臺灣博碩士論文加值系統

裝設主/被動結構振動控制系統以降低結構受如強風、地震及人為等外力作用下之動態反應，已引起國內外學術界與工程界的研究興趣，其中被動調諧質量阻尼器(Passive Tuned Mass Damper, PTMD)由於近年來廣泛的理論與實驗探討，使得此裝置不論是用於新建結構與設備以增進安全與使用功能，或是用於現存耐震能力不足結構之補強，均得到各界越來越多之肯定。然而，無論新舊結構，欲裝設PTMD，均需瞭解原主結構之動態特性，方能進行PTMD之最佳設計。PTMD之振動控制效用，主要藉由設計其頻率調諧(Tune)於原主結構之主要頻率而達到消能減振之目的，因此，當PTMD未調諧至正確之頻率時，將產生離頻效應導致PTMD失去應有之減振功能。為減少離頻效應，可從準確識別原主結構動態特性或減低控制裝置對頻率變化之敏感度兩方面著手。
本文首先針對PTMD之減振原理進行探討，並求得在同一地震作用下，不同特性結構裝設PTMD後之動態行為，以瞭解PTMD之整體效用。為準確掌握主結構動態參數，本文發展一套模態系統參數識別技巧，可由量測有限的結構反應記錄精確計算設計PTMD所需要之結構主要模態參數，並以數值模擬驗證其可行性。
由於PTMD為一單自由度系統，對結構頻率變化之敏感度很高，當此裝置應用於具系統互制效應之結構時，例如列車-橋梁互制系統、土壤-結構互制系統等，將由於對系統特性之估算不準使裝設之PTMD喪失效用。因此，本文第二部分即針對上述二種具系統互制效應之結構模式進行探討，以了解忽略互制效應產生之結果。本文接著發展一套多元調諧質量阻尼器(Multiple Tuned Mass Damper, MTMD)之最佳設計準則，並應用於此二結構互制系統，期能藉由此裝置具寬頻之特性，減少離頻效應之影響。
最後，本文以台灣高鐵橋梁受高速列車載重與不規則結構受實際地震作用為例，進行數值驗證，由結果得知，MTMD不但較PTMD具有較佳之減振效用，同時，當系統特性改變時，MTMD仍具有一定之減振功能。

In recent years, the use of active and passive control devices such as Passive Tuned Mass Damper (PTMD) to reduce the dynamic responses of structures under strong environmental loadings has become an area of considerable research interest. Due to recent intensive analytical and experimental studies, vibration control of structures using PTMDs is gaining more acceptance not only in the design of new structures and components but also in the retrofit of existing structures to enhance their reliability against winds, earthquakes and human activities. Basically, a PTMD is a device consisting of a mass connected to structures using a spring and a viscous damper. The PTMD has the control effectiveness by tuning its frequency to the primary structural frequency. Therefore, it is generally recognized that the design of an optimal PTMD requires a prior knowledge of the modal parameters of the controlled structure to achieve the desired vibration control effectiveness. In practical applications, the PTMD probably does not tune to the right frequency, so that the detuning effect deteriorating the PTMD control effectiveness will occur.
In the first part of this thesis, the vibration control philosophy and optimal design of passive tuned mass dampers (PTMDs) for a multi-degree-of-freedom (MDOF) structure are presented. In order to accurately evaluate the structural parameters and prove the effectiveness of PTMD, an modal parameters identification technique is intruduced to calculate the modal frequencies, damping ratios, and mode shapes based on only a few floor response measurements. Numerical results throughout a five-story building under ambient random excitations demonstrated that the proposed system identification techniques are able to identify the dominant modal parameters of the system accurately, even with high closed-space frequencies and noise contamination.
To assess structural dynamic responses more accurately, many exact mathematical models were proposed and the error of conventional structural models was estimated carefully. It is found that the system interaction effect, such as vehicle-bridge interaction and soil-structure interaction, will modify the original properties of structures even if the structural materials are maintained within the linear range. In the second of this thesis, these interaction effects are further investigated to avoid overestimation of PTMD control performance.
With the understanding of system interaction effect, this study pays much effect on the determination of the optimal MTMD system parameters. The MTMDs are then applied to reduce vibration of train-bridge interaction system and soil-structure interaction system. From the numerical investigations about the Taiwan High Speed Railway bridge and irregular buildings on soils, it is proved that the MTMD is more effective than single PTMD.

