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

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nodenumbercrossbeamcap beamFigure 6.11 FE model of two towersyxyx(a) Bottom Solid Section(b) Top Hollow SectionFigure 6.12 Cross sections of columns in towersThe moment-curvature curves for both sections are shown in Figures 6.13–6.16. Theyield and ultimate curvatures and moments are summarized for each curve and alsoincluded on the figure. The ultimate bending moment capacity of the solid section wasdetermined to be M yu =289,000 kN-m (213,000 kip-ft) about the weak axis y for in-plane86
ending of the tower as shown in Figure 6.12, and M xu =487,000 kN-m (359,000 kip-ft)about the strong axis x for out-of-plane bending. The hollow section has a smallerbending moment of M yu =243,000 kN-m (179,000 kip-ft) about the weak axis andM xu =414,000 kN-m (305,000 kip-ft) about the strong axis. For the hollow section, after itreaches its ultimate state or slightly later, the cross sectional area is suddenly reduced,and the capacity drops substantially.6.E+055.E+05M x =4.83×10 5 kN-mMoment (kN-m)4.E+053.E+052.E+051.E+05M xy = 301000 kN-mΦ xy = 0.04×10 -2 rad/mM xu = 487000 kN-mΦ xu = 0.45×10 -2 rad/mΦ x =0.4×10 -20.E+000.0 0.5 1.0 1.5 2.0 2.5 3.0Curvature (10 -2 rad/m)Figure 6.13 Solid section capacity about strong axis bending3.5E+053.0E+05Moment (kN-m)2.5E+052.0E+051.5E+051.0E+05M yy = 192000 kN-mΦ = 0.08×10 -2 rad/myy= 289000 kN-mMyu= 1.23×10 -2 rad/mΦ yu5.0E+040.0E+000.0 1.0 2.0 3.0 4.0 5.0Curvature (10 -2 rad/m)Figure 6.14 Solid section capacity about weak axis bending87
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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
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
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: Station D1 (before amplification) a
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 and 112: 14. Cunha A, Caetano and Delgado T.
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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