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完整後設資料紀錄
DC 欄位 | 值 | 語言 |
---|---|---|
dc.contributor.advisor | 林銘郎(Ming-Lang Lin) | |
dc.contributor.advisor | 林銘郎(Ming-Lang Lin | mlin@ntu.edu.tw | ), | |
dc.contributor.author | Yu-Chao Lin | en |
dc.contributor.author | 林于超 | zh_TW |
dc.date.accessioned | 2023-03-19T23:35:49Z | - |
dc.date.copyright | 2022-09-14 | |
dc.date.issued | 2022 | |
dc.date.submitted | 2022-09-12 | |
dc.identifier.citation | 參考文獻 陸安(2018)。向上滲流水對順向節理岩體邊坡可滑動體形成之影響。國立臺灣大學土木工程學研究所碩士論文。 黃紹祈(1994)。硬頁岩之強度與變形行為。國立交通大學土木工程研究所碩士論文。 黃紹宬(2015)。地下水透過節理向上滲流對邊坡穩定的影響。國立臺灣大學土木工程學研究所碩士論文。 洪如江(2014)。初等工程地質學大綱,財團法人地工技術研究發展基金會。 青山工程顧問公司(2021)。110年度雪霧鬧及光華地區潛在大規模崩塌調查監測計畫。水土保持局委託研究案。 謝輝彥(1996)。硬頁岩之靜態力學行為。國立交通大學土木工程研究所碩士論文。 張育瑄(2020)。節理特性與地下水對節理岩坡破壞機制之影響。國立臺灣大學土木工程學研究所碩士論文。 楊明宗(1995)。硬頁岩之張力行為。國立交通大學土木工程研究所碩士論文。 Barbour, S. L., & Krahn, J. (2004). Numerical modelling–prediction or process. Geotechnical News, 22(4), 44-52. Bonzanigo, L., Eberhardt, E., & Loew, S. (2007). Long-term investigation of a deep-seated creeping landslide in crystalline rock. Part I. Geological and hydromechanical factors controlling the Campo Vallemaggia landslide. Canadian Geotechnical Journal, 44(10), 1157-1180. Burland, J.B. (1987). Nash Lecture: The Teaching of Soil MechanicsxA Personal View. Groundwater Effects in Geotechnical Engineering, 3. Proc. 9th European Conference on Soil Mechanics and Foundation Engineering. Balkema, Rotterdam/Boston, 1427-1441. Cappa, F., Guglielmi, Y., Soukatchoff, V., Mudry, J., Bertrand, C., & Charmoille, A. (2004). Hydromechanical modeling of a large moving rock slope inferred from slope levelling coupled to spring long-term hydrochemical monitoring: example of the La Clapiere landslide (Southern Alps, France). Journal of Hydrology, 291(1-2), 67-90. Carter, T., Diederichs, M., & Carvalho, J. (2007). A unified procedure for Hoek-Brown prediction of strength and post yield behaviour for rockmasses at the extreme ends of the rock competency scale. 11th ISRM Congress. Chigira, M. (1992). Long-term gravitational deformation of rocks by mass rock creep. Engineering Geology, 32(3), 157-184. Cundall, P. A. (1971). A computer model for simulating progressive, large scale movements in blocky rock systems, Symposium of the International Society for Rock Mechanics, Nancy, 11-18. Cundall, P. A. (1980). UDEC—a generalized distinct element program for modelling jointed rock. Rept PCAR-1–80, Peter Cundall Association Report, European Research Office, U.S. Army. Contract DAJA37-79-C-0548. Cundall, P. A. and Strack, O. D. L. (1979). The distinct element method as a tool for research in granular media, Part II, Report to NSF, Dept. of Civil and Mineral Engineering, Univ. of Minnesota. Donati, D., Stead, D., Brideau, M.