封面
謝誌
摘要
ABSTRACT
TABLE OF CONTENTS
LIST OF TABLES
LIST OF FIGURES
1.INTRODUCTION
1.1 General Remarks
1.2 Literature Review
1.2.1 Vehicle-Bridge Interaction System
1.2.2 Soil-Structure Interaction System
1.2.3 Vibration Control Using Passive Tuned Mass Dampers
1.3 Outlines
2.PHILOSOPHY AND IDENTIFICATION OF VIBRATION CONTROL EFFECTIVENESS OF TUNED MASS DAMPERS
2.1 Optimal Passive Tuned Mass Dampers
2.1.1 The Design Philosophy and Seismic Effectiveness of PTMD
2.1.2 Optimal PTMD System Parameters for MDOF Building
2.1.3 The Influence of Site Effect on PTMD''s Optimal Parameters
2.1.4 Optimal PTMD Location
2.2 System Modal Parameter Identification
2.2.1 Extended Random Decrement Method
2.2.2 Ibrahim Time Domain Technique
2.2.3 Mode Shape Interpolation
2.3 Numerical Berifications
2.4 Concluding Remarks
3.DYNAMICS OF BRIDGE-MTMD SYSTEMS UNDER TRAIN LOADS
3.1 System Model and Equations of Motion
3.2 Modal Analysis
3.3 Dynamic Characteristies of Brdige and Train
3.3.1 Resonant Train Speeds
3.3.2 Influence of Train Models
3.4 Concluding Remarks
4 DYNAMICS OF IRREGULAR BUILDING-MTMD SYSTEM CONSTIDERING SOIL-STRUCTURE INTERACTION EFFECT
4.1 System model and Equations of Motion
4.1.1 Combined Building-MTMD Superstructure System
4.1.2 Irregular Building-Soil Interaction System
4.1.3 Soil-Structure Interaction Parameters
4.2 Modal Analysis
4.2.1 Natrual Frequency and Normal Modes of Fixed-Based Superstrructure
4.2.2 Transfer Matrix Considering Soil-Structure Interaction
4.3 Parametric Study
4.4 Concluding Remarks
5 DESIGN OF MULTLPLE TUNED MASS DAMPERS
5.1 Dynamic Equations of Structure-MTMD System
5.2 Optimal MTMD design
5.2.1 Performance Index
5.2.2 Optimization for MTMD''s parameters
5.2.3 Optimal MTMD Location
5.2.4 Optimal Mass-Distribution Ratio for Two Structural Modes
5.2.5 Summary
5.3 MTMD Vibration Control Effectiveness
5.3.1 Rcduction of Transfer Function
5.3.2 Sensitivity of MTMD Effectiveness to the Variation in Structural Parameters
5.4 Concluding Remarks
6 VIBRATION CONTROL VERIFICATIONS OF MULTIPLE TUNED MASS DAMPERS
6.1 MTMD for Bridge-Train Interaction Systems
6.1.1 Vibration Control Effectiveness of Optimal MTMD
6.1.2 Vibration Control Effectiveness of Partially Optimal MTMD
6.2 MTMD for Irregular Building-Soil Interaction systems
6.2.1 Vibration Control Effectiveness of Optimal MTMD
6.2.2 Vibration Control Effectiveness of Partially Optimal MTMD
6.2.3 Seismic Response Analysis
6.3 Concluding remarks
7 CONCLUSIONS AND FURTHER STUDIES
7.1 Conclusions
7.1.1 System Interaction Effects Assessments
7.1.2 MTMD Design and Control Effectiveness Verification
7.2 Further Studies
7.2.1 Bridge-train interaction system with MTMD
7.2.2 Building-soil interaction system with MTMD
7.2.3 MTMD design
REFERENCES

1. A. M. Abdel-Ghaffar and I. I. Rubin, “Suspension Bridge Response to Multiple Support Excitations”, Journal of Engineering Mechanics Division, ASCE, 108, 419-434, 1982.
2. V. Boonyapinyo, H. Yamada and T. Miyata, “Wind-Induced Nonlinear Lateral-Torsional Buckling of Cable-Stayed Bridges”, Journal of Structural Engineering, ASCE, 120(2), 486-506, 1994..
3. A. A. Dumanoglu and R. T. Severn, “Stochastic Response of Suspension Bridges to Earthquake Forces”, Earthquake Engineering and Structural Dynamics, 19, 133-152, 1990.
