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完整後設資料紀錄
DC 欄位 | 值 | 語言 |
---|---|---|
dc.contributor.advisor | 張家銘(Chia-Ming Chang) | |
dc.contributor.author | Ho-Feng Chiang | en |
dc.contributor.author | 江和峰 | zh_TW |
dc.date.accessioned | 2021-06-16T16:07:43Z | - |
dc.date.available | 2025-06-05 | |
dc.date.copyright | 2020-06-05 | |
dc.date.issued | 2020 | |
dc.date.submitted | 2020-06-03 | |
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(2011). “Damage Detection Method for Shear Buildings using the Changes in the First Mode Shape Slopes,” Computers and Structures, 89(9), 733-743. [14] Fugate, M.L., Sohn, H. and Farrar, C.R. (2001). “Vibration-based Damage Detection using Statistical Process Control,” Mechanical Systems and Signal Processing, 15(4), 707-721. [15] Sohn, H. and Farrar, C.R. (2001). “Damage Diagnosis using Time series Analysis of Vibration Signals,” Smart Materials and Structures, 10(3), 446-451. [16] Yang, J.N., Lei, Y., Lin, S. and Huang, N. (2004). “Hilbert-Huang Based Approach for Structural Damage Detection,” Journal of Engineering Mechanics © ASCE, 180(1), 85-95. [17] Zang, C., Friswell, M.I. and Imregun, M. (2004). “Structural Damage Detection using Independent Component Analysis,” Structural Health Monitoring, 3(1), 69-83. [18] Yan, A.M. and Golinval, J.C.(2006). “Null Subspace-based Damage Detection of Structures using Vibration Measurements,'Mechanical Systems and Signal Processing, 20, 611–626. [19] Nair, K.K., Kiremidjian, A.S. and Law, K.H. (2006). “Time series-based Damage Detection and Localization Algorithm with Application to the ASCE Benchmark Structure,” Journal of Sound and Vibration, 291, 349-368. [20] Noh, H., Nair, K.K., Kiremidjian, A.S. and Loh, C.H. (2006). “Application of a Time series-based Damage Detection Algorithm to the Taiwanese Benchmark Experiment,” Applications of Statistics and Probability in Civil Engineering-Kanda, Takada and Furuta (eds)©2007 Taylor & Francis Group, London, ISBN 978-0-415-45211-3. [21] Loh, C.H., Chan, C.K. and Lee, C.H. (2016). “Application of Time-series-based Damage Detection Algorithms to Structures under Ambient Excitations,” Proc. of SPIE Vol. 9803 98031Q-1. [22] Sun, Z. and Chang, C.C. (2002). “Structural Damage Assessment based on Wavelet Packet Transform,” Journal of Structural Engineering, 128(10), 1354-1361. [23] Melhem, H. and Kim, H. (2003). “Damage Detection in Concrete by Fourier and Wavelet Analyses,'Journal of Engineering Mechanics, 129(5), 571-577. [24] Yam, L.H., Yan, Y.J. and Jiang, J.S. (2003). “Vibration-based Damage Detection for Composite Structures using Wavelet Transform and Neural Network Identification,” Composite Structures, 60, 403-412. [25] Su, Z.Q. and Ye, L. (2004). “An Intelligent Signal Processing and Pattern Recognition Technique for Defect Identification using an Active Sensor Network,'Smart Materials And Structures, 13, 957-969. [26] Han, J.G., Ren, W.X. and Sun, Z.S. (2005). “Wavelet Packet based Damage Identification of Beam Structures,” International