橋梁極限破壞之分析方法

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姓名

陳重瑞(Chong-ruei Chen) 查詢紙本館藏

畢業系所

土木工程學系

論文名稱

橋梁極限破壞之分析方法

相關論文

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★ 橋梁含多重防落裝置之極限狀態動力分析	★ 強震中橋梁極限破壞三維分析
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摘要(中)

依據過去地震經驗發現橋梁常遭受嚴重之損害，而橋梁支承裝置、橋柱之損壞與落橋所造成的損失更為嚴重。因此本研究主要探討含防止落橋裝置之不同支承型式橋梁於大地震時極限狀態的反應。
本研究採用新近發展之隱式結構動力分析方法，適用於處理大變形、大變位、材料非線性與剛體運動等問題，但相較於使用中央差分法處理雷利阻尼相關問題時會有數值發散現象，所以本文採用隱式Newmark-β直接積分求解運動方程式，研提增量迭代計算程序，求得下一步時間之位移、速度與加速度反應，同時計算構件回復內與阻力內力，成功避免高度非線性反應時之發散情形。
本研究以一座五跨隔震支承連續橋梁為目標橋梁，進行參數分析探討於三種不同測站之強震下，橋梁防止落橋裝置與支承、橋墩間之相互影響關係，探討橋梁於地震發生時在極限狀態下之破壞模式。
最後以日本發生祭畤大橋之芮氏規模7.2之強震，這起地震造成岩手及宮城縣多處山崩、道路變形、橋梁斷裂和地表滑移，嘗試模擬此橋在強震中崩塌之破壞歷程，重現橋梁震害過程。

摘要(英)

In the past extreme earthquake, observed from the damaged bridges, bearing failure, column failure and deck unseating caused a more serious loss.Therefore, it is full of curiosity that how large earthquake will cause a bridge to collapse and how the ultimate state will be. This study is aimed to analyze the ultimate situation of bridges with rigid bearing system and isolated bearing systemthrough numerical analysis.
TheImplicit time integration method(Newmark-β), a new computational method is adopted in this study because the TheImplicit time integration method(Newmark-β) has the superior in managing the engineering problems with material nonlinearity, discontinuity, large deformation and arbitrary rigid body motions of deformable bodies. In the past, Compare with Central Different Method to be analysis method, there are numerical disperses when to solve the Rayleigh damping analysis. Implicit time integration method(Newmark-β) is adopted in VFIFE . Incremental formulation of the equation of motion is used to do iteration and to solve the response at next time step (i+1) including the displacement, velocity and acceleration. Furthermore, this calculation is also used to calculate the internal resultant force and the internal damping force exerted by the elements surrounding the particle.
Thisstudy analyzes a five-span-continuous isolated bridge to investigate the extreme functions of the columns and unseating prevention devices, and predict the collapse situation of the target bridge.
Finally,anextreme earthquake with magnitude of 7.2 occurred in Iwate County, Japan. The earthquake led to a number of landslides and path distorts and especially the collapse of MatsurubeBridge. To realize the failure mechanism of MatsurubeBridge

關鍵字(中)

★ 向量式有限元素
★ Newmark-β直接積分法
★ 極限狀態
★ 橋梁
★ 防止落橋裝置
★ 動力分析

關鍵字(英)

論文目次

摘要 I
Abstract II
誌謝 III
目錄 IV
表目錄 VIII
圖目錄 X
第一章緒論 1
1.1研究動機與目的 1
1.2文獻回顧 2
1.2.1向量式有限元素法 2
1.2.2防止落橋裝置 4
1.2.3 Bouc-wen模型 7
1.3論文架構 8
第二章採用隱式直接積分法之有限元素分析 10
2.1隱式Newmark-β直接積分計算程序 11
2.2平面梁元素之內力計算 20
2.3勁度比例阻尼力計算(Stiffness-proportional damping) 29
2.4數值算例 32
2.5小結 33
第三章連結元素分析與極限狀態模擬 41
3.1連結元素 41
3.1.1 線性彈簧元素(Linear Spring) 43
3.1.2 雙線性彈簧元素(Bilinear Spring) 44
3.1.3 具可開孔彈簧元素(Gap or Hook Spring) 45
3.1.4 被動土壓彈簧元素(Passive Earth-Pressure Spring) 46
3.2阻尼元素 47
3.2.1 凱文阻尼元素(Kelvin Damper) 47
3.2.2 麥斯威爾阻尼元素(Maxwell Damper) 48
3.3地表位移輸入法 49
3.4橋梁極限狀態模擬 51
3.4.1支承破壞模擬 51
3.4.2滑動摩擦分析 53
3.4.2.1剪力平衡法 53
3.4.2.2 Bouc-Wen模型 57
3.4.3構件斷裂模擬 58
3.4.4桿件碰撞模擬 59
3.5小結 61
第四章特殊元素數值算例 69
4.1線性彈簧元素驗証 69
4.2具可開孔彈簧元素驗証 70
4.3雙線性彈簧元素 72
4.3.1有長度雙線性彈簧驗證 72
4.3.2無長度雙線性彈簧驗證 73
4.4凱文阻尼元素 74
4.5麥斯威爾阻尼元素 75
4.6地表位移輸入法驗証 76
4.7滑動摩擦分析驗証 77
4.8小結 78
第五章橋梁實例分析與參數研究 100
5.1算例一:五跨隔震系統連續梁橋 100
5.1.1目標橋梁與分析模型 100
5.1.2數值分析模型 101
5.1.3參數研究 106
5.1.4時間步幅與收斂誤差之選擇 107
5.1.5動力歷時分析結果 108
5.2算例二:日本祭畤大橋 111
5.2.1目標橋梁形式 111
5.2.2數值分析模型 112
5.2.3動力分析結果 115
5.3小結 116
第六章結論與未來展望 142
6.1結論 142
6.2未來展望 144
參考文獻 145
附圖 150

