應用多項式滾動支承之隔震橋梁研究

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曾靖紘(Jing-Hung Tzeng) 查詢紙本館藏

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土木工程學系

論文名稱

應用多項式滾動支承之隔震橋梁研究

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摘要(中)

傳統滑動隔震支承已被廣泛應用，且具有相當良好之隔震效果，但易與近斷層產生低頻共振現象，減低其隔震效能。前人研究具變頻特性之隔震支承可有效改善傳統隔震支承於近斷層地震之隔震效果，但仍有支承摩擦材選用不易的問題。本文採用多項式滾動隔震支承(Polynomial Rocking Bearing, PRB)，PRB隔震支承之滾動曲面為六次多項式構成，具變頻特性，其遲滯迴圈有軟化段及硬化段之不同隔震效果，軟化段可降低結構物加速度反應，硬化段可抑制支承鉅大位移量，此外，改變PRB幾何性質亦可輕易調整其等效水平摩擦係數，因此摩擦材可任意選擇，增加支承之可靠度及耐用度。
根據前人研究已證實PRB對建築結構具有良好之隔震效果，尚未有應用於橋梁之實例。本研究以實驗結果驗證PRB理論與數值分析之正確性，依據日本道路橋示方書建立一座橋梁模型，使用PSO-SA混和搜尋法求得PRB支承最佳設計參數，並比較傳統摩擦單擺支承(Friction Pendulum System, FPS)與PRB之隔震效益。

摘要(英)

Conventional sliding isolators are widely used and effective to reduce seismic hazard, but it may not be effective when the structures are subjected to near-field ground motions because the pulse periods ground motions are usually close to the isolation periods of the isolators, and it may lead isolated structures to resonate with the ground motions. Various frequency sliding isolators could improve the performance of seismic isolation under near-field ground motions, but chosen friction materials were a difficult issue. In this study is using Polynomial Rocking Bearing (PRB). The rocking surface of PRB consists of six-order polynomial. The restoring stiffness possesses two sections: softening section and hardening section. The structural acceleration response can be reduced by decreasing the restoring stiffness, while the structural displacement response can be reduced by increasing the restoring stiffness of PRB. PRB equivalent horizontal friction coefficient can be easily adjusted via the bearing geometry, so the friction material can be arbitrarily chosen, increasing the isolator reliability and durability.
According to previous studies the PRB effective to reduce seismic hazard on building structure, but it is not yet used in the bridges. In this study, PRB experimental results verify the accuracy of theoretical and numerical analysis. Find out the optimal parameters of PRB by using PSO-SA hybrid algorithm, and compare the isolation effectiveness between PRB and Friction Pendulum System (FPS).

關鍵字(中)

★ 滾動支承
★ 變曲率隔震支承
★ 變頻式隔震支承
★ 近域震波
★ 振動台實驗

關鍵字(英)

論文目次

目錄
摘要 I
ABSTRACT II
誌謝 III
目錄 IV
表目錄 VII
圖目錄 VIII
第一章緒論 1
1.1 研究背景與動機 1
1.2 文獻回顧 4
1.3 研究內容 6
第二章多項式滾動支承 8
2.1 前言 8
2.2 支承力學行為 8
2.3 多項式滾動支承曲面函數與等效水平摩擦係數 13
第三章數值分析模型與分析方法 17
3.1 橋梁數值分析模型 17
3.2 運動方程式推導 17
第四章橋梁模型振動台實驗 24
4.1 實驗設備與實驗試體 24
4.2 實驗量測儀器及配置 26
4.3 實驗試體系統識別 26
4.4 輸入震波 27
4.5 實驗結果與數值模擬比對 28
4.6 實驗結果與隔震效能探討 32
第五章 PRB最佳化設計 78
5.1 PSO-SA混合式搜尋法 78
5.1.1最佳化問題數學模式之建立 78
5.1.2粒子群演算法(Particle Swarm Optimization,PSO)79
5.1.3模擬退火法(Simulated Annealing,SA) 82
5.1.4 PSO-SA混合式搜尋法 83
5.2 目標橋梁及分析震波 84
5.3 支承最佳參數目標函數 85
5.4 FPS搜尋參數設定 86
5.5 PRB搜尋參數設定 87
5.6 數值分析結果與討論 87
第六章結論與建議 105
6.1 結論 105
6.2 建議 106
參考文獻 108
附錄 A 115
附錄 B 121
附錄 C 128