4. D. Bryja and P. Sniady, “Random Vibration of A Suspension Bridge Due to Highway Traffic”, Journal of Sound and Vibration, 125(2), 379-387, 1988.
5. T. Hayashikawa and N. Watanabe, “Dynamic Behavior of Continuous Beams with Moving Loads”, Journal of Engineering Mechanics Division, ASCE, 107, 229-246, 1981.
6. T. Hayashikawa and N. Watanabe, “Suspension Bridge Response to Moving Loads”, Journal of Engineering Mechanics Division, ASCE, 108, 1051-1066, 1982
7. J. Vellozzi, “Vibration of Suspension Bridges Under Moving Loads”, Journal of Structural Engineering, 93(4), 123-138, 1967.
8. J. E. Akin and M. Mofid, “Numerical Solution for Response of Beams with Moving Mass”, Journal of Structural Engineering, ASCE, 115(1), 120-131, 1989.
9. M. J. Inbanathan and M. Wieland, “Bridge Vibrations Due to Vehicle Moving Over Rough Surface”, Journal of Structural Engineering, ASCE, 113(9), 1994-2008, 1987.
10. J. F. Wilson and S. T. Barbas, “Response of Continuous Elasticity Supported Beam Guideways to Transit Loads”, Journal of Dynamic System, Measurement, Control, ASME, 102, 247-254, 1980.
11. J. L. Humar and A. H. Kashif, “Dynamic Response Analysis of Slab-Type Bridges”, Journal of Structural Engineering, ASCE, 121(1), 48-62, 1995.
12. M. F. Green, D. Cebon and D. J. Cole, “Effects of Vehicle Suspension Design on Dynamic of Highway Bridges”, Journal of Structural Engineering, ASCE, 121(2), 272-282, 1995.
13. D. Z. Huang and T. L. Wang, “Impact Analysis of Cable-Stayed Bridges”, Computers & Structures, 43(5), 897-908, 1992.
14. S. G. Hutton and Y. K. Cheung, “Dynamic Response of Single Span Highway Bridges”, Earthquake Engineering and Structural Dynamics, 7, 543-553, 1979.
15. A. S. Veletsos and T. Huang, “Analysis of Dynamic Response of Highway Bridges”, Journal of Engineering Mechanics Division, 96, 593-620, 1970.
16. P. K. Chatterjee, T. K. Datta and C. S. Surana, “Vibration of Suspension Bridges Under Vehicular Movement”, Journal of Structural Engineering, ASCE, 120(3), 681-703, 1994.
17. D. Z. Huang and T. L. Wang, “Vibration of Highway Steel Bridges with Longitudinal Grades”, Computers & Structures, 69, 235-245, 1998.
18. D. Z. Huang, and T. L. Wang and M. Shahawy, “Vibration of Horizontally Curved Box Girder Bridges Due to Vehicles”, Computers & Structures, 68, 513-528, 1998.
19. J. W. Kou and J. T. DeWolf, “Vibrational Behavior of Continuous Span Highway Bridge-Influencing Variables”, Journal of Structural Engineering, ASCE, 123(3), 333-344, 1997.
20. T. L. Wang, M. Shahawy and D. Z. Huang, “Impact in Highway Prestressed Concrete Bridges”, Computers & Structures, 44(3), 525-534, 1992.
21. M. Klasztorny and J. Langer, “Dynamic Response of Single-Span Beam Bridges to A Series of Moving Loads”, Earthquake Engineering and Structural Dynamics, 19, 1107-1124, 1990.
22. Y. B. Yang, J. D. Yau and L. C. Hsu, “Vibration of Simple Beams Due to Trains Moving at High Speeds”, Engineering Structure, 19(11), 936-944, 1997.
23. V. K. Gupta, M. D. Trifunac, “Seismic Response of Multistoried Buildings Including the Effects of Soil-Structure Interaction”, Soil Dynamics and Earthquake Engineering, 10, 414-422, 1991.
24. W. H. Wu, H. A. Smith, “Efficient Modal Analysis for Structures with Soil-Structure Interaction”, Earthquake Engineering and Structural Dynamics, 24, 283-299, 1995.
25. C. L. Kan, A. K. Chopra, “Elastic Earthquake Analysis of Torsionally Coupled Multi-Story Buildings”, Earthquake Engineering and Structural Dynamics, 5, 395-412, 1977.
