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

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0.2570.265Amplitude0.150.1Amplitude430.052100 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1Frequency(Hz)(a) Low frequency range01 2 3 4 5 6 7 8 9 10Frequency(Hz)(b) High frequency rangeFigure 3.23 Fourier spectrum of acceleration at HNZ-R60.120.16Amplitude0.10.080.060.04Amplitude0.140.120.10.080.060.040.020.0200 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1Frequency(Hz)01 2 3 4 5 6 7 8 9 10Frequency(Hz)(a) Low frequency range(b) High frequency rangeFigure 3.24 Fourier spectrum of acceleration at HN2-L60.4530.42.50.350.32Amplitude0.250.2Amplitude1.50.1510.10.50.0500 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1Frequency(Hz)01 2 3 4 5 6 7 8 9 10Frequency(Hz)(a) Low frequency range(b) High frequency rangeFigure 3.25 Fourier spectrum of acceleration at HNZ-C234
Amplitude0.20.180.160.140.120.10.080.060.040.02Amplitude0.50.450.40.350.30.250.20.150.10.0500 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1Frequency(Hz)(a) Low frequency range00 1 2 3 4 5 6 7 8 9 10Frequency(Hz)(b) High frequency rangeFigure 3.26 Fourier spectrum of acceleration at HN2-C2Amplitude0.450.40.350.30.250.20.150.10.05Amplitude3.532.521.510.500 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1Frequency(Hz)(a) Low frequency range00 1 2 3 4 5 6 7 8 9 10Frequency(Hz)(b) High frequency rangeFigure 3.27 Fourier spectrum of acceleration at HNZ-C10.353.50.330.252.5Amplitude0.20.15Amplitude21.50.110.050.500 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1Frequency(Hz)(a) Low frequency range00 1 2 3 4 5 6 7 8 9 10Frequency(Hz)(b) High frequency rangeFigure 3.28 Fourier spectrum of acceleration at HNZ-R135
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 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: 1 x 10-4 Frequency(Hz)Amplitude0.90
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 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 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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