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完整後設資料紀錄
DC 欄位 | 值 | 語言 |
---|---|---|
dc.contributor.advisor | 鄭富書(Fu-Shu Jeng) | |
dc.contributor.author | Chien-Yu Chang | en |
dc.contributor.author | 張荐宇 | zh_TW |
dc.date.accessioned | 2021-05-19T17:39:54Z | - |
dc.date.available | 2022-08-20 | |
dc.date.available | 2021-05-19T17:39:54Z | - |
dc.date.copyright | 2019-08-20 | |
dc.date.issued | 2019 | |
dc.date.submitted | 2019-08-14 | |
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[2] Adhikary, D. P., & Dyskin, A. V. (2007). Modelling of progressive and instantaneous failures of foliated rock slopes. Rock Mechanics and Rock Engineering, 40(4), 349-362. [3] Alzo’ubi, A. K., Martin, C. D., & Cruden, D. M. (2010). Influence of tensile strength on toppling failure in centrifuge tests. International Journal of Rock Mechanics and Mining Sciences, 47(6), 974-982. [4] ASTM, D. 5731-95. Standard test method for determination of the point load strength index of rock, American Society for Testing and Materials. [5] Aydan, Ö., & Kawamoto, T. (1992). The stability of slopes and underground openings against flexural toppling and their stabilisation. Rock Mechanics and Rock Engineering, 25(3), 143-165. [6] Bandis, S. C., Lumsden, A. C., & Barton, N. R. (1983, December). Fundamentals of rock joint deformation. In International Journal of Rock Mechanics and Mining Sciences & Geomechanics Abstracts (Vol. 20, No. 6, pp. 249-268). Pergamon. [7] Barton, N.R., Bandis, S. and Bakhtar, K. (1985). Strength deformation and conductivity coupling of rock joints. International Journal of Rock Mechanics & Mining Sciences & Geomechanics Abstract, 22, pp. 121-140, [8] Barton, N. (2013). Shear strength criteria for rock, rock joints, rockfill and rock masses: Problems and some solutions. Journal of Rock Mechanics and Geotechnical Engineering, 5(4), 249-261. [9] Cacciari, P. P., & Futai M. M. (2018). Assessing the tensile strength of rocks and geological discontinuities via pull-off tests. International Journal of Rock Mechanics and Mining Sciences, 105, 44-52. [10] Chigira, M. (1992). Long-term gravitational deformation of rocks by mass rock creep. Engineering Geology, 32(3), 157-184. [11] Ching, J., Li, K. H., Phoon, K. K., & Weng, M. C. (2018). Generic transformation models for some intact rock properties. Canadian Geotechnical Journal, (ja). [12] Goodman, R.E. (1970). The Deformability of Joints Deformation of the In-Situ Modulus of Deformation of Rock. ASTM, STP 477, pp. 174-196. [13] Goodman, R. E. (1976). Toppling of rock slopes. In Proc. Speciality Conference on Rock Engineering for Foundation and Slopes (pp. 201-234). ASCE. [14] Goodman, R. E. (1989). Introduction to rock mechanics (Vol. 2). New York: Wiley. [15] Griffith, A. A., & Eng, M. (1921). VI. The phenomena of rupture and flow in solids. Phil. Trans. R. Soc. Lond. A, 221(582-593), 163-198. [16] Hoek, E. (1968). Brittle Fracture of Rock. London: J.Wiley, 99-124. [17] International Society for Rock Mechanics. (2007). The complete ISRM suggested methods for rock characterization, testing and monitoring: 1974-2006. International Soc. for Rock Mechanics, Commission on Testing Methods. [18] Itasca Consulting