Assessment of the Bill Emerson Memorial Bridge - FTP Directory ...

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effects, vehicle impact, wave effects, or ground motion generated by adjacent industriesor due to construction. They correspond to an actual operating condition of bridges andwill thus not interrupt any traffic or service of the bridges.Due to its structural complexity, a long span cable-stayed bridge is often modeled withfinite elements of various components to evaluate the dynamic characteristics andresponses of the bridge structure (John et al., 2005). For example, Wilson et al. (1991)established a three-dimensional finite element model of a cable-stayed bridge structure,including the bridge deck, towers, cables, and bearings. The finite element (FE) modeltook into account the translational and rotational mass and stiffness of the bridge deck,and included an accurate geometric representation of bearings. Its modal properties werevalidated with those of the ambient vibration measured from the bridge. With establishedFE models, Ren (1999) and Ren and Obata (1999) investigated the elastic-plastic seismicbehavior, nonlinear static behavior, and ultimate behavior of long span cable-stayedbridges over the Ming River. Ren et al. (2005, 2007) also studied the behavior of theQingzhou cable-stayed bridge both numerically and experimentally. Modeling issuessuch as initial equilibrium configuration, geometrical nonlinearity, concrete slab stiffnessin the composite deck, shear connection between concrete slab and steel girders, andlongitudinal restraints of side expansion joints were discussed. These studies enrich thecurrent knowledge in understanding the dynamic behavior of large-span cable-stayedbridges.1.2. Bridge descriptionThe Bill Emerson Memorial Bridge is a 1206 m (3956 ft) long, cable-stayed structurecarrying Missouri State Highway 34, Missouri State Highway 74 and Illinois Route 146across the Mississippi River between Cape Girardeau, Missouri, and East CapeGirardeau, Illinois. Its coordinates are 37°17′43″N and 89°30′57″W. The bridge wasopened to traffic on December 13, 2003. As schematically shown in Figures 1.1, 1.2 and1.3, the final design of the bridge includes two towers, 128 cables, and 12 additional piersin the approach span on the Illinois side. The typical cross section of deck is shown inFigure 1.4.2
Figure 1.1Artist rendering of the Bill Emerson Memorial BridgeFigure 1.2Night view of the Bill Emerson Memorial Cable-stayed Bridge3
Page 1 and 2: Organizational Results Research Rep
Page 3 and 4: TECHNICAL REPORT DOCUMENTATION PAGE
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: 1. Introduction1.1. GeneralCable-st
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
Page 55 and 56: 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
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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
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
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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
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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
Page 121:
Missouri Department of Transportati
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