參考文獻

[1] Ting, E. C., Shih, C. and Wang, Y. K. (2004), "Fundamentals of a Vector Form Intrinsic Finite Element: Part I. Basic Procedure and a Plane Frame Element," Journal of Mechanics, Vol.20, No.2, pp. 113-122.
[2] Ting, E. C., Shih, C. and Wang, Y. K. (2004), "Fundamentals of a Vector Form Intrinsic Finite Element: Part II. Plane Solid Elements," Journal of Mechanics, Vol.20, No.2, pp. 123-132.
[3] Shih C., Wang, Y. K. and Ting, E. C. (2004), "Fundamentals of a Vector Form Intrinsic Finite Element: Part III. Convected Material Frames and Examples," Journal of Mechanics, Vol.20, No.2, pp. 133-143.
[4] Wang, C. Y., Wang, R. Z., Kang, L. C. and Ting, E. C. (2004), "Elastic-Plastic Large Deformation Analysis of 2D Frame Structure," Proceedings of the 21st International Congress of Theoretical and Applied Mechanics (IUTAM), SM1S-10270, Warsaw, Poland, August 15-21.
[5] Wu, T. Y., Wang, R. Z. and Wang, C. Y. (2006), "Large Deflection Analysis of Flexible Planar Frames," Journal of the Chinese Institute of Engineers, Vol. 29, No. 4, pp. 593-606.
[6] Kawashima, K. and Shoji, G. (1999), "Effectiveness of Rubber Type Restrainer to Mitigate Pounding Effect Between Adjacent Deck during an Strong Earthquake," Journal of Structure Mechanics and Earthquake Engineering, JSCE, No.612/I-46, pp. 129-142.
[7] Kawashima, K. and Shoji, G. (2000), "Effect of Restrainers to Mitigate Pounding Between Adjacent Decks Subjected to A Strong Ground Motion," 12th World Conference on Earthquake Engineering, Paper No. 1435 (CD-ROM), Auckland, New Zealand.
[8] Watanabe, G. and Kawashima, K. (2004), "Numerical Simulation of Pounding of Bridge Decks," 13th World Conference on Earthquake Engineering, Paper No. 884 (CD-ROM), Vancouver, B.C., Canada.
[9] Matsumoto. T., Kawashima, K. and Watanabe, G. (2007), "Seismic Response of 3-Span Bridge Considering the Effect of Failure of Bearings," Journal of Structural Engineering, JSCE, Vol. 53A, pp. 503-512.
[10] Saiidi, M., Maragakis, E. and Feng, S. (1996), "Parameters in Bridge Restrainer Design for Seismic Retrofit," Journal of Structural Engineering, ASCE, Vol.122, No.19, pp.61-68.
[11] Saiidi, M., Randall, M., Maragakis, E. and Isakovic, T. (2001), "Seismic Restrainer Design Methods for Simply Supported Bridges," Journal of Bridge Engineering, Vol.6, No.5, 307-315.
[12] Trochalakis, P., Eberhard, M. O. and Stanton, J. F. (1997), "Design of Seismic Restrainers for In-Span Hinges," Journal of Structural Engineering, ASCE, Vol.123, No.4, 469-478.
[13] Liu, K. Y. and Chang, K. C. (2006), "Parametric Study on Performance of Bridge Retrofitted by Unseating Prevention Devices," Earthquake Engineering and Engineering Vibration, Vol. 5, No. 1, pp. 111-118.