Journal of Solids and Structures, 42, 6610-6627. [27] Rucka, M. and Wilde, K. (2006). “Application of Continuous Wavelet Transform in Vibration-based Damage Detection Method for Beams and Plates,” Journal of Sound and Vibration, 297, 536-550. [28] Li, H., Deng, X. and Dai, H. (2007). “Structural Damage Detection Using the Combination Method of EMD and Wavelet Analysis,” Mechanical Systems and Signal Processing, 21, 298–306. [29] Cruz, P.J.S. (2008). “Performance of Vibration-Based Damage Detection Methods in Bridges,” Computer-Aided Civil and Infrastructure Engineering, 24, 62-79. [30] Hester, D. and Gonza´lez, A. (2012). “A Wavelet-based Damage Detection Algorithm based on Bridge Acceleration Response to A Vehicle,” Mechanical Systems and Signal Processing, 28, 145-166. [31] Sohn, H. and Law, K.H. (1997). “A Bayesian Probabilistic Approach for Structure Damage Detection,” Earthquake Engineering and Structural Dynamics, 26, 1259-1281. [32] Lam, H.F. and Ng, C.T. (2008). “The Selection of Pattern Features for Structural Damage Detection using an Extended Bayesian ANN Algorithm,” Engineering Structures, 30, 2762-2770. [33] Nichols, J.M., Link, W.A., Murphy, K.D. and Olson, C.C. (2010). “A Bayesian Approach to Identifying Structural Nonlinearity using Free-decay Response: Application to Damage Detection in Composites,” Journal of Sound and Vibration, 329, 2995-3007. [34] Buntara, S.G. (2018). “An Isogeometric Approach to Beam Structures, Bridging the Classical to Modern Technique,” Springer International Publishing, 65-107. | |
dc.identifier.uri | http://tdr.lib.ntu.edu.tw/jspui/handle/123456789/62694 | - |
dc.description.abstract | 大部分的結構存在內部損壞,其損傷位置和損傷程度很難由外觀判斷,所以需要損傷診斷方法。但是材料和高度等因素互不相同,診斷方法不一定適用全部類型的結構。本研究採用以模態振形為主的損傷診斷方法和不同類型的懸臂梁結構進行比較。
藉由建立和修改一維的懸臂梁數值模型,可提供分析者觀察和研究。利用兩種結構梁:Euler-Bernoulli梁和Timoshenko梁,以建立不同類型的懸臂梁數值模型,並得到不同的結構動力參數。各項損傷診斷方法可分為三組(1)基於曲率的損傷診斷方法,如模態振形曲率診斷法、基於曲率的模態應變能診斷指標、基於曲率的連續小波轉換診斷指標(2)基於斜率的損傷診斷方法,如模態振形斜率診斷方法、基於斜率的模態應變能診斷指標、基於斜率的連續小波轉換診斷指標(3)適用剪切結構的損傷診斷方法,如第一模態振形斜率變化方法和勁度最小平方法。 以模態振形為主的損傷診斷方法主要適用撓曲型結構和剪切型結構,未有適用撓曲-剪切型結構的損傷診斷方法,為了比較不同類型的懸臂梁結構的損傷診斷能力,將不同類型的第一模態振形可分離成撓曲部分和剪切部分,分別帶入適用撓曲型結構和剪切型結構的損傷診斷方法,得到損傷區域診斷結果和損傷診斷指標靈敏度分析,並且比較損傷診斷方法。 本研究也建立另一個分離方法,並討論分離方法的可行性和分離結果的誤差,以及討論代入各項損傷診斷方法的誤差對損傷區域診斷結果和損傷診斷指標靈敏度分析的影響。最後,利用上述各項損傷診斷方法建立適用於不同類型懸臂梁的組合診斷指標,並利用不同類型懸臂梁和不同損傷案例的損傷診斷結果驗證。 本研究透過數值分析和案例比較,得出模態振形曲率或斜率損傷診斷方法、基於曲率或斜率的連續小波轉換診斷指標,和第一模態振形斜率變化方法的損傷診斷能力較好。而且利用有限元素模型的模態振形代入另一個分離方法,以確認方法的可行性,以及得知在不同類型懸臂梁撓曲部分和剪切部分,自由度太少會出現較大的誤差,以及誤差會影響到各項損傷診斷方法的診斷結果。最後,由不同類型懸臂梁和不同損傷案例,得以驗證組合診斷指標能應用於不同類型懸臂梁。 | zh_TW |
dc.description.abstract | Most of the structures have internal damage, and the location and degree of damage are difficult to judge by appearance, so damage diagnosis methods are needed. However, factors such as material and height are different from each other, and the diagnosis method may not be applicable to all types of structures. In this study, mode shape-based damage diagnosis methods and different types of cantilever beam structures were used for comparison.
