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建立古蹟近斷層與遠域地震之易損曲線-以金門海印寺為例=Development of Fragility Curves of Historic Structures Considering Near Fault and Far Field Earthquakes-A Case Study of Hai-Yin Temple |
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| 著者 |
詹馨萍 =Chan, Hsin-Ping
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| 出版年月日 | 2018 |
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| ページ | 368 |
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| 出版者 | 國立金門大學 |
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| 出版サイト |
https://www.nqu.edu.tw
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| 出版地 | 金門縣, 臺灣 [Kinmen hsien, Taiwan] |
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| 資料の種類 | 博碩士論文=Thesis and Dissertation |
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| 言語 | 中文=Chinese |
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| 学位 | 修士 |
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| 学校 | 國立金門大學 |
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| 学部・学科名 | 土木與工程管理學系碩士班 |
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| 指導教官 | 陳冠雄、許宗傑 |
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| 卒業年 | 106 |
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| キーワード | 近斷層地震=Near Fault Earthquake; 遠域地震=Far Field Earthquake; 易損曲線=fragility curve; Newmark滑動塊體理論=Newmark’s sliding block; 木結構=wood structure |
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| 抄録 | 本研究主旨在建立海印寺近斷層與遠域地震之易損曲線，並且探討結構物之安全性。首先蒐集古蹟相關資料包括其設計圖與施工的工法及程序，主要考量傳統建築之施工方式會影響結構之行為。進一步到現場丈量尺寸做進一步之檢核，並與相關的施工廠商進行訪談，藉以釐清完整的的施工程序。
海印寺正殿與拜亭之主體結構皆為木結構，只有拜亭之4支柱子及正殿之2支柱子，於西元2006年修復補強時將柱子下半段修改為花崗石柱，上半段維持木柱，另外正殿為花崗石牆。海印寺下方之岩盤為花崗片麻岩，因此，本研究依據美國PEER地震研究中心選擇剪力波速為V_s=1000~2000m/s 及建築物耐震設計規範及解說V_s30≥270 m⁄s，符合此剪力波速範圍內地震共計29筆地震，並根據剪力波速選擇適當的輸入地震，地震波的加速度反應譜，並能滿足設計反應譜。
本研究將梁柱考慮為梁柱的元素，花崗石牆考慮為板殼元素，基礎的部分則考慮花崗岩柱珠與基礎之摩擦力，因此，就整棟建築物之分析，本研究先採用Newmark滑動塊體理論，首先決定海印寺受地震力作用後，評估是否會發生滑動，以及在山坡上之滑動距離，於Newmark滑動塊體理論分析之前，需先進行基線校正以避免位移漂移，實現了各種PGA的滑動位移，以評估海印寺之安全性。於細部部分，考慮整棟建築物之振態分析與非線性歷時反應分析。由於目前文獻並無對花崗石牆進行破壞性的測試研究，大多數的研究集中在磚牆的破壞，因此，本研究主要使用磚牆的破壞標準來計算花崗石牆，此為較保守的方式。
本研究針對破壞指標，建築物採用層間變位角，建立輕度、中度、嚴重、完全破壞等損害程度之準則，並利用破壞準則建立相關易損曲線，做為日後安全評估之指標，並可供金門地區相類似之建築物災險評估之參考。
The objective of this research is to develop the fragility curves of the historic structures considering near fault and far field earthquakes. Hai-Yin Temple will serve as a case study.
A near fault closes to the island with a 30 km, and a 500km in length. Prior to 410 years ago, in 1604, a 7.5 magnitude earthquake hit Kinmen Island. This earthquake resulted in a catastrophic damage on this island. However, very few research conducting the damage evaluation of the historic structures on this island, this is a motivation of this study.
This research is organized into eight chapters. In the Chapter1, the motivation, objective, methodology of the research, and outline of this study are described.
The literature review is conducted in the Chapter 2. This chapter includes related studies on wood structures, interaction behaviors of wooden connections, characteristics of earthquakes, and Newmark’s sliding block theory.
Chapter 3 is devoted to the description of Hai-Yin Temple situated on Tai-wu in Kinmen. The history of this temple is addressed in brevity. The structural dimensions are also delineated in this chapter.
