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8. References1. Abdel-Ghaffer A.M. and Khalifa, M. (1991). Importance of cable vibration indynamics of cable-stayed bridges. ASCE Journal of Engineering Mechanics, 117,pp.2571-2589.2. Abdel-Ghaffer A.M. and Scanlan R.H. (1985). Ambient vibration studies ofGolden Gate Bridge I: suspended structure. ASCE Journal of EngineeringMechanics, 111(4), pp. 463-482.3. Agrawal A.K, Yang J.N. and He W.L. (2003). Application of some semiactivecontrol systems to benchmark cable-stayed bridge. ASCE Journal of StructuralEngineering, (7), pp. 884-894.4. Ali, H.M. and Abdel-Ghaffer A.M. (1995). Modeling the nonlinear seismicbehavior of cable-stayed bridges with passive control bearings. Computers andStructures, 54(3), pp.461-492.5. Allam S.M. and Datta T.K. (1999). Seismic behavior of cable-stayed bridgesunder multi-component random ground motion. Engineering Structures, 21, pp.62-74.6. Bincker, R., Ventura, C. and Andersen, P. (2000). Damping estimation byfrequency domain decomposition. Proceedings of the 19 th Modal AnalysisConference, San Antonio, USA.7. Brincker, R., Zhang L. and Andersen P. (2001). Modal identification fromambient responses using frequency domain decomposition. Proceedings of the18 th int. Modal Analysis Conference, Kissimmee, USA.8. Brown, D.L., Allemang, R.J., Zimmerman, R. and Mergeay, M. (1979).Parameter estimation techniques for modal analysis, SAE Technical Paper Series,N.790221.9. Brownjohn J.M.W., Dumanoglu A.A., Severn R.T. and Blakeborough A. (1989).Ambient vibration survey of the Bosporus suspension bridge. EarthquakeEngineering and Structural Dynamics, 18, pp.263-283.10. Brownjohn J.M.W., Lee J. and Cheong B. (1999). Dynamic performance of acured cable-stayed bridge. Engineering Structure, 21(11), pp.1015-1027.11. Celebi, M. (2006). Real-time seismic monitoring of the new Cape GirardeauBridge and preliminary analysis of recorded data: an overview. EarthquakeSpectra, 22(3), pp. 609-630.12. Celebi, M. (2004). Structural monitoring arrays – past, present, and future.Proceedings of NATO Workshop on Future Directions on Strong Motion andEngineering Seismology, Kusadasi, Izmir, Turkey, May 17-21.13. Chopra A. K. (2007). Dynamics of structures: theory and application toearthquake engineering. Third Edition, Pearson Education. Inc.96
14. Cunha A, Caetano and Delgado T. (2001). Dynamic tests on large cable-stayedbridge. Journal of Bridge Engineering, 6(1), pp. 54-62.15. Cunha A., Elsa C., Filipe. and Carlos M. (2006). From input-output to output-onlymodal identification of civil engineering structures. F11 Selected Papers, SAMCOFinal Report.16. Dyke S.J., Carcedo J.M. and Turan G., et al. (2003). Phase I Benchmark controlproblem for seismic response of cable-stayed bridges. ASCE Journal of StructuralEngineering, pp. 857-872.17. Ewins, D.J. (1984). Modal testing: theory and practice. Research Studies PressLtd, England.18. Felber, A. (1993). Development of hybrid bridge evaluation system, Ph.D. Thesis,University of Birtish Columbia (UBC), Vancouver, Canada.19. Friswell M.I., and Mottershead J.E. (1995). Finite element model updating instructural dynamics. Dordrecht. The Netherlands: Kluwer Academic Publishers.20. Fukuzono, K. (1986). Investigation of multiple-reference Ibrahim time domainmodal parameter estimation technique. Master of Science Thesis, University ofCincinnati, USA.21. Guido M. (1999). Cable-stayed bridges-Earthquake response and passive control.Master of Science Dissertation, Imperial College of Science, Technology andMedicine, London.22. Hsieh K.H., Halling M. W. and Barr P.J. (2006). Overview of vibrationalstructural health monitoring with representative case studies. ASCE Journal ofBridge Engineering, 11(6), pp. 707-715.23. Hu J., Harik I. E., Smith S.W., Campbell J. G., J.E. and Graves R.C. (2006).Baseline modeling of the Owensboro cable-stayed bridge over the Ohio River.Research Report KTC-06-04/FRT116-020-1F, College of Engineering, Universityof Kentucky.24. Ito, M. (1987). Design practices of Japanese steel cable-stayed bridges againstwind and earthquake effects. Proceedings of the International Conference onCable-Stayed Bridge, Bangkok, 1, pp.15-22.25. Kagawa, T., and Kraft, L. M., Jr. (1980). Lateral load-deflection relationships forpiles subjected to dynamics loading, Soil Foundations, Japanese Society of SoilMechanics and Foundation Engineering, 20(4), pp. 19-36.26. Macdonald J.H.G. and Wendy E. D. (2005). Variation of modal parameters of acable-stayed bridge identified from ambient vibration measurements and FEmodeling. Engineering Structures, 27, pp.1916-1930.27. Novak, M. (1974). Dynamics stiffness and damping of piles. CanadianGeotechnical Journal, 11, pp. 574-598.97
Page 1 and 2:
Organizational Results Research Rep
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TECHNICAL REPORT DOCUMENTATION PAGE
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Executive SummaryOpen to traffic on
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8. All cables behave elastically un
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Table of ContentsExecutive summary.