26. R. Hejal, A. K. Chopra, “Earthquake Analysis of a Class of Torsionally Coupled Buildings”, Earthquake Engineering and Structural Dynamics, 18, 305-323, 1989.
27. A. S. Veletsos. Dynamic Behavior of Building-Foundation Systems. Structural and Geotechnical Mechanics; ed. Hall WJ, Prentice-Hall: New Jersey, 1977; 333-361.
28. J. P. Wolf. Dynamic Soil-Structure Interaction; Prentice-Hall: New Jersey, 1985.
29. J. P. Wolf. Soil-Structure-Interaction Analysis in Time Domain; Prentice-Hall: New Jersey, 1988.
30. J. C. de la Llera, A. K. Chopra, “Evaluation of Code Accidental Torsional Provisions from Building Records”, Journal of Structural Engineering, ASCE, 120, 597-616, 1994.
31. J. M. Ueng, C. C. Lin, P. L. Lin, “System Identification of Torsionally-Coupled Buildings”, International Journal of Computers and Structures, 74, 667-686, 2000.
32. A. K. Chopra. Dynamics of Structures: Theory and Applications to Earthquake Engineering; Prentice Hall: New Jersey, 1995.
33. T. Balendra, C. W. Tat, S. L. Lee, “Modal Damping for Torsionally Coupled Buildings on Elastic Foundation”, Earthquake Engineering and Structural Dynamics, 10, 735-756, 1982.
34. T. G. Tsicnias, G. L. Hutchinson, “Soil-Structure Interaction Effects on the Steady-State Response of Torsionally Coupled Buildings”, Earthquake Engineering and Structural Dynamics, 12, 237-262, 1984.
35. A. M. Chandler, G. L. Hutchinson, “Code Design Provisions for Torsionally Coupled Buildings on Elastic Foundation”, Earthquake Engineering and Structural Dynamics, 15, 517-536, 1987.
36. A. M. Chandler, G. L. Hutchinson, “Parametric Earthquake Response for Torsionally Coupled Buildings with Foundation Interaction”, Soil Dynamics and Earthquake Engineering, 6, 138-148, 1987.
37. H. Sikaroudi, A. M. Chandler, “Structure-Foundation Interaction in the Earthquake Response of Torsionally Asymmetric Buildings”, Soil Dynamics and Earthquake Engineering, 11, 1-16, 1992.
38. K. S. Sivakumaran, M. S. Lin, P. Karasudhi, “Seismic Analysis of Asymmetric Building-Foundation Systems”, International Journal of Computers and Structures, 43, 1091-1103, 1992.
39. K. S. Sivakumaran, T. Balendra, “Seismic Analysis of Asymmetric Multistorey Buildings Including Foundation Interaction and P-Δ Effects”, Engineering Structures, 16, 609-625, 1994.
40. J. P. Den Hartog. Mechanical Vibration; New York: McGraw-Hill Publications, 1956
41. P. H. Wirsching and G. W. Combell, “Minimal Structural Response under Random Excitation Using the Vibration Absorber”, Earthquake Engineering and Structural Dynamics, 2, 303-312, 1974.
42. R.W. Luft, “Optimal Tuned Mass Dampers for Buildings”, Journal of the Structural Division, ASCE, 105(ST12), 2766-2772, 1979.
43. G. B. Warburton and E. O. Ayorinde, “Optimal Absorber Parameters for Simple Systems”, Earthquake Engineering and Structural Dynamics, 8, 197-217, 1980.
44. G. B. Warburton, “Optimum Absorber Parameters for Various Combinations of Response and Excitation Parameters”, Earthquake Engineering and Structural Dynamics, 10, 381-401, 1982.
45. H. C. Tsai, “Envelope of Green’s Function for Structural Response with Slightly Detuned Vibration Absorbers”, Earthquake Engineering and Structural Dynamics, 25, 1-13, 1996.
46. Y. Fujino and M. Abe, “Design Formulas for Tuned Mass Dampers Based on a Perturbation Technique”, Earthquake Engineering and Structural Dynamics, 22, 833-854, 1993.
47. F. Sadek, B. Mohraz, A. W. Taylor and R. M. Chung, “A Method of Estimating the Parameters of Tuned Mass Dampers for Seismic Applications”, Earthquake Engineering and Structural Dynamics, 26, 617-635, 1997.
48. R. Villaverde, “Reduction in Seismic Response with Heavily-Damped Vibration Absorbers”, Earthquake Engineering and Structural Dynamics, 13, 33-42, 1985.
