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姓名 謝明達(Ming-Da Hsieh) 查詢紙本館藏 畢業系所 土木工程學系 論文名稱 基礎裸露鋼筋混凝土橋梁之抗震行為與能力評估 相關論文 檔案 [Endnote RIS 格式]
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摘要(中) 由於台灣之特殊地理位置與地形,使得島內橋梁於雨季中經常飽受洪水衝擊,此外,人為與天然的災害造成河道改變、河床沖刷、以及基礎淘空,大幅地降低橋梁之耐震能力。本文研究基礎裸露之鋼筋混凝土橋梁的耐震行為,使用LS-DYNA有限元素分析軟體,建立並模擬不同橋柱高度、以及不同基礎裸露深度下混凝土橋梁之非線性分析模型,其中,樁基土壤互制結構以彈簧元素模擬,並分別採用擬靜態側推與動態歷時分析,探討基礎裸露橋梁之抗震能力與倒塌機制。並利用ATC40(Applied Technology Council) 內之容量震譜性能評估方法,評估與調查基礎裸露鋼筋混凝土橋梁之抗震性能。 摘要(英) Due to the special geographical location and topography of Taiwan, bridges often suffer from flood impacts in the rainy season. In addition, natural and man-made disasters cause alterations of the river path, riverbed erosion, and basis underrun, reducing the seismic capacity of bridges. This research discusses the seismic performance of reinforced concrete bridges with exposing pile foundations by using LS-DYNA finite element analysis software. Nonlinear numerical bridge models with different height and exposed depth of bridge piers are established. Soil-structure interactions are modeled using spring element. The seismic performance of bridges are investigated using pushover analysis and dynamic analysis. The capacity spectrum method suggested in ATC-40(Applied Technology Council) is also implemented for evaluation and investigation of reinforced concrete bridges with exposing pile foundations. 關鍵字(中) ★ 容量震譜
★ 性能評估法
★ 基礎裸露
★ 非線性動態分析關鍵字(英) ★ ATC-40 論文目次 摘要...............................................I
ABSTRACT.........................................II
誌謝.............................................III
目錄..............................................IV
表目錄...........................................VIII
圖目錄.............................................XI
第一章 緒論.........................................1
1.1研究動機..........................................1
1.2研究目的..........................................1
1.3研究方法..........................................2
1.4論文架構..........................................2
第二章 文獻回顧......................................3
2.1 容量震譜法.......................................3
2.1.1容量震譜........................................4
2.1.2需求震譜........................................6
2.1.3需求震譜之折減...................................9
2.1.4性能點(Performance Point)之求取.................13
2.2 橋梁耐震評估相關研究...............................17
2.3橋梁沖刷相關試驗研究................................21
第三章 三維非線性鋼筋混凝土橋梁模型......................25
3.1 LS-DYNA簡介.....................................25
3.2鋼筋混凝土材料模型..................................25
3.3鋼筋混凝土結構模型之驗證.............................28
3.4橋梁樁土互制行為及沖刷機制模擬........................31
3.4.1樁土互制行為.....................................31
3.4.2基礎裸露模擬.....................................36
3.5模態分析..........................................42
第四章 靜力側推分析...................................52
4.1橋柱模型與基礎裸露情況...............................52
4.2擬靜態側推分析.....................................52
4.3側推分析結果.......................................53
4.3.1基礎裸露深度0公尺(未沖刷)之橋梁.....................53
4.3.2基礎裸露深度0.6公尺之橋梁側推分析....................58
4.3.3基礎裸露深度1.8公尺之橋梁側推分析....................63
4.3.4綜合比較.........................................68
4.4 ATC-40耐震評估....................................69
4.4.1容量震譜之決定....................................69
4.4.2需求震譜之決定....................................72
4.4.3 位移需求........................................73
4.4.4容量震譜法分析結果:DE=0...........................75
4.4.5容量震譜法分析結果:DE=0.6.........................77
4.4.6容量震譜法分析結果:DE=1.8.........................80
4.4.7綜合討論.........................................82
4.5靜力側推分析之結論...................................86
第五章 動態歷時分析....................................87
5.1 動態歷時加載資訊....................................87
5.2 動態歷時結果.......................................89
5.2.1 基礎未裸露(DE=0m)之地震歷時分析結果.................90
5.2.1.1回歸期為75年(50/50)之地震歷時.....................90
5.2.1.2回歸期為475年(10/50)之地震歷時....................91
5.2.1.3回歸期為2500年(2/50)之地震歷時....................99
5.2.2基礎裸露0.6公尺(DE=0.6m)之地震歷時分析結果...........107
5.2.2.1回歸期為75年(50/50)之地震歷時....................107
5.2.2.2回歸期為475年(10/50)之地震歷時...................112
5.2.2.3回歸期為2500年(2/50)之地震歷時...................119
5.2.3基礎裸露1.8公尺(DE=1.8m)之地震歷時分析結果...........122
5.2.3.1回歸期為75年(50/50)之地震歷時....................122
5.2.3.2回歸期為475年(10/50)之地震歷時...................125
5.2.3.3回歸期為2500年(2/50)之地震歷時...................128
5.2.4 綜合討論........................................133
5.2.4.1位移反應.......................................133
5.2.4.2 破壞機制與非彈性變形............................135
5.3動態歷時分析之結論...................................136
第六章 結論...........................................137
參考文獻...............................................140
附錄A 動態歷時結果(DE=0)................................142
附錄B 動態歷時結果(DE=0.6)..............................178
附錄C 動態歷時結果(DE=1.8)..............................214
附錄D 加載地震之加速度歷時與速度歷時........................250參考文獻 【1】 S. A. Freeman, J. P. Nicoletti and J. V. Tyrell, Evaluations to existing buildings for seismic risk-A case study of Puget sound naval shipyard, Washington, Proceeding of first U.S. National Conference on Earthquake Engineering, pp. 113-122, 1975
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