請用此 Handle URI 來引用此文件:
http://tdr.lib.ntu.edu.tw/jspui/handle/123456789/6463
完整後設資料紀錄
DC 欄位 | 值 | 語言 |
---|---|---|
dc.contributor.advisor | 林美聆 | |
dc.contributor.author | Yu-Hsiang Hsiao | en |
dc.contributor.author | 蕭宇翔 | zh_TW |
dc.date.accessioned | 2021-05-17T09:14:00Z | - |
dc.date.available | 2015-08-19 | |
dc.date.available | 2021-05-17T09:14:00Z | - |
dc.date.copyright | 2012-08-19 | |
dc.date.issued | 2012 | |
dc.date.submitted | 2012-08-17 | |
dc.identifier.citation | 1. Bernand, M., Peter, G., John, T. (2001). Digital signal processing: Concepts and Application, Department of electronics and electrical engineering,The university of Edinburgh
2. Boore, D. M. (2001). Effect of baseline corrections on displacements and response spectra for several recordings of the 1999 Chi-Chi, Taiwan, earthquake, Bull. Seism. Soc. Am. 91, 1199-1211. 3. Boore, D. M., C. D. Stephens, and W. B. Joyner (2002). Comments on baseline correction of digital strong-motion data: examples from the 1999 Hector Mine, California, earthquake, Bull. Seism. Soc. Am. 92, 1543-1560. 4. Buckingham, E. (1914). On physically similar systems; illustrations of the use of dimensional equations, Phys. Rev. Vol.4, 345-376. 5. Chiu, H.-C. (1997). Stable baseline correction of digital strong-motion data, Bull. Seism. Soc. Am. 87, 932-944. 6. Das, B. M. (2001). Principles of geotechnical engineering, 5th ed., Thomson. 7. FLAC v5.0 manual (2005), Itasca. 8. Hardin, B. O. and V. P. Drnevich (1972). Shear modulus and damping in soils: design equations and curves, Journal of the soil mechanics and foundations division, ASCE, Vol. 98, No. SM7, Proc. Paper 9006, 667-692. 9. Iai S. (1989). Similitude for shaking table tests on soil-structure-fluid model in 1g gravitational field, Japanese Society of Soil Mechanics and Foundation Engineering, Vol. 29, No. 1, 105-118. 10. Iwan, W. D., M. A. Moser, and C.-Y. Peng (1985). Some observations on strong-motion earthquake measurement using a digital accelerograph, Bull. Seism. Soc. Am. 75, 1225-1246. 11. Kline, S. (1965). Similitude and Approximation Theory, McGraw-Hill, New York 12. Kokusho, T., Ishizawa, T. (2006).” Energy Approach for Earthquake Induces Slope Failure Evaluation ,” Soil Dynamics and Earthquake Engineering , Vol. 26 , pp. 221-230 . 13. Langhaar, H. (1951). Dimensional analysis and theory of models, John Wiley and Sons, New York. 14. Lin, M.-L. and K.-L. Wang (2006). Seismic slope behavior in a large-scale shaking table model test. Engineering Geology 86, 118-133. 15. Matsui, T. and K.-C. San (1992). Finite element slope stability analysis by shear strength reduction technique. Soils and foundations Vol.32, No. 1, 59-70. Japanese Society of Soil Mechanics and Foundation Engineering. 16. Meymand, P. J. (1998). Shaking table scale model tests of nonlinear soil-pile-superstructure interaction in soft clay, Ph. D. dissertation, U. C. Berkeley. 