Group. (1997). UDEC (Universal Distinct Element Code) Version 3.0. Minneapolis, MN. [19] Kimber, O. G., Allison, R. J., & Cox, N. J. (1998). Mechanisms of failure and slope development in rock masses. Transactions of the Institute of British Geographers, 23(3), 353-370. [20] Kulatilake, P. H. S. W., Ucpirti, H., Wang, S., Radberg, G., & Stephansson, O. (1992). Use of the distinct element method to perform stress analysis in rock with non-persistent joints and to study the effect of joint geometry parameters on the strength and deformability of rock masses. Rock Mechanics and Rock Engineering, 25(4), 253-274. [21] Nichol, S. L., Hungr, O., & Evans, S. G. (2002). Large-scale brittle and ductile toppling of rock slopes. Canadian Geotechnical Journal, 39(4), 773-788. [22] Sjöberg, J. (1999). Analysis of large scale rock slopes (Doctoral dissertation, Luleå tekniska universitet). [23] Weng, M. C., Li, J. H., Lin, C. H., & Liao, C. T. (2017). Measuring Foliation Tensile Strength of Metamorphic Rock by Using Pull-Off Test. Geotechnical Testing Journal, 41(1), 132-140. [24] Zheng, Y., Chen, C., Liu, T., Xia, K., & Liu, X. (2017). Stability analysis of rock slopes against sliding or flexural-toppling failure. Bulletin of Engineering Geology and the Environment, 1-21. [25] 何春蓀 (2003) 臺灣地質概論臺灣地質圖說明書第二版。經濟部中央地質調查所出版。 [26] 鄭富書、朱家德、黃燦輝 (1994) 台灣一些軟弱岩石的工程性質。岩盤工程研討會,第 259-267 頁。 [27] 林錫宏、紀宗吉、沈振勝 (2010) 廬山溫泉北坡岩體滑動的地質模式與監測。中央地質調查所98年度業務成果發表手冊,第8-9頁。 [28] 陳聯光、林聖琪、林又青、王俞婷、林祺岳、陳如琳 (2010) 莫拉克颱風降雨與崩塌分佈特性探討。中央氣象局天氣分析與預報研討會。 [29] 彭厚仁 (2016) 不同尺度山崩潛感圖製作方法之研究。國立台灣大學土木工程學系碩士論文。 [30] 李晉泓 (2017) 板片岩葉理面破壞準則研究。國立高雄大學土木與環境工程學系碩士論文。 [31] 李沅昶 (2018) 板岩逆向坡之穩定性控制因子研究。國立台灣大學土木工程學系碩士論文。 | |
dc.identifier.uri | http://tdr.lib.ntu.edu.tw/jspui/handle/123456789/7159 | - |
dc.description.abstract | 板岩邊坡中傾倒破壞為其中一種主要破壞型態,板岩弱面的強度主導整體邊坡的安全性。為了探討板岩葉理強度與決定其破壞包絡線,本研究進行一系列之張力試驗與岩石直接剪力試驗,並且利用實驗結果建立非線性葉理破壞準則。此外,本研究將所提出之非線性葉理破壞準則運用至UDEC中模擬板岩邊坡之傾倒破壞,以探討非線性葉理破壞準則與其他準則之差異。本研究結果總結如下:(1) 板岩葉理面破壞曲線實驗結果顯示,在低正向應力時,其呈現高度非線性,此時之摩擦角明顯高於高正向應力時之摩擦角;(2) 比較乾燥與溼式實驗結果發現,試體呈現遇水弱化情況;(3) 採用非線性破壞準則模擬之結果較線性破壞準則更能表現出張裂情況與傾倒行為且其分析結果較為保守;(4) 非線性葉理破壞準則的常數項參數α與指數項參數β皆與材料強度正相關,降低α或β將使邊坡更易發生傾倒破壞及破壞面傾角下降,而破壞面傾角下降將導致破壞區擴大。 | zh_TW |
dc.description.abstract | Toppling failure is one major failure types of slate slope, and the strength of the weak planes of slate dominate the safety of the overall rock slope. To determine the strength and the failure envelope of slate foliation, this study include a series of pull-off test and direct shear tests, which results are used to establish a nonlinear foliation failure criterion. Furthermore, the proposed failure criterion is implemented in UDEC to simulate toppling failure of slate slopes. It explores the difference between the nonlinear foliation failure criterion and other criteria. The results of this study are summarized as follows. First, the experiment results show that the failure criteria of foliation is highly nonlinear under low normal stress. In addition, the friction angle under low normal stress is significantly higher than that under high normal stress. Second, comparing with the results from dry and wet condition, the slate exhibits wet-weakening effect. Third, the results which are exhibited by the simulation based on the proposed failure criterion could be more reasonable and conservative than those based on the linear failure criterion. Finally, the constant term α and the exponential term β of the nonlinear foliation failure criterion positively correlate with the material strength. By decreasing α or β, the slope is prone to occur toppling failure and the decrease of the angle of failure. In fact, the latter leads to expansion of the failure zone. | en |