Establishing and modifying a one-dimensional cantilever beam model can provide analyst observation and research. Different types of cantilever beam models are established using two structural beams: Euler-Bernoulli beam and Timoshenko beam, and different structural dynamic parameters are derived from the cantilever beam model. The various damage diagnosis methods can be divided into three categories. (1) curvature-based damage diagnosis methods, such as mode shape curvature method, curvature-based modal strain energy damage index, and curvature-based continuous wavelet transform damage index. (2) slope-based damage diagnosis methods, such as mode slope diagnosis method, slope-based modal strain energy damage index, and slope-based continuous wavelet transform damage index. (3) The damage diagnosis method applicable to shear structures, such as change in the first mode shape slope and least square stiffness method. The mode shape based damage diagnosis method is mainly applicable to bending-type structures and shear-type structures. There is no damage diagnosis method suitable for bending-shear-type structures. Different types of first mode shape can be separated into bending and shear parts, and brought into damage diagnosis methods applicable to flexure structure and shear structure, respectively, to obtain the damage location diagnosis results and sensitivity analysis of damage index, and compare damage diagnosis methods. In addition, another method for separating the bending part and the shear part is established, called approximate method. The capability of approximate method and the error of the separation result are discussed. The influence of errors on the damage location diagnosis results and on sensitivity analysis of damage index are discussed by the diagnostic results based on the separation result. Finally, various damage diagnosis methods are used to establish combined damage index, which are applicable to different types of cantilever beams. This study will use different types of cantilever beams and different cases of damage diagnosis results to verify their suitability for different types of cantilever beams. The comparison results of this study shows that mode shape curvature method, mode shape slope method, curvature-based continuous wavelet transform damage index, slope-based continuous wavelet transform damage index, and change in the first mode shape slope, these five methods are better than other methods. Moreover, the mode shape of finite element model is substituted into another separation method to confirm the capability of this method. It shows that the bending part and shear part of cantilever beams with less degrees of freedom have larger errors. The errors of new separation method affect the diagnosis results of various damage diagnosis methods. Finally, different types of cantilever beams and different damage cases verify that the combined damage index can be applied to different types of cantilever beams. | en |
