臺灣博碩士論文加值系統

經歷過學界多年研究，現今之基礎隔震技術不論於理論研究、地震模擬振動台試驗或實際地震考驗下，皆已被證明能有效降低結構物於地震作用下的動態反應，提高結構物的耐震能力，不僅可以保障結構物於強烈地震下之安全性，更進一步將結構物提升至功能性設計的範疇，因此近年來國內工程界已廣泛的應用此一技術於新建結構物上。然而一般基礎隔震結構極易受近斷層長週期震波影響而有共振的情況發生進而導致隔震效果不彰，為了克服此一缺點，本研究提出一種名為方向優化之摩擦單擺隔震器（Directional Optimization - Friction Pendulum System, DO-FPS）的隔震元件，構造上由一個球形的滑動曲面盤面、一個溝槽式的滑動曲面以及中央一關節式滑動器三者串聯組合而成，由於此種特別設計，隔震結構之基本週期會隨著局部固定座標系統下隔震器滑動方向之角度不同而有所改變，因此各個方向上皆有其各自的振動週期而不易與地表主振週期有共振情況產生。為了證實其獨特之機械性質，本研究提出方向優化之摩擦單擺隔震器有限元素理論模式，並於逢甲大學進行三層樓縮尺度鋼構架加裝方向優化之摩擦單擺隔震器之地震模擬振動台試驗。實驗結果顯示方向優化之摩擦單擺隔震器於不同頻率特性地震作用下皆能有效降低上部結構之加速度反應，且擁有良好的回復機制及消能機制，此外經由非線性動力分析軟體NSAT模擬之結果與實驗結果相互比較後可知本研究所提出的有限元素理論模式可以非常有效地模擬方向優化之摩擦單擺隔震器於地震作用下之非線性動態反應。

After many years of study, base isolation technology has been proven to efficiently reduce the seismic responses and upgrades the earthquake-proof capability of the superstructure either from the theoretical studies or the experimental efforts. Hence it has recently been used widely in the new or existing structures all around the world today. However, the base-isolated structures are easily to produce larger responses by strong ground motions with long predominant periods of near fault earthquakes due to and make structure resonance. In order to overcome the drawback, a new base isolator with variable isolation periods named as the Direction Optimized Friction Pendulum System (DO-FPS) has been proposed in this study. The proposed device is mainly composed of a spherical concave surface, a trench concave surface and an articulated slider. By using this special design, the isolation period will become dependent on the angle between the slider and the trench concave surface. Therefore, the undesirable phenomenon of resonance could always be prevented. In order to verify the functionality of the proposed device, a series of shaking table tests of a three story steel structure with DO-FPS base isolators were performed at the Department of Civil Engineering, Taichung, Feng Chia University, Taiwan. The test results revealed that the proposed device can effectively upgrade the seismic resistibility of a conventionally fixed base structure. Furthermore, the comparisons between the numerical and the experimental results show that the theory proposed in this study could predict the nonlinear behavior of the DO-FPS with good accuracy. Therefore, the proposed device can be considered as an excellent tool for upgrading the seismic resistibility of the traditional fixed base structure during severe earthquakes.

中文摘要 I
英文摘要 III
目錄 V
表目錄 VIII
圖目錄 X

第一章 緒論 1
1.1 前言 1
1.2 研究背景與目的 3
1.3 研究內容 7
第二章 隔震技術文獻回顧 10
2.1 基礎隔震原理簡介 10
2.2 隔震技術之發展歷史 12
2.3 隔震器的分類與特性 15
2.4 近斷層地震對隔震結構之影響 25
第三章 方向優化摩擦單擺隔震器之理論模式 27
3.1 方向優化摩擦單擺隔震器簡介 27
3.2 方向優化摩擦單擺隔震器之有限元素理論模式 30
3.3 結構加裝方向優化之摩擦單擺隔震器之自然振動頻率 41
3.4 方向優化之摩擦單擺隔震器發展型式 44
第四章 三層縮尺鋼構架加裝方向優化之摩擦單擺隔震器之地震模擬振動台試驗與數值分析 45
4.1 實驗裝置 45
4.2 量測儀器與佈置 47
4.3 方向優化之摩擦單擺隔震器設計流程 49
4.4 振動台試驗程序 51
4.5 振動台試驗結果 52
4.6 非線性動力分析軟體NSAT 61
4.7 鐵氟龍界面之非線性分析模式 62
4.8 停滯－滑動狀態之判斷 63
4.9 數值模擬分析與實驗結果比較 65
4.10 隔震結構單自由度模擬 67
第五章 結論與建議 69
5.1 結論 69
5.1 建議 71
參考文獻 72