表目錄
表4-1 震動台規格表 34
表4-2 PRB支承參數表 34
表4-3 橋梁試體參數表 35
表4-4 量測儀器數量編號及配置 35
表4-5 實驗用震波特性及PGA值 36
表4-6 Case1實驗與數值分析有無加加入垂直向慣性力誤差RMSE值 36
表4-7 Case2實驗與數值分析有無加加入垂直向慣性力誤差RMSE值 37
表4-8 實驗與數值分析誤差RMSE值 37
表4-9 實驗數據位移最大值 38
表4-10 使用PRB隔震與無隔震橋隔震效率比較表 38
表5-1 目標橋梁參數 90
表5-2 各震波下PSO-SA搜尋之PRB最佳參數 90
表5-3 各震波下PSO-SA搜尋之FPS最佳參數 91
表5-4 各震波下使用PRB與FPS之隔震橋最大位移反應 91
表5-5 各震波下使用PRB與FPS之隔震橋最大基底剪力 92
表C-1 收錄之實驗與分析內容 128
圖目錄
圖2-1 PRB支承之構件示意圖 15
圖2-2 支承自由體圖 15
圖2-3 PRB支承回復力曲線 16
圖3-1 ｢橋墩-支承-橋面板｣系統 22
圖3-2 簡化橋梁數學模型 22
圖3-3 (a)上部，(b)下部結構之運動自由體圖 23
圖4-1 試體模型 39
圖4-2 橋面板與質量塊 39
圖4-3 試體橋柱 40
圖4-4 PRB隔震支承 40
圖4-5 結構試體配置圖 41
圖4-6 加速規 42
圖4-7 雷射位移計 42
圖4-8 LVDT 42
圖4-9 應變計 42
圖4-10 自製Load cell 42
圖4-11 NI Compact DAQ 42
圖4-12 測量儀器配置圖 43
圖4-13 Case1自振反應譜 43
圖4-14 Case2自振反應譜 43
圖4-15 Case1自由震盪位移圖 43
圖4-16 Case2自由震盪位移圖 43
圖4-17 實驗用震波 44.45
圖4-18 Case1實驗所量測得上部結構垂直向慣性力 46.47
圖4-19 Case2實驗所量測得上部結構垂直向慣性力 48.49
圖4-20 Case1於El Centro震波，PGA 307gal (無垂直向分析) 50
圖4-21 Case1於El Centro震波，PGA 307gal (加入垂直向分析) 51
圖4-22 Case2於El Centro震波，PGA 307gal (無垂直向分析) 52
圖4-23 Case2於El Centro震波，PGA 307gal (加入垂直向分析) 53
圖4-24 Case1於Hachinohe震波，PGA 225gal (無垂直向分析) 54
圖4-25 Case1於Hachinohe震波，PGA 225gal (加入垂直向分析) 55
圖4-26 Case2於Hachinohe震波，PGA 225gal (無垂直向分析) 56
圖4-27 Case2於Hachinohe震波，PGA 225gal (加入垂直向分析) 57
圖4-28 Case1於Imperial Valley震波，PGA 350gal (無垂直向分析) 58
圖4-29 Case1於Imperial Valley震波，PGA 350gal (加入垂直向分析) 59
圖4-30 Case2於Imperial Valley震波，PGA 350gal (無垂直向分析) 60
圖4-31 Case2於Imperial Valley震波，PGA 350gal (加入垂直向分析) 61
圖4-32 Case1於JMA Kobe震波，PGA 300gal (無垂直向分析) 62
圖4-33 Case1於JMA Kobe震波，PGA 300gal (加入垂直向分析) 63
圖4-34 Case2於JMA Kobe震波，PGA 300gal (無垂直向分析) 64
圖4-35 Case2於JMA Kobe震波，PGA 300gal (加入垂直向分析) 65
圖4-36 Case1於Sylmar震波，PGA 250gal (無垂直向分析) 66
圖4-37 Case1於Sylmar震波，PGA 250gal (加入垂直向分析) 67
圖4-38 Case2於Sylmar震波，PGA 250gal (無垂直向分析) 68
圖4-39 Case2於Sylmar震波，PGA 250gal (加入垂直向分析) 69
圖4-40 Case1於TCU068震波，PGA 250gal (無垂直向分析) 70
圖4-41 Case1於TCU068震波，PGA 250gal (加入垂直向分析) 71
