考慮直接基礎搖擺之橋梁動力反應特性

以作者查詢圖書館館藏

、以作者查詢臺灣博碩士

、以作者查詢全國書目

、勘誤回報

、線上人數：40

、訪客IP：3.133.140.2

姓名

張展嘉(Chan-Chia Chang) 查詢紙本館藏

畢業系所

土木工程學系

論文名稱

考慮直接基礎搖擺之橋梁動力反應特性

相關論文

★ 隔震橋梁含防落裝置與阻尼器之非線性動力反應分析研究	★ 橋梁碰撞效應研究
★ 應用位移設計法於雙層隔震橋之研究	★ 具坡度橋面橋梁碰撞效應研究
★ 橋梁極限破壞分析與耐震性能研究	★ 應用多項式摩擦單擺支承之隔震橋梁研究
★ 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
★ 隔震橋梁之最佳化結構控制	★ 跨越斷層橋梁之極限動力分析
★ 塑鉸極限破壞數值模型開發	★ 橋梁直接基礎搖擺之極限分析
★ 考量斷層錯動與塑鉸破壞之橋梁極限分析	★ Impact response and shear fragmentation of RC buildings during progressive collapse
★ 應用多項式滾動支承之隔震橋梁研究	★ Numerical Simulation of Bridges with Inclined

檔案

[Endnote RIS 格式]

[Bibtex 格式]

[相關文章]

[文章引用]

[完整記錄]

[館藏目錄]

至系統瀏覽論文 ( 永不開放)

摘要(中)

過去世界已發生多起橋梁損壞之大地震，各國於地震後不斷修正設計規範。依據設計反應譜由橋梁週期求得地震加速度反應推算出橋梁之受力，再進行設計與檢核。
相關研究已證明直接基礎之搖擺效應(Rocking effect)能降低傳遞至上部結構之地震力且延長結構之週期，並藉由土壤進入塑性之行為可吸收地震能量，能使橋柱底於大地震中所受損傷甚為輕微亦或無損傷。
現今日本、美國已經將直接基礎搖擺設計納入規範中供工程師參考，然而台灣公路橋梁耐震設計規範目前未將搖擺設計納入，使設計上有較為保守之情況。因此，本研究將探討日本道路橋梁示方書與美國ASSHTO規範於目前台灣現有直接基礎橋梁之適用性，改變橋面板質量、柱高、基礎尺寸與不同形式土壤彈簧繪製搖擺反應之反應譜，發現非線性土壤彈簧下柱底剪力減少比例為19%。此外，研究將橋梁搖擺反應加速度分解，試圖找出搖擺反應如何降低橋梁動力反應。

摘要(英)

In the past, there have been many major earthquakes damaging bridges. Countries have modified their design codes after the earthquake. In addition, when engineers design the structure, almost using the design response spectrum to make sure about the force and check.
According to passed research, it has been proved that the rocking effect of the spread foundation can reduce the seismic force and extend the period. It will absorb the seismic energy due to the behavior of the soil entering plasticity, and can make the damage of the bottom of the bridge slight or no damage.
Nowadays, the United States and Japan has joined the rocking effect of the spread foundation into the specification for engineering. However, the code in Taiwan currently does not include the rocking effect and the spread foundation just can be designed as a fixed foundation without rocking. This makes the design conservative. Therefore, this study will refer to ASSHTO and Japan Specifications for Highway Bridge, and change the parameter like deck mass, column height, foundation size, and different forms of soil springs to make sure the respond of rocking effect. After drawing respond Spectrum and counting the percentages of absorbing the energy, found that the decreasing ratio of shear force at the bottom of the column under the non-linear soil spring is reduced by 19%. In addition, the study dismantled the acceleration of the deck to find out the meaning of the rocking respond.

關鍵字(中)

★ 直接基礎
★ 搖擺效應
★ 橋梁
★ 耐震設計

關鍵字(英)