17. Moncarz, P. D. and Krawinkler, H. (1981). Theory and application of experimental model analysis in earthquake engineering, Rpt. No. 50, John Blume Earthquake Eng. Ctr., Stanford Univ. 18. PIVview v3.0 user manual (2010), PIVTEC GmbH. 19. Rocha, M. (1957). The Possibility of Solving Soil Mechanics Problems by Use of Models, Proc. 4th Intl. Conf. Soil Mech. Fdn. Eng., London, Vol. 1, 183-188. 20. Roscoe, K. H. (1970). The influence of strains in soil mechanics. Geotechnique 20, NO.2, 129-170 21. Wang, K.-L. and M.-L. Lin (2011). Initiation and displacement of landslide induced by earthquake-a study of shaking table model slope test. Engineering Geology , 2011(SCI), doi:10.1016/j.enggeo.2011.04.008 22. Wartman, J., Seed, R.B. and Bray, J.D., (2005). “Shaking Table Modeling of Seismically Induced Deformations in Slopes,” Journal of Geotechnical and Geoenvironmental Engineering, Vol.131, No.5, pp.610-622. 23. 王元度(2005),小型振動台之模型邊坡動態試驗研究,國立台灣大學土木工程研究所碩士論文。 24. 王國隆(2006),區域性邊坡受震反應分析-以集集地震為例,國立台灣大學土木工程研究所博士論文。 25. 王國隆,林美聆(2010),1-g條件下之大型邊坡模型受震行為,地工技術,第125期,第23-34頁。 26. 吳偉特,土壤動力特性於大地工程之應用,地工技術雜誌,第二期72年4月,pp.82~96。 27. 林京翰(2007),利用小型振動台模擬邊坡受震情形之研究,國立台灣大學土木工程研究所碩士論文。 28. 林彥志(2010),利用數值模式模擬地震引致的邊坡滑動行為,國立台灣大學土木工程研究所碩士論文。 29. 許孝源(2010),利用模型試驗模擬邊坡受震之研究,國立台灣大學土木工程研究所碩士論文。 30. 陳永昇(2010),小型振動台模擬邊坡滑動情形之研究,國立台灣大學土木工程研究所碩士論文。 31. 鄭巽澤(2006),小型振動台模擬邊坡受震行為之研究,國立台灣大學土木工程研究所碩士論文。 32. 鄒銘徽(2011),振動台模型相似律及滑移行為分析,國立台灣大學土木工程研究所碩士論文。 33. 羅佳明,林銘郎,董家鈞,張光宗,簡士堯,黃安斌(2009),應用地形分析、遙測影像判釋與PIV技術於紅菜坪地滑特徵及其分區之研究,中國土木水利工程學刊,第21卷,第二期,第113-128頁。 | |
dc.identifier.uri | http://tdr.lib.ntu.edu.tw/jspui/handle/123456789/6463 | - |
dc.description.abstract | 邊坡問題通常規模很大,材料組成複雜,並不容易利用全尺寸的現地試驗觀察破壞機制。透過模型相似性與問題的簡化,可以縮小尺度並建立物理模型試驗,利用振動台試驗與離心機試驗,可以在1-g及N-g的條件下,觀測大地工程問題的破壞機制。林美聆、王國隆於2003年至2009年在國家地震工程研究中心進行八組大型振動台試驗,模擬邊坡受震行為。本研究由試驗結果之加速度反應、PIV影像分析以及標點位移量測,觀察邊坡受震反應,推測破壞時間。以有限差分軟體FLAC模擬邊坡模型受震反應,推測可能之破壞面位置,由應力路徑與頻譜分析推測可能之滑動時間及臨界加速度。利用建立之數值模型,針對大型振動台試驗加入垂直振動與否之影響進行討論。
振動加載過程乃由小至大,邊坡開始產生淺層滑動時,滑動範圍僅在邊坡坡面,坡頂及坡趾並無產生明顯位移,試體內部加速度反應並不明顯。邊坡產生大規模滑動時,坡趾開始往下坡方向移動,坡頂後方產生張裂縫,試體內部加速度相位反應不同步。數值模擬由模型內部網格變形呈現夾心狀時定義為大規模滑動之時間,以坡趾延伸至坡頂之剪應變分佈且網格應力碰觸到破壞包絡線做為大規模滑動之範圍。本研究利用數值軟體FLAC分別模擬無垂直振動之試驗及加入垂直振動之試驗,發現兩組試驗在水平位移變化及剪應變分佈範圍以加入垂直振動之試驗較為廣泛。最後再比較各組之間不同的加速度歷時及破壞行為,找出大型振動台試驗之淺層破壞及深層破壞之型式,以及各分析方法所對應之破壞時間。 | zh_TW |
dc.description.abstract | Geotechnical engineers usually encounter large-scale slope problems with complex material composition. Thus, it is hard to use full-size in-situ test to observe the failure mechanism. By law of similitude and simplification, model tests were established to simulate 1-g gravitational field or n-g gravitational field by shaking table test or centrifuge test. This study utilized to the large-scale model slope shaking table tests of the model slope conducted by Lin and Wang from 2003 to 2009 at NCREE. The failure time was estimated according to the acceleration response record, particle image velocimetry (PIV) analysis, and marker displacement measurements. The failure plane was estimated from results of the finite differentice analysis. The critical acceleration and failure time was estimated based on stress path and frequency spectrum analysis during loading. By using the numerical analysis, the effects of vertical vibration or not were discussed.