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List of Figure CaptionsFigure 1.1 A
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Figure 5.30 29 th mode shape (1.032
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1. Introduction1.1. GeneralCable-st
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Figure 1.1Artist rendering of the B
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Expansionand lateralearthquakerestr
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3. Evaluate the model by conducting
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2. Automatic Retrieval of Peak Acce
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2.2.3. Map/Find stationsClicking th
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2.2.5. Displaying seismogramsTo dis
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Figure 2.8Directory chooser2.2.6. S
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3.2. Seismic instrumentation networ
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The main bridge from Bent 1 to Pier
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(a) South side of deck at support o
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(a) North side of deck at middle of
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The seismic responses at the top (T
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Polyreference Complex Exponential (
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are evaluated and presented in Figu
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0.353.50.330.252.5Amplitude0.20.15A
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1 x 10-4 Frequency(Hz)Amplitude0.90
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Amplitude0.20.180.160.140.120.10.08
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Amplitude0.20.180.160.140.120.10.08
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1.20.80.400 100 200 300 400 500 600
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4. Finite Element Modeling of Bill
Page 57 and 58:
Since the cable stays are connected
Page 59 and 60: Table 4.3Initial property of cables
Page 61 and 62: Table 4.4Spring and damping coeffic
Page 63 and 64: (a) View of the entire bridge(b) Vi
Page 65 and 66: 4.6. RemarksA detailed 3-D FE model
Page 67 and 68: knω = (5.4)nm nSimilarly, when dam
Page 69 and 70: mainly corresponds to the vertical
Page 71 and 72: thFigure 5.10 9 mode shape (0.740Hz
Page 73 and 74: thFigure 5.19 18 mode shape (0.947H
Page 75 and 76: Figure 5.27 26 th mode shape (0.977
Page 77 and 78: When the bridge deck moves up and d
Page 79 and 80: 1.1Frequency (Hz)0.90.70.5BC Case 1
Page 81 and 82: 1.1Frequency(Hz)0.90.70.5Plus 0Plus
Page 83 and 84: no difference among the three cases
Page 85 and 86: The FE model of the bridge was vali
Page 87 and 88: 10.6TestFE model0.2-0.20 100 200 30
Page 89 and 90: 1.20.80.40-0.4TestFE model0 100 200
Page 91 and 92: differences is that the exact locat
Page 93 and 94: (a) Vertical acceleration time hist
Page 95 and 96: The FE model of the cable-stayed br
Page 97 and 98: Displacement (m)0.30.20.10-0.1-0.2X
Page 99 and 100: Station D1 (before amplification) a
Page 101 and 102: ending of the tower as shown in Fig
Page 103 and 104: symmetric about the centerline of t
Page 105 and 106: Tensile stress (MPa)800750700650600
Page 107 and 108: 7. Conclusions and RecommendationsB
Page 109: The vast arrays of acceleration dat
Page 113 and 114: 42. Song, W., Giraldo, D.F., Clayto
Page 115 and 116: Figure A.2 Vertical stiffness and d
Page 117 and 118: A.2 Group Interaction FactorThe cro
Page 119 and 120: For a group of piles with identical
Page 121: Missouri Department of Transportati
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