★ spread foundation
★ rocking effect
★ bridge
★ seismic code

論文目次

目錄
摘要……………………………………………………………………I
目錄……………………………………………………………………IV
表目錄…………………………………………………………………VII
圖目錄…………………………………………………………………IX
第一章緒論……………………………………………………………1
1.1 研究動機與研究問題…………………………………………1
1.2 文獻回顧與探討………………………………………………3
1.2.1 溫克勒土壤彈簧與直接基礎搖擺機制回顧………………3
1.2.2希爾伯特黃轉換……………………………………………7
1.3 報告架構………………………………………………………9
第二章分析方法………………………………………………………10
2.1 SAP2000 簡介…………………………………………………10
2.2 數值模型 …………………………………………………… 10
2.2.1 五楊高架橋與模型建立………………………………10
2.2.2 土壤彈簧參數之相關規範……………………………11
2.2.3 土壤彈簧參數之計算…………………………………18
2.2.4 人造地震波與反應譜規範……………………………21
2.3 數值模型驗證 ……………………………………………… 23
2.3.1 日本道路橋梁示方書檢核……………………………23
2.3.2 美國 AASHTO 檢核……………………………………24
2.4 搖擺反應之探討 …………………………………………… 26
2.4.1 線性土壤彈簧…………………………………………26
2.4.2 非線性土壤彈簧………………………………………29
第三章橋梁實例分析與參數研究……………………………………49
3.1 目標橋梁與數值模型 ……………………………………… 49
3.1.1 目標橋梁………………………………………………49
3.1.2 土壤彈簧參數…………………………………………50
3.2 參數探討 …………………………………………………… 51
3.2.1 橋面板質量……………………………………………51
3.2.2 橋墩高度………………………………………………56
3.2.3 基礎尺寸大小…………………………………………60
3.3 小結 ………………………………………………………… 66
第四章希爾伯特-黃轉換之應用……………………………………126
4.1 希爾伯特黃轉換流程介紹 ……………………………… 126
4.1.1 經驗模態分解法…………………………………… 127
4.1.2 希爾伯特-黃轉換(Hilbert Transform) …………127
4.1.3 希爾伯特時頻譜(Hilbert Spectrum) ……………139
4.1.4 HHT 頻譜之總體平均訊號強化方法………………130
4.1.5 時頻譜上瞬時頻率的摘取…………………………131
4.2 直接基礎搖擺之週期………………………………………131
4.2.1 固接基礎之自然震動週期…………………………132
4.2.2 線性土壤彈簧之自然震動週期……………………133
4.2.3 非線性土壤彈簧之自然震動週期…………………133
4.2.4 HHT 轉換之週期與反應譜…………………………134
4.3 小結…………………………………………………………135
第五章結論與未來展望……………………………………………145
5.1 結論…………………………………………………………145
5.2 未來展望……………………………………………………148
參考文獻………………………………………………………………149
附圖……………………………………………………………………154

