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| DC 欄位 | 值 | 語言 |
|---|---|---|
| dc.contributor.advisor | 吳東諭 | zh_TW |
| dc.contributor.advisor | Tung-Yu Wu | en |
| dc.contributor.author | 蕭玟鈺 | zh_TW |
| dc.contributor.author | Wen-Yu Xiao | en |
| dc.date.accessioned | 2024-08-01T16:11:39Z | - |
| dc.date.available | 2024-08-02 | - |
| dc.date.copyright | 2024-08-01 | - |
| dc.date.issued | 2024 | - |
| dc.date.submitted | 2024-07-22 | - |
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"RESIDUAL STRENGTH OF DAMAGED STEEL BRIDGE PIER WITH CIRCULAR CROSS SECTION AND ITS REPAIR METHOD." | - |
| dc.identifier.uri | http://tdr.lib.ntu.edu.tw/jspui/handle/123456789/93451 | - |
| dc.description.abstract | 橋墩為橋梁之韌性構件，當橋梁遭逢極端地震時，可藉塑鉸消能降低橋梁整體結構之損壞。因此，使其展現足夠強度對於橋梁之耐震設計極為重要。鋼材具有高強度與高延展性，為橋墩材料之優良選擇，然而我國相關耐震規範中卻對鋼橋墩設計著墨甚少，使實務設計上無明確可遵循之依據，僅能參考他國耐震設計流程進行設計，惟各國耐震設計規範之精神及性能要求不盡相同，應不可直接引用與參考。此外，過往鋼橋墩之相關研究多以其非線性行為作為主要方向，探討斷面性質、加載方式等因素對其韌性容量或極限強度之影響。然而，對於真實地震下之鋼橋墩，地震強度與其引致之結構反應均具不確定性，除利用擬靜態或非線性歷時分析了解其耐震性能外，亦應利用機率式分析，掌握鋼橋墩於震後之損傷程度與風險，以完整評估及量化其耐震能力。
有鑑於此，本研究以圓形空心斷面單柱式鋼橋墩為研究對象，探討不同徑厚比、長細比、軸壓比等關鍵參數對韌性容量及破壞風險之影響。首先以擬靜態分析求取鋼橋墩之韌性容量，並以此定義後續非線性歷時分析中之破壞基準。而鋼橋墩之破壞行為分兩部分進行討論，其一，假設鋼橋墩工址位於臺北二區，以易損性分析結果配合該區之地震危害度，分析圓形單柱式鋼橋墩於臺北二區之50年破壞風險；其二，透過假設臺北山腳斷層之地震情境，利用符合該情境之近斷層地震歷時進行非線性歷時分析，決定鋼橋墩於此情境下之破壞機率。最後，依據韌性容量與破壞行為分析之結果，對圓形斷面單柱式鋼橋墩之斷面性質提出耐震設計建議。 | zh_TW |
| dc.description.abstract | Bridge piers, which are ductile components of bridges, serve as the primary structural members and need to exhibit sufficient energy dissipation under earthquakes. Due to the high ductility and extraordinary strength-to-weight ratio, steel is an excellent material for bridge piers. However, there is little emphasis on the compactness requirements for steel bridge piers in Taiwan seismic design codes. Structural engineers can only refer to seismic design guidelines from other countries, but the difference in the design objectives makes them potentially inappropriate for Taiwan. In addition, most of the previous studies on steel bridge piers focus on their nonlinear behavior, investigating the effects of sectional properties and loading protocols on their ductility and ultimate strength. Given the uncertainties in the intensity of ground motions and the structural response, probabilistic analysis should be utilized to evaluate the structural damages and seismic performance.
