2.1 Introduction of the slope stability analyses 6 2.2 Limit Equilibrium Method 7 2.2.1 Introduction of LEA 7 2.2.2 Example of LEA used in the Freeway No.3 3.1K Landslide 8 2.2.3 Pros and cons of LEA 8 2.3 Numerical methods of analysis 9 2.3.1 Continuum modelling 9 2.3.2 Pros and cons of continuum modelling approach 10 2.3.3 Non-continuum modelling 10 2.3.4 Pros and cons of non-continuum modelling approach 11 2.4 Eulerian and Lagrangian Approaches 11 2.4.1 Coupled Eulerian-Lagrangian Method and meshless method 13 2.5 Why Material Point Method? 13 2.5.1 Comparison between different numerical methods 14 3. Fundamentals of the Material Point Method (MPM) 15 3.1 Introduction of Material Point Method 15 3.2 Basic concept 16 3.2.1 Theory 16 3.2.2 Phase and point 17 3.3 One-phase single-point formulation 19 3.3.1 Governing differential equations 19 3.3.2 Numerical implementation 22 3.3.3 Computational cycle 26 3.4 Two-phase single-point formulation 28 3.4.1 Governing differential equations 29 3.4.2 Hypotheses 31 3.4.3 Numerical implementation 32 3.4.4 Computational cycle 33 3.5 Model 34 3.5.1 Plane strain model 34 3.6 Local damping 35 3.6.1 Damping values setting in model 35 3.7 Constitutive models 37 3.7.1 Linear Elasticity 37 3.7.2 Mohr-Coulomb 38 3.7.3 Mohr-Coulomb Strain softening 39 3.8 Applications of MPM 40 4. Validations – Case Study 43 4.1 MPM code 44 4.1.1 Pre-processing software 44 4.1.2 Post-processing software 44 4.2 Case I – Simulation of landslide run-up 45 4.2.1 Introduction of Case I 45 4.2.2 Pre-processing 45 4.2.3 Mesh 47 4.2.4 Calculation procedure and numerical parameter 47 4.2.5 Result 48 4.2.6 Conclusion 49 4.3 Case II – Simulation of centrifuge test of tunnel collapse 50 4.3.1 Introduction of Case II 50 4.3.2 Pre-processing 51 4.3.3 Mesh 52 4.3.4 Calculation procedure and numerical parameters 53 4.3.5 Result 54 4.3.6 Conclusion 55 4.4 Case III – Simulation of submerged slope failure 56 4.4.1 Introduction of Case III 56 4.4.2 Pre-processing 57 4.4.3 Mesh 59 4.4.4 Calculation procedure and numerical parameters 60 4.4.5 Result 61 4.4.6 Conclusion 62 4.5 Case IV – Simulation of Fei Tsui Road Landslide 66 4.5.1 Introduction of Case IV 66 4.5.2 Pre-processing 68 4.5.3 Mesh 71 4.5.4 Calculation procedure and numerical parameters 71 4.5.5 Result 72 4.5.6 Conclusion 74 5. Freeway No.3 3.1K Landslide 75 5.1 Introduction of the landslide 75 5.2 Outline of the landslide event 76 5.2.1 Geology of the site 78 5.2.2 Geotechnical properties 79 5.3 Slope protection 85 5.4 Triggering reason 86 5.5 The failure 87 5.6 Recent numerical modelling of the landslide 88 5.6.1 Limit-equilibrium analysis 89 5.6.2 FEM simulation 93 5.6.3 FDM simulation 94 5.6.4 DEM simulation 98 6. Freeway No.3 3.1K Landslide Modelling 102 6.1 Introduction of the studied area and the assumptions 102 6.1.1 In-situ hydraulic test 103 6.1.2 Protection of slope 105 6.1.3 Assumptions of the model 108 6.2 Pre-processing 109 6.2.1 Geometry 109 6.2.2 Boundary conditions 110 6.2.3 Material properties 110 6.3 Mesh 111 6.4 Calculation procedure and numerical parameters 112 6.5 Parametric study 113 7. Results and Discussions 115 7.1 Initial state after gravity loading 116 7.2 Post-failure state 117 7.3 Displacement result 125 7.3.1 Displacement versus time 127 7.4 Velocity result 134 7.5 Details of C=0 kPa, φ=10° simulation 141 7.5.1 Displacement and velocity 141 7.5.2 The sliding path of the selected MPs in each group 142 7.5.3 Landslide process simulated by MPM 144 7.5.4 Disaster duration analysis 148 8. Conclusions, Suggestions and Future Work 152 8.1 Conclusions and suggestions 153 8.2 Future work 156 References 157 | |
dc.language.iso | en | |
dc.title | Anura3D質點法探討國道三號3.1K邊坡破壞歷程 | zh_TW |
dc.title | Post-failure Simulation of Freeway No.3 3.1K Landslide in Taiwan Using MPM Code Anura3D | en |
dc.type | Thesis | |
dc.date.schoolyear | 108-2 | |
dc.description.degree | 碩士 | |
dc.contributor.oralexamcommittee | 楊國鑫(Kuo-Hsin Yang),翁孟嘉(Meng-Chia Weng),羅佳明(Chia-Ming Lo),謝佑明(Yo-Ming Hsieh) | |
dc.subject.keyword | 質點法,MPM,Material Point Method,Anura3D,大變形,國道三號3.1K邊坡破壞,破壞後分析,動態過程, | zh_TW |
dc.subject.keyword | MPM,Material Point Method,Anura3D,large deformation,Freeway No.3 3.1K Landslide,post-failure,kinematics, | en |
dc.relation.page | 161 | |
dc.identifier.doi | 10.6342/NTU202001587 | |
dc.rights.note | 有償授權 | |
dc.date.accepted | 2020-07-31 | |
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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