-A., & Ghirotti, M. (2021). Using pre-failure and post-failure remote sensing data to constrain the three-dimensional numerical model of a large rock slope failure. Landslides, 18(3), 827-847. Donati, D., Stead, D., Stewart, T. W., & Marsh, J. (2020). Numerical modelling of slope damage in large, slowly moving rockslides: insights from the Downie Slide, British Columbia, Canada. Engineering Geology, 273, 105693. Donati, D., Westin, A. M., Stead, D., Clague, J. J., Stewart, T. W., Lawrence, M. S., & Marsh, J. (2021). A reinterpretation of the Downie Slide (British Columbia, Canada) based on slope damage characterization and subsurface data interpretation. Landslides, 18(5), 1561-1583. Eberhardt, E., Bonzanigo, L., & Loew, S. (2007). Long-term investigation of a deep-seated creeping landslide in crystalline rock. Part II. Mitigation measures and numerical modelling of deep drainage at Campo Vallemaggia. Canadian Geotechnical Journal, 44(10), 1181-1199. Federal Highway Administration (FHWA) (1980). The Effectiveness of Horizontal Drains: FHWA. Report No. FHWA/CA/TL-80/16, Final Report., FCP 40S4-633. Hoek, E., & Marinos, P. (2000). Predicting tunnel squeezing problems in weak heterogeneous rock masses. Tunnels and tunnelling international, 32(11), 45-51. Hoek, E., Carranza-Torres, C., & Corkum, B. (2002). Hoek-Brown failure criterion-2002 edition. Proceedings of NARMS-Tac, 1(1), 267-273. Hoek, E., Marinos, P., & Benissi, M. (1998). Applicability of the Geological Strength Index (GSI) classification for very weak and sheared rock masses. The case of the Athens Schist Formation. Bulletin of Engineering Geology and the Environment, 57(2), 151-160. Itasca Consulting Group, Inc. (2014)UDEC — Universal Distinct Element Code, Ver. 6.0. Minneapolis: Itasca. Keaton, J. R. (2013). Engineering geology: fundamental input or random variable? In Foundation Engineering in the Face of Uncertainty: Honoring Fred H. Kulhawy, 232-253. Knill, J. (2003). Core values: the first Hans-Cloos lecture. Bulletin of Engineering Geology and the Environment, 62(1), 1-34. Marinos, V., Marinos, P., & Hoek, E. (2005). The geological strength index: applications and limitations. Bulletin of Engineering Geology and the Environment, 64(1), 55-65. Morgenstern, N.R. (2000). Common Ground. GeoEng2000 - An International Conference on Geotechnical and Geological Engineering. Technomic, Lancaster, PA, 1, 1-20. Smith, T. W., & Stafford, G. (1957). Horizontal drains on California highways. Journal of the Soil Mechanics and Foundations Division, 83(3), 1300-1301-1300-1326. Tsou, C.-Y., Chigira, M., Matsushi, Y., & Chen, S.-C. (2015). Deep-seated gravitational deformation of mountain slopes caused by river incision in the Central Range, Taiwan: Spatial distribution and geological characteristics. Engineering Geology, 196, 126-138. Rahardjo, H., Hritzuk, K.J., Leong, E.C., and Rezaur, R.B. (2003). Effectiveness of horizontal drains for slope stability, Engineering Geology, 69, 295-308. Royster, D.L. (1980). Horizontal Drains and Horizontal Drilling: An Overview: Rock Classifications and Horizontal Drilling and Drainage: Transportation Research Record 783. Transportation Research Board, National Academy of Sciences, Washington, DC, 16-20. Wang, T.-T., Zhan, S.-S., Chen, C.-H., & Su, W.-C. (2017). Characterizing fractures to mitigate inrush of water into a shaft using hydrogeological approaches. Tunnelling and Underground Space Technology, 61, 205-220. | |