[1]Chopra, A. K., Clough, D. P. and Clough, R. W. (1973), “Earthquake Resistance of Buildings with a ‘Soft’ First Storey”, Earthquake Engineering and Structural Dynamics, Vol. 1, No. 4, 347-355.
[2]Constantinou, M., Mokha, A. and Reinhorn, A. (1990), “Teflon Bearings in Base Isolation II: MODELING”, Journal of Structural Engineering, ASCE, Vol. 116, 455-474.
[3]Jules Touaillon, U.S. Patent NO.99973, Publication Date: Feb15, 1870
[4]Kelly, J. M. (1986), “A seismic base isolation: review and bibliography”, Soil Dynamics and Earthquake Engineering, Vol. 5, pp. 202-216.
[5]Kelly, J. M. (1996), “Earthquake-Resistant Design with Rubber”, 2nd ed., Spinger-Verlag, London.
[6]Li L. (1984), “Base Isolation Measure for Seismic Building in China”, Proceedings of Eighth World Conference on Earthquake Engineering, San Francisco, California.
[7]Mokha, A. S., Constantinou, M. C. and Reinhorn, A. M. (1990), “Teflon bearing in base isolation. I, Testing”, Journal of Structural Engineering, ASCE, Vol. 116, pp.438-454
[8]Mostaghel, N. and Khodaverdian, M. (1987), “Dynamics of resilent-friction base isolation (R-FBI)”, Earthquake Engineering and Structural Dynamics, Vol. 15, 379-390.
[9]Naeim, Farzad and Kelly, J. M. (1999), “Design of Seismic Isolated Structures”, John Wiley & Sons, Inc.
[10]Pavot, B. and Polus, E. (1979), “Aseismic Bearing Pads”, Tribology International, Vol. 12, No. 3, 107-111.
[11]Robinson, W. H. (1982), “Lead-Rubber hysteretic bearings suitable for protecting structures during earthquakes”, Earthquake Engineering and Structural Dynamics, Vol. 10, pp. 593-604.
[12]Robinson, W. H., and Tucker, A. G. (1983), “Test Result for Lead-Rubber Bearing for the William M. Clayton Building, Toe Toe Bridge, and Waiotukupuna Bridge”, Bull New Zealand Natl. Soc. Eng., Vol. 14, No. 1, pp. 21-33.
[13]Skinner, R. I., Robinson, W. H. and McVerry, G. H. (1993), “An Introduction to Seismic Isolation”, John Wiley & Sons, Inc.
[14]Su, L., Ahmadi, G. and Tadjbakhsh, I. G. (1991), “Performance of Sliding Resilient-Friction Base-Isolation System”, Journal of Structural Engineering, ASCE, Vol. 117, No. 1, pp. 165-181.
[15]Tsai, C. S. (1995), “Seismic Behavior of Buildings with FPS Isolators”, Second Congress on Computing in Civil Engineering, 1995, pp.1203-1211.
[16]Tsai, C. S. (1996), “FEM With Local Effects For Flat Sliding System”, Computer and Structures, An International Journal, 61(6),1003-1024.
[17]Tsai, C. S. (1996), “Nonlinear Stress Analysis Techniques.-NSAT”, Department of Civil Engineering, Feng Chia University, Taichung, Taiwan, R.O.C..
[18]Tsai, C. S. (1997), “Finite Element Formulations for Friction Pendulum Seismic Isolation Bearings”, International Journal for Numerical Methodsin Engineering, 40(1), pp. 29-49.
[19]Tsai, C. S., Chiang, T. C., Cheng, C. K., Chen, W. S. and Chang, C. W.(2002), “An Improved FPS Isolator for Seismic Mitigation on Steel Structures”, The 2002 ASME Pressure Vessels and Piping Conference, Vancouver, Canada, 237-244.
