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28. Novak, M., and B. El-Sharnouby. (1983). Stiffness and damping constants ofsingle piles. ASCE Journal of Geotechnical. Engineering, 109(GT-7), pp. 961-974.29. Okauchi I., Miyata T., Tatsumi M. and Sasaki N. (1997). Field vibration test of along span cable-stayed bridge using large exciters. Journal of StructuralEngineering / Earthquake Engineering, Tokyo, 14(1), pp.83-93.30. Peeters, B. (2000). System identification and damage detection in civilengineering, Ph.D. Dissertation, K. U. Leuven, Belgium.31. Poulos, H.G. (1968). Analysis of the settlement of pile groups. Geotechnique,18(4), pp. 449-471.32. Poulos, H.G. (1971). Behavior of laterally loaded piles II piles groups. ASCEJournal of the Soil Mechanics and Foundation Engineering, 97(SM-5), pp. 733-751.33. Rafnsson, E.A. (1991). Displacement-based design of rigid retaining wallssubjected to dynamic loads considering soil non-linearity. PhD Dissertation,University of Missouri Rolla.34. Ren W. (1999). Ultimate behavior of long-span cable-stayed bridges. ASCEJournal of Bridge Engineering, 4, pp. 30.35. Ren W. and Makoto O. (1999). Elastic-plastic seismic behavior of long spancable-stayed Bridges. ASCE Journal of Bridge Engineering, 4, pp. 194.36. Ren W., Blandford G.E., and Harik I.E. (2004). Roebling suspension bridge. I:finite-element model and free vibration response. ASCE Journal of BridgeEngineering, 9, pp. 110.37. Ren W., Harik I.E., Blandford G.E., Lenett M. and Baseheart T. M. (2004).Roebling suspension bridge. II: ambient testing and live-load response. ASCEJournal of Bridge Engineering, 9, pp. 119.38. Ren W., Lin Y., and Peng X. (2007). Field load tests and numerical analysis ofQingzhou Cable-Stayed Bridge. ASCE Journal of Bridge Engineering, 12, pp.261.39. Ren W., Peng X. and Lin Y. (2005). Experimental and analytical studies ondynamic characteristics of a large span cable-stayed bridge. EngineeringStructures, 27, pp. 535–548.40. Ren W. and Peng X. (2005). Baseline finite element modeling of a large spancable-stayed bridge through field ambient vibration tests. Computers andStructures, 83, pp. 536–550.41. Roebling S.W., Farrar C.R., Prime M.B. and Shevitz D.W. (1996). Damageidentification and health monitoring of structural and mechanical systems fromchanges in their vibration characteristics: a literature review. Research report LA-13070-MS, ESA-EA, Los Alamos National Laboratory, New Mexico, USA, May.98
42. Song, W., Giraldo, D.F., Clayton, E.H., Dyke, S.J. and Ciacedo, J.M. (2006).Application of ARMAV for modal identification of the Emerson Bridge.Proceedings of the Third International Conference on Bridge Maintenance, Safetyand Management (IABMAS06), Porto, Portugal.43. Vold, H., Kundrat, J., Rocklin, G.T. and Russel, R. (1982). A multi-input modalestimation algorithm for mini-computers, SAE Technical Paper Series, N.820194.44. Wang W., Chen G. and Hartnagel B. (2007). A. real-time condition assessment ofthe Bill Emerson cable-stayed bridge using artificial neural networks. Proceedingsof SPIE, April, Volume 6529.45. Wilson E.L., Yuan, M.W., and Dickens, J.M. (1982). Dynamic analysis by directsuperposition of Ritz vectors. Earthquake Engineering and Structural Dynamics.1982, 10, pp.813-823.46. Wilson J.C. and Liu T. (1991). Ambient vibration measurements on a cablestayedbridge. Earthquake Engineering and Structural Dynamics, 20, pp. 723-47.47. Wilson J.C. and Gravelle W. (1991). Modeling of a cable-stayed bridge fordynamic analysis. Earthquake Engineering and Structural Dynamics. 20, pp. 707-721.48. Xu Y., Ko J.M. and Zhang W. (1997). Vibration studies of Tsing Ma suspensionbridge. ASCE Journal of Bridge Engineering, 2, pp.149-56.99
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
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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 and 110: The vast arrays of acceleration dat
Page 111: 14. Cunha A, Caetano and Delgado T.
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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