To address this shortcoming, this study investigates single-column steel bridge piers with varied seismic compactness and axial load levels. The ductility capacity of each pier is determined by pseudo-static analysis and considered as the failure criteria in the subsequent nonlinear time-history analysis. The failure behavior of steel bridge piers is discussed in two parts: first, using the results of fragility analysis with seismic hazard in the Taipei basin zone II to calculate the 50-year failure risk of steel bridge piers; secondly, the failure probability under near-fault ground motions is evaluated based on the seismic scenario of the Taipei Shanchiao fault. Based on the results of ductility capacity and failure behavior, the seismic design requirements of single-column steel bridge pier compactness are proposed. | en |
| dc.description.provenance | Submitted by admin ntu (admin@lib.ntu.edu.tw) on 2024-08-01T16:11:38Z No. of bitstreams: 0 | en |
| dc.description.provenance | Made available in DSpace on 2024-08-01T16:11:39Z (GMT). No. of bitstreams: 0 | en |
| dc.description.tableofcontents | 誌謝 i
摘要 ii ABSTRACT iii 目 次 iv 圖 次 vii 表 次 xii 第一章 緒論 1 1.1 研究背景與動機 1 1.2 研究方法與步驟 2 1.3 論文架構 2 第二章 文獻回顧 5 2.1 相關耐震規範回顧 5 2.1.1 圓形鋼橋墩耐震規範 5 2.1.2 圓形鋼管柱耐震規範 7 2.2 鋼橋墩非線性行為 9 2.3 橋梁易損性分析 12 2.4 小結 14 第三章 鋼橋墩有限元素模擬 27 3.1 鋼橋墩模型設定 27 3.1.1 斷面性質選定 27 3.1.2 材料與定軸壓比 27 3.2 有限元素模擬方法 28 3.2.1 有限元素模型 28 3.2.2 鋼材應力應變曲線與材料模型 28 3.2.3 顯式分析之時間步長控制 30 3.2.4 定軸壓力施加方式 31 3.2.5 擬靜態分析之邊界條件與位移歷時設定 31 3.2.6 非線性歷時分析之邊界條件與阻尼設定 31 3.3 模擬方法驗證 32 3.3.1 實驗試體簡介 32 3.3.2 模型設定 32 3.3.3 試驗與模擬結果比較 33 第四章 鋼橋墩韌性容量 45 4.1 韌性容量評估方法 45 4.1.1 現行規範之韌性容量定義與要求 45 4.1.2 韌性容量計算 45 4.1.3 參數迴歸分析 46 4.2 韌性容量分析結果 47 4.2.1 韌性容量與參數分析 47 4.2.2 單柱橋墩設計剪力規範檢討 49 第五章 鋼橋墩風險分析 82 5.1 遠域地震歷時之選取與縮減 82 5.1.1 目標反應譜 82 5.1.2 地震歷時之選取 82 5.1.3 地震歷時之縮減 83 5.2 機率式風險建立 84 5.2.1 破壞準則之定義 85 5.2.2 加速度反應譜參數RotD50 85 5.2.3 增量動力分析 86 5.2.4 易損性曲線計算 88 5.2.5 地震危害度曲線 89 5.2.6 機率式風險計算 90 5.3 五十年破壞風險分析結果 90 第六章 鋼橋墩近斷層破壞機率 154 6.1 近斷層地震歷時之選取與縮減 154 6.1.1 目標反應譜 154 6.1.2 地震歷時之選取與縮減 154 6.2 破壞機率計算 155 6.3 近斷層破壞分析結果 155 6.4 綜合討論 156 6.4.1 極限狀態建議 156 6.4.2 斷面性質建議公式 157 第七章 結論與建議 195 7.1 結論 195 7.2 建議 196 參考文獻 198 | - |
| dc.language.iso | zh_TW | - |
| dc.subject | 有限元素分析 | zh_TW |
| dc.subject | 單柱式鋼橋墩 | zh_TW |
| dc.subject | 近斷層地震 | zh_TW |
| dc.subject | 破壞風險分析 | zh_TW |
| dc.subject | 韌性容量 | zh_TW |
| dc.subject | ductility capacity | en |
| dc.subject | failure risk analysis | en |
| dc.subject | near-fault ground motions | en |
| dc.subject | finite element analysis | en |
| dc.subject | Single-column steel bridge piers | en |
| dc.title | 單柱式圓形鋼管橋墩之耐震徑厚比限制探討 | zh_TW |
| dc.title | Seismic Compactness Requirements of Single-column Circular Steel Bridge Piers | en |
| dc.type | Thesis | - |
| dc.date.schoolyear | 112-2 | - |
| dc.description.degree | 碩士 | - |
| dc.contributor.oralexamcommittee | 張國鎮;歐昱辰;曾榮川 | zh_TW |
| dc.contributor.oralexamcommittee | Kuo-Chun Chang;Yu-Chen Ou;Rong-Chuan Zeng | en |
| dc.subject.keyword | 單柱式鋼橋墩,有限元素分析,韌性容量,破壞風險分析,近斷層地震, | zh_TW |
| dc.subject.keyword | Single-column steel bridge piers,finite element analysis,ductility capacity,failure risk analysis,near-fault ground motions, | en |
| dc.relation.page | 202 | - |
| dc.identifier.doi | 10.6342/NTU202401940 | - |
| dc.rights.note | 同意授權(全球公開) | - |
| dc.date.accepted | 2024-07-23 | - |
| dc.contributor.author-college | 工學院 | - |
| dc.contributor.author-dept | 土木工程學系 | - |
| 顯示於系所單位： | 土木工程學系 | |
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