dc.description.provenance | Made available in DSpace on 2021-06-16T16:07:43Z (GMT). No. of bitstreams: 1 ntu-109-R06521226-1.pdf: 43962442 bytes, checksum: 35695d0461a2ce4d450698cbb7c76498 (MD5) Previous issue date: 2020 | en |
dc.description.tableofcontents | 口試委員會審定書 #
誌謝I 中文摘要II Abstract IV 目錄 VI 表目錄 X 圖目錄 XI 第1章 緒論 1 1.1 前言 1 1.2 文獻回顧 2 1.3 研究動機與目的 5 1.4 研究內容架構 6 第2章 數值模型與結構動力參數 8 2.1 前言 8 2.2 Euler–Bernoulli梁 8 2.2.1 各項參數之間的關係 8 2.2.2 能量計算式與運動方程式 9 2.2.3 有限元素分析 11 2.2.4 勁度矩陣與質量矩陣建立 13 2.2.5 特徵值方程式與結構動力參數 14 2.2.6 撓曲型結構梁(Bending Type Beam) 14 2.2.7 剪切型結構(Shear Type Building) 17 2.3 Timoshenko梁 20 2.3.1 各項參數之間的關係 20 2.3.2 能量計算式與運動方程式 22 2.3.3 有限元素分析 22 2.3.4 勁度矩陣與質量矩陣建立 28 2.3.5 撓曲型結構梁 (Bending Type Beam) 30 2.3.6 剪切型結構梁 (Shear Type Beam) 30 2.4 小結 31 第3章 損傷診斷方法 38 3.1 前言 38 3.2 基於曲率的損傷診斷方法 38 3.2.1 模態振形曲率診斷方法(Mode Shape Curvature Method, 簡稱MSC) 39 3.2.2 基於曲率的模態應變能損傷診斷指標(Curvature-based Strain Energy Damage Index, 簡稱Curvature -based SEDI) 41 3.2.3 基於曲率的連續小波轉換損傷診斷指標(Curvature-based Continuous Wavelet Transform, 簡稱Curvature -based CWT) 43 3.3 基於斜率的損傷診斷方法 45 3.3.1 模態振形斜率診斷方法(Mode Shape Slope Method, 簡稱MSS) 45 3.3.2 基於斜率的模態應變能損傷診斷指標(Slope-based Strain Energy Damage Index, 簡稱Slope-based SEDI) 46 3.3.3 基於斜率的連續小波轉換損傷診斷指標(Slope-based Continuous Wavelet Transform, 簡稱Slope-based CWT) 48 3.4 適用剪切結構的損傷診斷方法 48 3.4.1 勁度最小平方法(Least Squares Stiffness Method, 簡稱LSSM) 48 3.4.2 第一模態振形斜率變化方法(Change in First Mode Shape Slope, 簡稱CFMSS) 49 3.5 小結 53 第4章 案例設立與損傷診斷方法比較 54 4.1 前言 54 4.2 建立數值模型和設定損傷情況 55 4.3 曲線擬合方法(Approximate method) 67 4.3.1 建立曲線 69 4.3.2 剪力分布曲線的擬合方法 72 4.3.3 彎矩分布曲線的擬合方法 74 4.3.4 擬合結果 74 4.3.5 曲率移動修正 96 4.3.6 曲率移動修正結果 97 4.4 各項損傷診斷方法損傷診斷結果 104 4.4.1 各項損傷診斷方法損傷區域診斷結果 105 4.4.2 各項損傷診斷方法損傷診斷指標靈敏度分析 135 4.5 組合診斷指標 149 4.5.1 診斷指標建立 150 4.5.2 組合診斷指標損傷區域診斷結果 152 4.5.3 組合診斷指標靈敏度分析 165 4.6 小結 170 第5章 結論與未來展望 172 5.1 結論 172 5.2 未來展望 173 參考文獻 175 附錄A 各個案例的有限元素模型結果與擬合結果 179 A.1 輕微損傷程度損傷案例一 179 A.2 嚴重損傷程度損傷案例一 185 A.3 輕微損傷程度損傷案例二 191 A.4 中等損傷程度損傷案例二 197 A.5 嚴重損傷程度損傷案例二 203 A.6 輕微損傷程度損傷案例三 208 A.7 中等損傷程度損傷案例三 214 A.8 嚴重損傷程度損傷案例三 220 附錄B 各個案例的曲率移動修正結果 227 B.1 損傷案例一 227 B.2 損傷案例二 228 B.3 損傷案例三 231 附錄C 損傷案例二的損傷區域診斷結果與損傷診斷指標靈敏度分析 233 C.1 損傷案例二的損傷區域診斷結果 233 C.2 損傷案例二的損傷診斷指標靈敏度分析 244 附錄D 損傷案例二應用組合診斷指標的損傷區域診斷結果與損傷診斷指標靈敏度分析 248 D.1 損傷案例二應用組合診斷指標的損傷區域診斷結果 248 D.2 損傷案例二應用組合診斷指標的損傷診斷指標靈敏度分析 254 | |
dc.language.iso | zh-TW | |
dc.title | 基於第一模態振形之損傷診斷方法於懸臂梁之應用 | zh_TW |
dc.title | First Mode Shape Based Damage Detection Methods for Cantilever Beams | en |
dc.type | Thesis | |
dc.date.schoolyear | 108-2 | |
dc.description.degree | 碩士 | |
dc.contributor.oralexamcommittee | 林子剛(Tzu-Kang Lin),許丁友(Ting-Yu Hsu) | |
dc.subject.keyword | 懸臂梁結構,第一模態振形,模態振形斜率,模態振形曲率,結構損傷位置診斷,模態振形擬合方法,靈敏度分析, | zh_TW |
dc.subject.keyword | cantilever beam structure,first mode shape,mode shape slope,mode shape curvature,structural damage localization,mode shape fitting method,sensitivity analysis, | en |
dc.relation.page | 255 | |
dc.identifier.doi | 10.6342/NTU202000889 | |
dc.rights.note | 有償授權 | |
dc.date.accepted | 2020-06-04 | |
dc.contributor.author-college | 工學院 | zh_TW |
dc.contributor.author-dept | 土木工程學研究所 | zh_TW |
顯示於系所單位: | 土木工程學系 |
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