dc.identifier.uri | http://tdr.lib.ntu.edu.tw/jspui/handle/123456789/86078 | - |
dc.description.abstract | 經由過去光華崩塌地調查報告得知,邊坡最大變形量發生在無降雨期間。然而目前關於光華崩塌地之形成機制仍屬於未知,且較少有針對地中原始資料進行探討。因此為了解該變形塊體形成之演育與崩塌機制,本研究透過地表地質調查建立光華崩塌地之地質模式,並推演光華崩塌地的形成與演育,針對區域內露頭進行岩體評分與岩心判釋成果印證所提出之地盤模式的合理性。再以地盤模式為框架,利用離散元素法模擬分析軟體UDEC探討光華崩塌地之演育過程與排水穩定工法之量化評估。 本研究藉由模擬結果之塊體旋轉量大小,將光華崩塌地區分為A、B、C三區,其中B區為旋轉量最高的區域,也是目前光華崩塌地最活躍範圍。由數值模擬分析結果顯示,B區內主要破壞機制為傾倒破壞,在靠近崖頂的岩層有垂直向張力裂縫形成,容易促使地下水沿節理網絡流動往坡面滲出,而較深的位置未來也有可能形成滑動面;C區岩體則受到B區傾覆岩層推擠的影響,主要發生滑動行為,但在變形過程因塊體間節理的開裂順序不同而有塊體倒轉的現象,反映了現地調查所觀察到的位態翻轉,而C區塊體的滑動變形與互鎖效應也說明過去持續在此範圍內發生的崩塌與滲水;A區為相對穩定的區域,比對遙測影像確認此處為目前光華崩塌地崖部以上的農墾地與植生茂密處,根據塊體水平位移監測點顯示,C區為最先發生的事件,導致B區趾部缺乏支撐力而向下邊坡傾倒,後期則是B區推擠影響C區坡體外滑動。 本研究更進一步考量地下水之敏感度分析,了解不同水壓力對崩塌地之穩定性影響,擬合出當左側之定水頭高為1250公尺時,會使C區塊體之水平位移量增大,因此將加入不同排水穩定工法進行數值模擬分析,同時觀察節理岩體內裂隙水滲流之影響,並量化其對坡體內之地下水位的影響。未來面對活躍地下水之節理岩坡時,可提供相關整治工法的配置與評估地下水位監測之位置。 | zh_TW |
dc.description.abstract | Based on the previous investigation reports on the Guanghua landslide, the slope has the largest amount of deformation during no rainfall. However, the deformation mechanism remains unknown at present, and few studies researched the subsurface data. To understand the evolution and landslide mechanism of the deformed block, this study established a geological model of the Guanghua landslide through surface geological surveys and deduced the formation and evolution of the Guanghua landslide. The outcrop scoring and core interpretation results confirm the rationality of the proposed ground model. Using the ground model as the framework, we further analyzed the evolution process of the Guanghua landslide and the quantitative evaluation of the drainage stabilization with the Universal Distinct Element Code (UDEC), the analysis and simulation software implementing the discrete element method. The simulation results show that the Guanghua landslide can be divided into three areas: A, B, and C, according to the magnitude of the block rotation. Among them, area B is the one with the largest rotation amount and is currently the most active area of the Guanghua landslide. Numerical simulation analyses show that the main failure mechanism in area B is toppling failure, and the formation of vertical tension cracks in the rock strata near the top of the cliff makes it easy for groundwater to flow in the joint network in this area and seep out to the slope. Deeper positions may also form a sliding surface in the future. The rock mass in area C mainly exhibits a sliding behavior, affected by the toppling strata in area B. In the process of deformation, the cracking order of the joints across the blocks resulted in rock mass inversion, which reflects the positional inversion observed in the field investigation. The sliding deformation and interlocking effect in the area C also indicate the landslide and water seepage that have occurred in this range in the past. Area A is relatively stable, and the telemetry imagery confirms this area is the farmland and dense vegetation above the cliff of Guanghua landslide. According to the horizontal displacement monitoring station, area C first caused a lack