Chapter 4 is concerned with the geologic conditions on the foundation of the temple. The features and parameters of granite and granite gneiss are addressed herein. Newmark’s sliding block theory is introduced to evaluate of the probability of the temple sliding on the hillside. The variation of the sliding coefficients at the interface of the foundation and the ground is presented.
The procedure of dynamic analyses of the temple is studied in Chapter 5. The selection of ground accelerations of near fault and far field earthquakes is based on the compatible seismic design spectra in Kinmen. The wood beams and wood columns are modeling with beam-column elements, brick walls and granite walls with shell elements. The interface of wall foundation and the ground is considered with nonlinear sliding elements. The hysteresis loops of connections of beams and columns are developed with the full scale tests conducted by NCREE. As for the beams mounted on the walls, the friction elements are adopted to estimate the critical PGA to pull out or penetrate the beams from the walls. Due to no damage test of granite walls available, most of the studies focused on the brick damage, therefore, in this study, we use the damage criteria of the brick walls to calculate the granite walls. However, this will lead to more conservative results.
In Chapter 6, the analyses of Newmark’s sliding block are performed. Prior to conduct this analysis, the base line corrections are required to avoid the drift in the displacements. Iwan’s algorithm is used to adjust the accelerations. The sliding displacements with various PGA are achieved to evaluate the safety of the temple.
In addition, the modal analyses are performed in Chapter 6. Several results are achieved with the numerous nonlinear analyses. These include the comparison of the drift of walls due to near fault and far field earthquakes, the probability density functions of the roof displacements, sliding displacements of the foundations, and distributions of the base shears contributed to walls and the frames.
Chapter 7 addresses |
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| 目次 | 中文摘要 I
Abstract II
中文致謝 V
Acknowledgments VI
中文目錄 VIII
Contents XI
List of Tables XIV
List of Figures XVI
Symbols XXVII
Chapter 1 Introduction 1
1.1 Motivation and Objective 1
1.2 Research Methods 6
1.3 Organization of the research 8
Chapter 2 Literature Review 12
2.1 Previous Researches of Wood Structures 12
2.2 Previous Researches of Wooden Joints 14
2.3 Previous Researches of Earthquakes 19
2.4 Previous Researches of Newmark’s Sliding Block Analysis 21
Chapter 3 Description of Hai Yin Temple 23
3.1 Description of Structures 26
3.2 Construction History of Hai Yin Temple 26
3.2.1 Main Hall and Worship Pavilion of Hai Yin Temple 28
Chapter 4 Foundation Analysis 30
4.1 Geological Survey of Hai Yin Temple 40
4.2 Features of Granite and Granite Gneiss 40
4.3 Evaluation of Granite and Granite Gneiss Parameters 43
4.4 Newmark’s Sliding Block Theory 45
4.5 Sliding Coefficient 46
Chapter 5 Modeling of Hai Yin Temple 49
5.1 Input Earthquakes 50
5.2 Modeling of Hai Yin Temple 50
5.2.1 Simulation of Wooden Joints 118
5.2.2 Interaction of Walls and Wooden Beams 121
5.2.3 Simulation of Granite Wall 126
Chapter 6 Dynamic Analyses 126
6.1 Newmark’s Sliding Block Theory 128
6.1.1 Earthquake Baseline Correction 128
6.1.2 Newmark’s Sliding Block Theory 128
6.2 Modal Analysis 144
6.3 Nonlinear Time History Analysis 153
6.3.1 Drift Ratio of Walls 159
6.3.2 Probability Functions of Roof Displacements 159
6.3.3 Resonant Sliding at Wall Bases 169
6.3.4 Comparison of Base Shear between Far-field and Near-fault earthquakes 173
Chapter 7 Development of Fragility Curves 181
7.1 Failure Criteria 200
7.2 Theory of Fragility Curves 200
7.3 Pullout failure of wooden beams 203
7.4 Drift Ratio 208
7.5 Fragility Curves 219
Chapter 8 Conclusions 222
8.1 Conclusions 234
8.2 Contribution and Features of This Study 236
8.3 Future Study 237
References 238
Appendix A Chapter 6 - 6.1.1 247
Appendix B Chapter 6 - 6.1.2 280
Appendix C Chapter 6 - 6.2 321 |
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| ヒット数 | 169 |
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| 作成日 | 2022.09.26 |
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| 更新日期 | 2023.01.10 |
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