49. M. N. S. Hadi and Y. Arfiadi, “Optimum Design of Absorber for MDOF Structures”, Journal of the Structural Engineering, ASCE, 124(11), 1272-1280, 1998.
50. A. Carott and E. Turci, “A Tuning Criterion for the Inertial Tuned Damper. Design using Phasors in the Argand-Gauss Plane”, Applied Mathematical Modeling, 23, 199-217, 1999.
51. M. C. Constantinou, T. T. Soong and G. F. Dargush, “Passive Energy Dissipation Systems for Structural Design and Retrofit”, Multidisciplinary Center for Earthquake Engineering Research, USA, Monograph Series, 1, 1998.
52. Y. L. Xu and K. C. S. Kwok, “Semi-Analytical Method for Parametric Study of Tuned Mass Dampers”, Journal of Structural Engineering, 120(3), 747-764, 1994.
53. R. Villaverde, “Seismic Control of Structures with Damped Resonant Appendages”, Proceeding of the First World Conference on Structural Control, Los Angels, CA, USA, 1, Wp4-133-Wp4-122, 1994.
54. Y. Kajikawa, M. Okino, S. Uto, Y. Matsuura and J. Iseki, “Control of Traffic Vibration on Urban Viaduct with Tuned Mass Dampers”, Journal of Structural Engineering, JSCE, 35A, 585-595, 1989.
55. H. C. Kwon, M. C. Kim and I. W. Lee, “Vibration Control of Bridges Under Moving Loads”, Computers & Structures, 66(4), 473-480, 1998.
56. R. Rana and T. T. Soong, “Parametric Study and Simplified Design of Tuned Mass Dampers”, Engineering Structures, 20(3), 193-204, 1998.
57. A. J. Clark, “Multiple Passive Tuned Mass Damper for Reducing Earthquake Induced Building Motion”, Proceeding of the Ninth World Conference on Earthquake Engineering, Tokyo/Kyoto, Japan, 5, 779-784, 1988.
58. K. Xu and T. Igusa, “Dynamic Characteristics of Multiple Sub-Structures under Closely Spaced Frequencies”, Earthquake Engineering and Structural Dynamics, 21, 1059-1070, 1992.
59. H. Yamaguchi and N. Harnpornchai, “Fundamental Characteristics of Multiple Tuned Mass Dampers for Suppressing Harmonically Forced Oscillation”, Earthquake Engineering and Structural Dynamics, 22, 51-62, 1993.
60. A. Kareem and S. Kline, “Performance of Multiple Tuned Mass Dampers under Random Loading”, Journal of Structural Engineering, ASCE, 12(2), 348-361, 1995.
61. Y. L. Xu, B. Samili and K. C. S. Kwok, “Control of Along-Wind Response of Structures by Mass and Liquid Dampers”, Journal of Engineering Mechanics, ASCE, 118(1), 20-39, 1992.
62. Y. L. Xu, K. C. S. Kwok, and B. Samili, “Control of Wind-Induced Tall Building Vibration by Tuned Mass Dampers”, Journal of Wind Engineering and Industrial Aerodynamics, 40, 1-32, 1992.
63. A. Kawaguchi, A. Teramura and Y. Omoto, “Time History Response of a Tall Building with a Tuned Mass Damper under Wind Force”, Journal of Wind Engineering and Industrial Aerodynamics, 41-44, 1949-1960, 1992.
64. H. Frahm. Device for Damping Vibrations of Bodies. U. S. patent, 989-958, 1911.
65. C. C. Lin, C. M. Hu, J. F. Wang, and R. Y. Hu, “Vibration Control Effectiveness of Passive Tuned Mass Dampers”, Journal of the Chinese Institute of Engineers, 17(3), 367-376, 1994.
66. S. R. Ibrahim and R. S. Pappa, “Large Model Survey Testing Using the Time Domain Identification Technique”, AIAA Journal of Spacecraft and Rockets, 19(5), 459-465, 1982.
67. A. S. Veletsos, J. W. Meek, “Dynamic Behavior of Building-Foundation Systems”, Earthquake Engineering and Structural Dynamics, 3, 121-138, 1974.
68. A. S. Veletsos, V. V. D. Nair, “Seismic Interaction of Structures on Hysteretic Foundations”, Journal of Structural Engineering, ASCE, 101, 109-129, 1975.