參考文獻

參考文獻
1. Winkler, E., 1867, “Die lehre von der elasticitaet und festigkeit,” prag, dominicus.
2. Housner, G. W., 1963, “The Behavior of Inverted Pendulum Structures during Earthquakes”, Bulletin of the Seismological of America, SSA52 (2), pp.403-417.
3. Sakellaraki, D., Watanabe, G. and Kawashima, K., 2005, “Experimental rocking response of direct foundation of bridge,” Second International Conference on Urban Earthquake Engineering, Tokyo Institute of Technology, Tokyo, Japan, March7-8, pp. 497-504.
4. Sakellaraki, D. and Kawashima, K., 2006, “Effectiveness of seismic rocking isolation of bridges based on shake table test,” First European Conference on Earthquake Engineering and Seismology, Geneva, Switzerland, September 3-8.
5. Espinoza, A. and Mahin S., 20006, “Rocking of Bridge Piers Subjected to Multi-Directional Earthquake Excitation’, Fifth National Seismic Conference on Bridge & Highways, San Francisco, CA, September 18-20.
6. Kawashima, K. and Unjoh, S., 1989, “Rocking response of a rigid foundation subjected to seismic excitations,” Civil Engineering Journal, Japan, Vol. 32, No. 10, pp. 60-66.
7. Kawashima, K. and Unjoh, S., 1991, “Overturning of rigid foundation resting on ground with insufficient yield strength,” Civil Engineering Journal, Japan, Vol. 33, No. 3, pp. 54-59.
8. Kawashima, K., Unjoh, S. and Mukai, H., 1994, “Inelastic rocking of direct foundation during an earthquake,” Civil Engineering Journal, Japan, Vol. 36, No. 7, pp. 50-55.
9. Mergos, P. E. and Kawashima, K., 2005, “Rocking isolation of a typical bridge pier on spread foundation,” Journal of Earthquake Engineering, Vol. 9, No. 2, pp. 395-414.
10. Kawashima, K., 2009, “Rocking seismic isolation of bridges supported by direct foundations,” Caltrans-PEER Seismic Research Seminar Sacramento, CA, USA.
11. Davis, J. B. and George, H., 2005, “Dynamic response considering rocking of foundations,” ECI 285-Computational Geomechanics.
12. Kawashima, K., Watanabe, G., Sakeraraki, D. and Nagai, T., 2005, “Rocking isolation of bridge foundations,” 9th World Seminar on Seismic Isolation, Energy Dissipation and Active Vibration Control of Structures, Kobe, Japan, June 13-16.
13. Kawashima, K. and Nagai, T., 2006, “Effectiveness of rocking seismic isolation on bridge,” 4th International Conference on Earthquake Engineering, Taipei, Taiwan, October 12-13.
14. Apostolou, M., Gazetas, G. and Garini, E., 2006, “Seismic response of slender rigid structures with foundation uplifting,” Soil Dynamics and Earthquake Engineering, Vol. 27, pp.642-654.
15. Prishati Raychowdhury, 2008, “Nonlinear Winkler-based Shallow Foundation Model for Performance Assessment of Seismically Loaded Structures,” University of California, San Diego.
16. Raychowdhury, P. and Hutchinson, T. C., 2008, “Performance evaluation of a nonlinear winkler-based shallow foundation model using centrifuge test results,” Earthquake Engng Struct. Dyn., Vol. 38, pp. 679-698.
17. Hung, H. H., Liu, K.Y., Ho, T. H. and Chang K. C., 2010, “An experimental study on the rocking response of bridge piers with spread footing foundations,” Earthquake Engineering Structural Dynamics, Vol. 40 pp. 749-769.
18. Deng, L., Kutter, B. L. and Kunnath, S. K., 2012, “Centrifuge modeling of bridge systems designed for rocking foundations,” J. Geotech. Geoenviron. Eng., Vol. 137, No. 3, pp. 335-344.
19. 黃敏彥，2013，「橋梁直接基礎搖擺之極限分析」，國立中央大學土木工程學研究所碩士論文，李姿瑩博士指導。
20. 李弘淵，2014，「橋梁直接基礎搖擺極限破壞分析」，國立中央大學土木工程學研究所碩士論文，李姿瑩博士指導。
21. 交通部技術標準規範公路類公路工程部，2008，「公路橋梁耐震設計規範」，交通部頒佈。
22. AASHTO, 2011, AASHTO Guide Specifications for LRFD Seismic Bridge Design, 2nd Edition, American Association of State Highway and Transportation Officials, Washington DC.
23. 日本道路協會，2012，「日本道路橋樑示方書‧IV下部構造篇」
24. Cohen, L., 1994, “Time-Frequency Analysis,” Prentice-Hall, New York, USA.
25. Shakal, A. F., Huang, M. J. and Graizer, V. M., 2003, “Strong-Motion Data Processing,” Lee WHK, Kanamori H, Jennings PC and Kisslinger C,Editors. In: International Handbook of Earthquake and Engineering Seismology, Part B, pp. 967– 981, Academic Press.
26. Wu, Z., and Huang, N. E., 2004, “A Study of the Characteristics of WhiteNoise Using the Empirical Mode Decomposition Method,” Proc.Roy. Soc. London, Vol. 460A, pp. 1597-1611, The Royal Society.
27. Wu, Z., Huang, N. E., Long, S. R. and Peng, C.K., 2007, “On the trend,detrending, and the variability of nonlinear and non-stationary timeseries,” Proc. Natl. Acad. Sci., Vol. 104, pp.14889-14894, National Acad Sciences.
28. 劉德俞，2011，「應用希爾伯特轉換方式改進結構系統識別方法於橋梁震動訊號之研究」，國立中央大學，碩士論文。
29. 陳仁傑，2011，「希爾伯特轉換(HHT)於變速之齒輪故障診斷之應用」，國立中央大學，碩士論文。
30. 林激，2012，「應用希爾伯特黃轉換於探究非線性生醫訊號特徵」，國立中央大學，碩士論文。
31. 許時挺，2012，「以希爾伯特-黃轉換抑制肺音中心音干擾」，國立中央大學，碩士論文。
32. 蘇聖中，2015，「結構物強震資料之『希爾伯特-黃』結構健康診斷方法」，國立中央大學，博士論文。
33. Wu, Z., and Huang, N. E., 2009, “Ensemble Empirical Mode Decomposition: A Noise-Assisted Data Analysis Method”, Advances in Adaptive Data Analysis. Vol.1 No.1, pp. 1-41, World Scientific.
34. .Huang, N. E., Brenner, M. J. and Salvino, L., 2006, “Hilbert-Huang Transform Stability Spectral Analysis Applied to Flutter Flight Test Data”, AIAA journal, Vol.44 issue 4, pp. 772-786, American Institute of Aeronautics and Astronautics,.
35. Terzaghi, K. and Peck, R. B., 1948. “Soil Mechanics in Engineering Practice,” John Wiley and Sons, New York, NY.
36. SAP2000 Analysis Reference Manual, 2002, Berkeley California, U.S.A.
37. 李森枏，2006，「SAP2000入門與工程上之應用」，科技圖書，台北。
38. 蔡益超、張荻薇、黃震興，1997，「公路橋梁耐震設計規範之補充研究」，交通部台灣區國道新建工程局
39. 宋裕棋，2012，「公路橋梁耐震性能設計規範研究(第二期)下冊」，交通部台灣區國道新建工程局
40. Gibbs, H. J. and Holtz, W.G., 1957, “Research on Determining the Density of Sands by Spoon Testing.” Proc. 4th International Conference on Soil Mechanics and Foundation Engineering, Lodon, England ,Vol. 1 pp. 35,39.

指導教授

李姿瑩(Tzu-Ying Lee)

審核日期

2018-6-22

推文