dc.description.provenance | Made available in DSpace on 2021-05-19T17:39:54Z (GMT). No. of bitstreams: 1 ntu-108-R06521117-1.pdf: 21866748 bytes, checksum: 9a8426deded24323822f97506488fa0d (MD5) Previous issue date: 2019 | en |
dc.description.tableofcontents | 目錄
致謝 I 摘要 III Abstract IV 目錄 III 圖目錄 VII 表目錄 XIV 第1章 緒論 1 1.1 前言 1 1.2 研究動機與目的 1 1.3 研究方法與範疇 3 1.4 研究限制 4 第2章 文獻回顧 5 2.1 傾倒破壞之類型 5 2.1.1 主要傾倒破壞之型態 6 2.1.2 次要傾倒破壞之型態 (Secondary Toppling) 7 2.2 傾倒破壞之理論 9 2.2.1 單一塊體運動機制 9 2.2.2 傾倒破壞機制 12 2.3 傾倒破壞之相關研究 14 2.3.1 極限平衡法(Limit equilibrium method) 14 2.3.2 物理試驗(Physical tests) 17 2.3.3 數值模擬(numerical models) 18 2.4 岩石張力強度量測方法 19 2.4.1 拉拔試驗(Pull-off test) 20 2.4.2 板岩葉理拉拔試驗 21 2.5 岩石材料之破壞準則 23 2.5.1 Mohr-Coulomb 破壞準則 23 2.5.2 Griffith破壞準則 24 2.5.3 Hoek&Brown破壞準則 26 2.5.4 岩石材料之剪力強度理論 27 2.5.5 板岩葉理破壞準則(Foliation failure criteria, FFC) 28 第3章 實驗規劃以及方法 30 3.1 實驗岩石 30 3.2 岩石拉拔試驗 32 3.2.1 拉拔試驗之儀器 32 3.2.2 拉拔試驗之步驟 33 3.3 岩石剪力試驗 35 3.3.1 剪力試驗之儀器與試體 35 3.3.2 直剪試驗之步驟 36 3.4 岩石點荷重試驗 38 3.4.1 點荷重試驗之儀器與試體 38 3.4.2 破壞型態與計算方式 39 3.4.3 點荷重試驗之步驟 42 第4章 數值分析方法 43 4.1 UDEC理論與發展背景 43 4.2 UDEC之行為模式 46 4.2.1 塊體之組成律模式 46 4.2.2 節理之組成律模式 47 4.3 分析流程 49 第5章 實驗結果與分析 51 5.1 板岩葉理拉拔試驗 51 5.1.1 乾式拉拔試驗 54 5.1.2 溼式拉拔試驗 55 5.1.3 乾式與溼式拉拔試驗結果比較 57 5.2 岩石直接剪力試驗 58 5.2.1 乾式直接剪力試驗 58 5.2.2 乾式非線性破壞包絡線之建立 61 5.2.3 溼式直接剪力試驗 65 5.2.4 溼式非線性破壞包絡線之建立 66 5.2.5 乾式與溼式直接剪力試驗結果比較 69 5.2.6 乾式與溼式長位移直接剪力試驗結果比較 71 5.3 板岩葉理之非線性破壞準則 73 5.3.1 非線性破壞準則之建構 73 5.3.2 非線性破壞準則之應用 76 5.4 點荷重試驗 78 5.4.1 乾式點荷重試驗 78 5.4.2 溼式點荷重試驗 79 第6章 數值模擬分析結果 82 6.1 現地模擬結果與其參數及UDEC設定 82 6.1.1 案例位址 82 6.1.2 現地參數設定 83 6.1.3 塊體、弱面組成律設定 87 6.1.4 模型尺寸設定 87 6.1.5 實際模擬流程 89 6.1.6 坡高分析 91 6.1.7 模擬結果 96 6.2 不同破壞準則之模擬結果比較 106 6.2.1 基本設定 106 6.2.2 模擬結果比較 108 6.2.3 模式比較結論 120 6.3 參數敏感度分析 121 6.3.1 常數項參數α之影響 122 6.3.2 指數項參數β之影響 135 第7章 結論與建議 149 7.1 結論 149 7.1.1 實驗結果 149 7.1.2 數值模擬結果 150 7.2 建議 151 參考文獻 152 附錄A 拉拔試驗試體破壞模式與斷面情況 155 附錄B 直接剪力試驗曲線及試體破壞情況 171 附錄C 長位移直接剪力試驗曲線及破壞面情況 187 | |
dc.language.iso | zh-TW | |
dc.title | 板岩葉理之非線性破壞準則及其邊坡穩定分析應用 | zh_TW |
dc.title | A nonlinear failure criterion of slate foliation and its application on slope stability analysis | en |
dc.type | Thesis | |
dc.date.schoolyear | 107-2 | |
dc.description.degree | 碩士 | |
dc.contributor.coadvisor | 翁孟嘉(Meng-Chia Weng) | |
dc.contributor.oralexamcommittee | 王泰典,李宏輝 | |
dc.subject.keyword | 逆向坡,傾倒破壞,板岩,破壞準則,直接剪力試驗,葉理張力試驗,UDEC, | zh_TW |
dc.subject.keyword | anti-dip slope,toppling failure,slates,failure criteria,direct shear test,foliation tensile strength test,UDEC, | en |
dc.relation.page | 199 | |
dc.identifier.doi | 10.6342/NTU201903585 | |
dc.rights.note | 同意授權(全球公開) | |
dc.date.accepted | 2019-08-15 | |
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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