Shallow failure sliding occurred on the slope surface, no significant displacement on the crest and toe, and no obvious difference in acceleration responses were observed. As deep-seated landslide developed, the crest and toe started moving down-slope. The crack occurred behind the crest, and phase of acceleration response became shifted. The failure time was defined when the grid start to deform in deeper. The failure surface was defined by maximum shear strain distribution which is from toe to crest and the stress of grids close to failure envelope. Based on results of numerical simulation of specimen which is without vertical vibration and specimen which is with vertical vibration, it was found that the range of horizontal displacement and shear strain increment of specimen with vertical vibration is more than specimen without vertical vibration.At last, compared with acceleration history and failure behavior were made to determine, find out the mode of shallow failure, deep failure, and failure time, then summarize the data of large shaking table test. | en |
dc.description.provenance | Made available in DSpace on 2021-05-17T09:14:00Z (GMT). No. of bitstreams: 1 ntu-101-R99521127-1.pdf: 21582361 bytes, checksum: 1c530ca8fa510dc735ce75fa1d62cac5 (MD5) Previous issue date: 2012 | en |
dc.description.tableofcontents | 摘要 I
Abstract III 目錄 V 表目錄 IX 圖目錄 XI 第一章 緒論 1 1.1 前言 1 1.2 研究動機與目的 1 1.3 研究方法及內容 2 第二章 文獻回顧 5 2.1 模型相似律 5 2.1.1 Moncarz and Krawinkler(1981) 5 2.1.2 Iai(1989) 8 2.1.3 Meymand(1998) 12 2.2 振動台模型試驗 13 2.2.1 Kokusho(2004)之試驗 14 2.2.2 Wartman(2005)之試驗 14 2.3 傅立葉轉換 15 第三章 振動台邊坡模型試驗 30 3.1 材料之基本物理性質 30 3.2 材料之動態物理性質 31 3.3 大型振動台邊坡模型試驗 34 3.3.1 大型振動台邊坡模型試驗簡介 34 3.3.2 大型振動台邊坡模型試驗七 36 3.3.3 大型振動台邊坡模型試驗八 37 第四章 模型邊坡之受震反應及破壞發展 50 4.1 加速度記錄之基線修正 50 4.2 PIV影像分析 51 4.2.1 大型振動台試驗八之PIV分析結果 52 4.2.2 大型振動台試驗二至試驗七之PIV分析結果 53 4.3 加速度記錄 55 4.3.1 大型振動台試驗八之加速度記錄分析結果 55 4.3.2 大型振動台試驗二至試驗七之加速度記錄分析結果 56 4.4 大型振動台試驗七及試驗八之標點分析 59 4.5 大型振動台試驗七及試驗八之PIV位移場分析 61 第五章 大型振動台試驗之數值模擬分析 89 5.1 數值模型 89 5.1.1 數值軟體介紹及運算原理 89 5.1.2 系統校正 90 5.1.3 材料組成模式 92 5.1.4 邊界設定 93 5.1.5 動態輸入 94 5.1.6 參數設定 95 5.1.7 計算流程 98 5.2 大型振動台邊坡試驗之模擬結果 99 5.2.1 大型振動台試驗八之模擬結果 99 5.2.2 大型振動台試驗七之模擬結果 101 5.2.3 大型振動台試驗二至試驗五之模擬結果 102 5.3 大型振動台試驗七及試驗八之模擬結果討論 103 5.4 模型相似性討論 105 第六章 模型邊坡受震反應綜合討論 139 6.1 淺層破壞及臨界狀態 139 6.2 深層滑動行為 141 6.3 頻譜分析 143 6.4 大型振動台試驗分析結果之綜合討論 146 6.4.1 應力路徑與各分析方法比較 146 6.4.2 剪力模數變化趨勢 147 6.4.3 分析方法對應之破壞時間 148 6.4.4 水平位移量比較 149 第七章 結論與建議 165 7.1 結論 165 7.2 建議 166 參考文獻 169 附錄A 大型振動台試驗之監測計示意圖 173 附錄B 雷射掃描剖面位置示意圖 177 附錄C 大型振動台試驗數值模擬參數 179 附錄D 加速度振幅頻譜圖 183 | |
dc.language.iso | zh-TW | |
dc.title | 振動台模型邊坡滑移行為之數值模擬 | zh_TW |
dc.title | Numerical Simulation of Landslide Behavior from Shaking Table Test | en |
dc.type | Thesis | |
dc.date.schoolyear | 100-2 | |
dc.description.degree | 碩士 | |
dc.contributor.oralexamcommittee | 陳天健,王國隆 | |
dc.subject.keyword | 振動台試驗,模型邊坡,破壞面,數值模擬, | zh_TW |
dc.subject.keyword | shaking table test,slope,failure surface,numerical analysis, | en |
dc.relation.page | 184 | |
dc.rights.note | 同意授權(全球公開) | |
dc.date.accepted | 2012-08-18 | |
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 |
文件中的檔案:
檔案 | 大小 | 格式 | |
---|---|---|---|
ntu-101-1.pdf | 21.08 MB | Adobe PDF | 檢視/開啟 |
系統中的文件,除了特別指名其著作權條款之外,均受到著作權保護,並且保留所有的權利。