[20]Tsai, C. S., Chen, B. J. and Chiang, T. C. (2002), “Reasonable Lateral Force Distributions on Isolated Structures”, 2002 ASME Pressure Vessels and Piping Conference, Vancouver, Canada, Vol. 2, Editedby S. C. Lu, pp. 229-236.
[21]Tsai, C. S., Chiang, T. C. and Chen, B. J. (2003), “Shaking Table Tests of a Full Scale Steel Structure Isolated with MFPS”, Seismic Engineering 2003, ASME, Edited by J. C. Chen, Cleveland, Ohio, U.S.A., 41-47.
[22]Tsai, C. S., Chiang, T. C. and Chen, B. J. (2003), “Seismic Behavior of MFPS Isolated Structure under Near-Fault Sources and Strong Ground Motions with Long Predominant Periods”, Seismic Engineering 2003, ASME, Edited by J. C. Chen, Cleveland, Ohio,U.S.A., pp. 73-79.
[23]Tsai, C. S., Chiang, Tsu-Cheng and Chen, Bo-Jen (2003), “Component and Shaking Table Tests for Full Scale Multiple Friction Pendulum System”, Earthquake Engineering and Structural Dynamics, Vol. 35, No. 13, pp. 1653-1675.
[24]Tsai, C. S., Chiang, Tsu-Cheng and Chen, Bo-Jen (2003), “Exact Solution of Seismic Responses of Sliding Type Isolated Structure”, Earthquake Engineering and Structural Dynamics, Submitted for Review.
[25]Tsopelas, P., Constantinou, M. C., Kim, Y. S. and Okamoto, S. (1996),“Experimental Study of FPS System in Bridge Seismic Isolation”,Earthquake Engineering and Structural Dynamics, Vol. 25, pp. 65-78.
[26]Tyler, R. G. and Robinson, W. H. (1984), “High-strain tests on lead-rubber bearings for earthquake loadings”, Bull. NZ Nat. Soc.Eathq. Eng., 17, pp. 90-105.
[27]Zayas, V. A., Low S. S. and Mahin, S. A. (1987), “The FPS Earthquake Resisting System Experimental Report”, Technical Report,UBC/EERC-87/01.
[28]Zayas, V., Low, S., Bozzo L. and Mahin S. (1989), “Feasibility and Performance Studies on Improving The Earthquake Resistance of New and Existing Buildings Using The Friction Pendulum System”, Technical Report, UBC/EERC-89/09.
[29]唐家祥、劉再華，「建築結構基礎隔震」，淑馨出版社，台北，1997。
[30]林士斌 (2000)，「高阻尼多層橡膠支承與鉛擠阻尼器之理論分析與實驗比較」，逢甲大學土木及水利工程研究所，碩士學位論文。
[31]蔡崇興 (2001) “橡膠隔震支承於重要建築物災害重建之可能性評估(I)”, 行政院國家科學委員會專題研究計畫成果報告(NSC 89-2218-Z-035-002)。
[32]張婉妮(2001)，「近斷層震波對滑動式隔震結構之影響」，高雄第一科技大學營建工程系，碩士學位論文。
[33]蔡崇興，江子政，陳文信，陳柏任，黃建發 (2002)，「新型摩擦單擺支承之元件測試及地震模擬試驗台試驗研究」，第六屆結構工程研討會，屏東墾丁，文章編號：M37。
[34]蔡崇興，江子政，陳文信 (2002) “雙曲面摩擦單擺隔震器之有限元素理論模式”，第六屆結構工程研討會，屏東墾丁，文章編號：M34。
[35]蔡崇興，江子政，陳柏任 (2002)， 「變曲率摩擦單擺支承之有限元素理論模式及數值模擬分析」，中華民國第二十六屆全國力學會議，文章編號：D020。
[36]蔡崇興，江子政，陳美如，陳柏任 (2003)，「滑動式與類彈簧式隔震結構物在地震力作用下之正確解」，中華民國第二十七屆全國力學會議，台南成功大學，論文編號：D154。
[37]陳柏任 (2003)，「橡膠支承墊之力學特性和防震效益」，逢甲大學土木及水利工程研究所，博士學位論文。
[38]蔡崇興，江子政，陳柏任(2003)，「新型摩擦單擺支承之防震效益及工程應用(II)」，行政院國家科學委員會專題研究計畫成果報告，NSC-91-2625-Z-035-003，92年10月31日。
[39]盧煉元，施明祥，張婉妮 (2003)，「近斷層地震波對滑動式隔震結構之影響評估」，結構工程，十二月刊。
[40]陳文信 (2004)，「黏滯性阻尼材料避震器之設計分析與測試」，逢甲大學土木及水利工程研究所，碩士學位論文。
[41]江子政 (2004)，「複擺隔震器於防震工程之應用」，逢甲大學土木及水利工程研究所，博士學位論文。
[42]游士賢 (2005)，「簡易隔震器於貴重儀器設備之應用」，逢甲大學土木及水利工程研究所，碩士學位論文。
[43]許立德 (2006)，「溝槽式摩擦單擺隔震器於結構物之模擬分析與應用」，逢甲大學土木及水利工程研究所，碩士學位論文。
[44]蔡崇興，「具多向不同頻率的隔震器」（2006），台灣專利，專利公告號M313692。