of supporting force in the toe of area B. The toppling and pushing of area B later on incurred the sliding of the slope outside area C. This study further considers the sensitivity analysis of the groundwater to understand the impact of different water pressures on the stability of the landslide. The simulation shows when the fixed water head on the left side is 1250 meters in height, the horizontal displacement of the area C will increase. Therefore, we performed numerical simulation analysis on different drainage stabilization methods, observing the effect of cleft water in the jointed rock mass and quantifying its influence on the groundwater level in the slope. This can be a reference for both the configuration of remediation methods and the evaluation of the groundwater-level monitoring when facing the jointed rock mass with active groundwater in the future. | en |
dc.description.provenance | Made available in DSpace on 2023-03-19T23:35:49Z (GMT). No. of bitstreams: 1 U0001-1209202216580000.pdf: 14799267 bytes, checksum: 12e76082d56a1bf240b2fdc922907ce5 (MD5) Previous issue date: 2022 | en |
dc.description.tableofcontents | 目錄 致謝 i 摘要 ii ABSTRACT iii 第一章 緒論 1 1.1 研究動機與目的 1 1.1.1 研究動機 1 1.1.2 研究目的 2 1.2 研究流程及架構 3 1.3 研究限制 4 第二章 研究案例背景 5 2.1 地理位置與地形水系 5 2.2 地質概況 6 2.3 災害歷史 7 2.4 既有調查報告 9 2.4.1 重力變形之特徵 9 2.4.2 地下水資料 10 2.4.3 邊坡活動性 11 2.4.4 整治工程 12 2.5 待釐清與解決之課題 14 第三章 文獻回顧 15 3.1 重力邊坡變形 15 3.1.1 重力變形特徵與分類 15 3.1.2 臺灣重力變形案例 17 3.2 地下水對岩石邊坡穩定之影響 18 3.2.1 岩石邊坡的裂隙水 18 3.2.2 排水穩定工法 23 3.2.3 排水穩定工法之模擬 24 3.3 硬頁岩之力學行為 26 3.3.1 硬頁岩之變形性 26 3.3.2 硬頁岩之強度 27 第四章 研究方法 29 4.1 地質調查 29 4.1.1 地表調查 30 4.1.2 地中調查 30 4.1.3 岩體強度評估 31 4.2 UDEC軟體介紹 34 4.2.1 基本介紹 34 4.2.2 UDEC運算原理 35 4.2.3 塊體組成律 37 4.2.4 不連續面之組成律 38 4.2.5 UDEC中的水力耦合 39 第五章 現地調查成果 42 5.1 地質模式 42 5.1.1 地表地質調查及地形判釋 42 5.1.2 研究區域重力變形前後位態及背斜軸位置決定 43 5.1.3 重力變形機制決定 43 5.1.4 地中岩心與地下水資料判釋 44 5.1.5 地質模式與岩坡變形破壞機制 45 5.2 地盤模式 52 5.2.1 岩體評分法 52 5.2.2 岩體單壓強度評估 53 5.2.3 地盤模式 53 5.3 地工模式 57 5.3.1 參數轉換 57 5.3.2 整治工法 57 5.3.3 地工模式 58 第六章 數值模擬成果 61 6.1 光華崩塌地的前世今生 61 6.1.1 數值模擬結果 61 6.1.2 光華崩塌地演育之過程 67 6.2 地下水對近期邊坡穩定之影響 70 6.3 排水穩定工法之有效性 80 第七章 結論與建議 85 7.1 結論 85 7.1.1 現地調查 85 7.1.2 現地案例數值模擬 86 7.2 建議 87 參考文獻 88 附錄 碩士學位考試口試委員提問與回覆表 92 | |
dc.language.iso | zh-TW | |
dc.title | 裂隙地下水滲流及排水穩定工法對岩體邊坡變形影響以光華崩塌地為例 | zh_TW |
dc.title | Influence of Groundwater and Drainage Systems on Slope Deformation: Case Study of Guanghua Landslide | en |
dc.type | Thesis | |
dc.date.schoolyear | 110-2 | |
dc.description.degree | 碩士 | |
dc.contributor.oralexamcommittee | 董家鈞(Jia-Jyun Dong),陳昭維(Chao-Wei Chen),楊國鑫(Kuo-Hsin Yang),顧承宇(Cheng-Yu Ku) | |
dc.subject.keyword | 地質模式,地盤模式,離散元素法,地下水,排水穩定工法, | zh_TW |
dc.subject.keyword | Geological model,Ground model,Distinct Element Method,Groundwater,Drainage systems, | en |
dc.relation.page | 95 | |
dc.identifier.doi | 10.6342/NTU202203311 | |
dc.rights.note | 同意授權(全球公開) | |
dc.date.accepted | 2022-09-13 | |
dc.contributor.author-college | 工學院 | zh_TW |
dc.contributor.author-dept | 土木工程學研究所 | zh_TW |
dc.date.embargo-lift | 2022-09-14 | - |
顯示於系所單位: | 土木工程學系 |
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