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FINAL REPORTRI05-023Assessment of the Bill Emerson MemorialCable-stayed BridgeBased on Seismic Instrumentation DataPrepared forMissouri Department of TransportationOrganizational ResultsbyUniversity Transportation Center at the University of Missouri-RollaSeptember 2007The opinions, findings, and conclusions expressed in this publication are those of the principalinvestigators and the Missouri Department of Transportation; Research, Development andTechnology. They are not necessarily those of the U.S. Department of Transportation, FederalHighway Administration. This report does not constitute a standard or regulation.i
TECHNICAL REPORT DOCUMENTATION PAGE1. Report No. 2. Government Accession No. 3. Recipient's Catalog No.OR08-0034. Title and Subtitle 5. Report DateAssessment of the Bill Emerson Memorial Cable-stayed Bridge Based onSeismic Instrumentation DataSeptember 20076. Performing Organization CodeUniversity of Missouri-Rolla7. Author(s) 8. Performing Organization ReportNo.G. Chen, D. Yan, W. Wang, M. Zheng, L. Ge, and F. Liu9. Performing Organization Name and Address 10. Work Unit No.University of Missouri-Rolla328 Butler-Carlton Civil Engineering Hall 11. Contract or Grant No.1870 Miner Circle, Rolla, MO 65409-0030 RI05-02312. Sponsoring Agency Name and Address 13. Type of Report and PeriodCoveredMissouri Department of TransportationOrganizational ResultsP. O. Box 270-Jefferson City, MO 65102Final Report14. Sponsoring Agency CodeMoDOT15. Supplementary NotesThis research was conducted In collaboration with the U.S. Department of Transportation throughUniversity Transportation Center at the University of Missouri-Rolla16. AbstractIn this study, both ambient and earthquake data measured from the Bill Emerson Memorial Cable-stayedBridge are reported and analyzed. Based on the seismic instrumentation data, the vibration characteristics of thebridge are investigated and used to validate a three-dimensional Finite Element (3-D FE) model of the bridgestructure. The 3-D model is rigorous and comprehensive, representing realistic dynamic behaviors of thebridge. It takes into account the geometric nonlinear properties caused by cable sagging and soil-foundationstructureinteraction in the Illinois approach of the bridge. The FE model is successfully verified and validatedby using the natural frequencies and mode shapes of the bridge extracted from the measured data. With thecalibrated model, time history analyses were performed to assess the condition of the bridge structure under apostulated design earthquake. Since the FE model is developed according to as-built drawings, the calibratedmodel can be used as a benchmark for safety evaluation and health monitoring of the cable-stayed bridge in thefuture.17. Key Words 18. Distribution StatementCable-stayed bridge; finite element model; modal analysis;cable sagging effect; seismic excitation19. Security Classification 20. Security Classification 21. No. of Pages 22. PriceUnclassified Unclassified 119ii
Page 1: Organizational Results Research Rep
Page 5 and 6: Executive SummaryOpen to traffic on
Page 7 and 8: 8. All cables behave elastically un
Page 9 and 10: Table of ContentsExecutive summary.
Page 11 and 12: List of Figure CaptionsFigure 1.1 A
Page 13 and 14: Figure 5.30 29 th mode shape (1.032
Page 15 and 16: 1. Introduction1.1. GeneralCable-st
Page 17 and 18: Figure 1.1Artist rendering of the B
Page 19 and 20: Expansionand lateralearthquakerestr
Page 21 and 22: 3. Evaluate the model by conducting
Page 23 and 24: 2. Automatic Retrieval of Peak Acce
Page 25 and 26: 2.2.3. Map/Find stationsClicking th
Page 27 and 28: 2.2.5. Displaying seismogramsTo dis
Page 29 and 30: Figure 2.8Directory chooser2.2.6. S
Page 31 and 32: 3.2. Seismic instrumentation networ
Page 33 and 34: The main bridge from Bent 1 to Pier
Page 35 and 36: (a) South side of deck at support o
Page 37 and 38: (a) North side of deck at middle of
Page 39 and 40: The seismic responses at the top (T
Page 41 and 42: Polyreference Complex Exponential (
Page 43 and 44: are evaluated and presented in Figu
Page 45 and 46: 0.353.50.330.252.5Amplitude0.20.15A
Page 47 and 48: 1 x 10-4 Frequency(Hz)Amplitude0.90
Page 49 and 50: Amplitude0.20.180.160.140.120.10.08
Page 51 and 52: Amplitude0.20.180.160.140.120.10.08
Page 53 and 54:
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
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Table 4.4Spring and damping coeffic
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(a) View of the entire bridge(b) Vi
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4.6. RemarksA detailed 3-D FE model
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knω = (5.4)nm nSimilarly, when dam
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mainly corresponds to the vertical
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thFigure 5.10 9 mode shape (0.740Hz
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thFigure 5.19 18 mode shape (0.947H
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Figure 5.27 26 th mode shape (0.977
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When the bridge deck moves up and d
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1.1Frequency (Hz)0.90.70.5BC Case 1
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1.1Frequency(Hz)0.90.70.5Plus 0Plus
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no difference among the three cases
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The FE model of the bridge was vali
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10.6TestFE model0.2-0.20 100 200 30
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1.20.80.40-0.4TestFE model0 100 200
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differences is that the exact locat
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(a) Vertical acceleration time hist
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The FE model of the cable-stayed br
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Displacement (m)0.30.20.10-0.1-0.2X
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Station D1 (before amplification) a
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ending of the tower as shown in Fig
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symmetric about the centerline of t
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Tensile stress (MPa)800750700650600
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7. Conclusions and RecommendationsB
Page 109 and 110:
The vast arrays of acceleration dat
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14. Cunha A, Caetano and Delgado T.
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42. Song, W., Giraldo, D.F., Clayto
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Figure A.2 Vertical stiffness and d
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A.2 Group Interaction FactorThe cro
Page 119 and 120:
For a group of piles with identical
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Missouri Department of Transportati
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