圖4-42 Case2於TCU068震波，PGA 250gal (無垂直向分析) 72
圖4-43 Case2於TCU068震波，PGA 250gal (加入垂直向分析) 73
圖4-44 Case1於Northridge震波，PGA 350gal (無垂直向分析) 74
圖4-45 Case1於Northridge震波，PGA 350gal (加入垂直向分析) 75
圖4-46 Case2於Northridge震波，PGA 350gal (無垂直向分析) 76
圖4-47 Case2於Northridge震波，PGA 350gal (加入垂直向分析) 77
圖5-1 五跨連續橋梁 93
圖5-2 上部結構斷面圖 93
圖5-3 鋼筋混凝土橋墩圖 94
圖5-4 El Centro震波下PRB最佳支承 95
圖5-5 Hachinohe震波下PRB最佳支承 95
圖5-6 Imperial Valley震波下PRB最佳支承 95
圖5-7 JMA Kobe震波下PRB最佳支承 96
圖5-8 Sylmar震波下PRB最佳支承 96
圖5-9 TCU068震波下PRB最佳支承 96
圖5-10 Northridge震波下PRB最佳支承 97
圖5-11 橋梁於El Centro震波下反應 98
圖5-12 橋梁於Hachinohe震波下反應 99
圖5-13 橋梁於Imperial Valley震波下反應 100
圖5-14 橋梁於JMA Kobe震波下反應 101
圖5-15 橋梁於Sylmar震波下反應 102
圖5-16 橋梁於TCU068震波下反應 103
圖5-17 橋梁於Northridge震波下反應 104
圖A-1 座標轉換關係圖 120
圖C-1 Case1於El Centro震波，PGA 200gal (加入垂直向分析) 129
圖C-2 Case2於El Centro震波，PGA 200gal (加入垂直向分析) 130
圖C-3 Case1於Hachinohe震波，PGA 150gal (加入垂直向分析) 131
圖C-4 Case2於Hachinohe震波，PGA 150gal (加入垂直向分析) 132
圖C-5 Case1於Imperial Valley震波，PGA 150gal (加入垂直向分析) 133
圖C-6 Case2於Imperial Valley震波，PGA 150gal (加入垂直向分析) 134
圖C-7 Case1於Imperial Valley震波，PGA 250gal (加入垂直向分析) 135
圖C-8 Case2於Imperial Valley震波，PGA 250gal (加入垂直向分析) 136
圖C-9 Case1於JMA Kobe震波，PGA 100gal (加入垂直向分析) 137
圖C-10 Case2於JMA Kobe震波，PGA 100gal (加入垂直向分析) 138
圖C-11 Case1於JMA Kobe震波，PGA 200gal (加入垂直向分析) 139
圖C-12 Case2於JMA Kobe震波，PGA 200gal (加入垂直向分析) 140
圖C-13 Case1於Sylmar震波，PGA 150gal (加入垂直向分析) 141
圖C-14 Case2於Sylmar震波，PGA 150gal (加入垂直向分析) 142
圖C-15 Case1於Sylmar震波，PGA 300gal (加入垂直向分析) 143
圖C-16 Case2於Sylmar震波，PGA 350gal (加入垂直向分析) 144
圖C-17 Case1於TCU068震波，PGA 150gal (加入垂直向分析) 145
圖C-18 Case2於TCU068震波，PGA 150gal (加入垂直向分析) 146
圖C-19 Case1於Northridge震波，PGA 150gal (加入垂直向分析) 147
圖C-20 Case2於Northridge震波，PGA 150gal (加入垂直向分析) 148
圖C-21 Case1於Northridge震波，PGA 250gal (加入垂直向分析) 149
圖C-22 Case2於Northridge震波，PGA 250gal (加入垂直向分析) 150

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指導教授

李姿瑩

審核日期

2013-8-23

推文