[14] Sarrazin, M., Moroni, O. and Roesset, J. M. (2005), “Evaluation of Dynamic Response Characteristics of Seismically Isolated Bridges in Chile,” Earthquake Engineering and Structural Dynamics, Vol.34, No.4-5, pp.425-448.
[15] Hwang, J. S. and Tseng, Y. S. (2005), "Design Formulations for Supplemental Viscous Dampers to Highway Bridges," Earthquake Engineering and Structural Dynamics, Vol.34, No.13, pp.1627-1642.
[16] Computers and structures, Inc., (2002), "SAP2000, Integrated Finite Analysis and Design of Structures, Analysis Reference Manual, Version 9.0.3," University of California at Berkeley, California, USA.
[17] 內政部營建署 (2002)，〝防止橋梁落橋裝置設計與現場施工技術之研究〞，台北，台灣。
[18] 行政院公共工程委員會 (2001)，〝橋梁結構耐震、隔震及減震技術之應用研究〞，台北，台灣。
[19] 唐治平、陳全和 (1993)，〝隔震橋梁位移控制〞，結構工程，第八卷，第三期，第19-32頁。
[20] 唐治平、李維森 (1997)，〝具流體阻尼器隔震橋梁之耐震研究〞，結構工程，第十二卷，第二期，第25-42頁。
[21] 唐治平、李維森 (1998)，〝隔震橋梁用混合式消能系統研究〞，中國木水利工程學刊，第十卷，第三期，第505-514頁。
[22] 唐治平、李維森、柯孝勳 (2002)，〝橋梁結構耐震、隔震及減震技術之應用研究〞，結構工程，第十七卷，第二期，第33-52頁。
[23] 張荻薇 (1988)，「認識隔(減)震、制振結構」，結構工程，第三卷，第一期，第67-80頁。
[24] 張荻薇 (1989)，「隔震技術在橋樑工程之應用」，結構工程，第四卷，第四期，第69-80頁。
[25] 張荻薇、張國鎮、宋裕祺、蔡孟豪 (1999)，「集集地震橋梁損壞模式探討」，結構工程，第十四卷，第三期，第91-129頁。
[26] 郭拱源、盧智宏、張國鎮 (2002)，「921 炎峰橋震害探討」，台大工程，第八十五期，第97-108頁。
[27] 張國鎮、郭拱源、劉光晏、盧智宏 (2004)，「支承系統對橋梁耐震行為之影響－921集集地震橋梁震害之探討與省思」，結構工程，第十九卷，第二期，第55-73頁。
[28] 莊清鏘、陳詩宏、王仲宇 (2006)，〝向量式有限元於結構被動控制之應用〞，固體與結構之工程計算－2006近代工程計算論壇，第O1-O25頁。
[29] 王仁佐 (2005)，「向量式結構運動分析」，國立中央大學土木工程學研究所博士論文，王仲宇、盛若磐。
[30] 盧智宏 (2002)，「橋梁防落裝置耐震行為之研究」，國立台灣大學土木工程學研究所碩士論文，張國鎮。
[31] 方嘉宏 (2005)，「橋樑配置防震拉桿之非線性動力分析及設計」，國立台灣大學土木工程學研究所碩士論文，蔡益超。
[32] 徐瑞億 (2005)，「橋梁防落拉桿之實驗與力學分析」，國立臺北科技大學土木與防災研究所碩士論文，李有豐。
[33] 李俊德 (2006)，「防落拉桿應用於橋梁之振動台實驗與分析」，國立臺北科技大學土木與防災研究所碩士論文，李有豐。
[34] Bouc, R. (1967), "Forced vibration of mechanical systems with hysteresis" Proceedings of the Fourth Conference on Nonlinear Oscillation, Prague, Czechoslovakia , pp. 315.
[35] Bouc, R. (1967), "Modèle mathématique d′hystérésis: application aux systèmes à un degré de liberté" Acustica.16-25..
[36] Kang, D. W., Jung, S. W., Nho, G. H. , Ok, J. K. and YOO, W. S.(2010), "Application of bouc-wen model to frequency-dependent nonlinear hysteretic friction damper," Journal of Mechanical Science and Technology" , pp. 1311-1317.
[37] Watanabe, G. and Kawashima, K. (2004), "Numerical Simulation of Pounding of Bridge Decks," 13th World Conference on Earthquake Engineering, Paper No. 884 (CD-ROM), Vancouver, B.C., Canada.
[38] 日本道路協會“道路橋の耐震設計に関する資料”
[39] 川島一彥、松崎裕、武田篤史 (2008)，「平成20年岩手‧宮城内陸地震による国道342号祭畤大橋の落橋メカニズム」，日本土木學會調查団勘災報告。

指導教授

李姿瑩

審核日期

2016-1-27

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