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

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(a) Top of tower at Pier 2 (b) Top of tower at Pier 3(c) Middle of tower at Pier 2 (d) Middle of tower at Pier 3Figure 3.4Lateral accelerations at towers under traffic loadingThe acceleration responses for channels L2, L4, L6, C2, R2, R4, and R6 under theearthquake excitation are shown in Figure 3.5. Note that the responses at L4 and R4 aresmaller than those at other channels since L4 and R4 are located at top of the lateralsupport by the towers.Figure 3.6 presents the seismic acceleration time histories of the towers at M2 and M4.As seen from Figure 3.6, the peak values of the transverse accelerations at M2 and M4are less than 0.2 cm/sec 2 (0.0788 in/sec 2 ). The vibration of the tower is not as strong asthe bridge deck since the tower is much stiffer than the bridge deck.3.3.3. Longitudinal vibration of the bridge towerThe traffic-induced longitudinal accelerations at the top of two towers are shown inFigure 3.7. The maximum vibration levels are clearly similar at two sides of each towerbut quite different between the towers due to passage of vehicular traffic. Overall,longitudinal vibration is small in comparison with the vertical vibration in the bridgedeck as shown in Figure 3.2.22
(a) North side of deck at middle of west side span (L2)(b) North side of deck at support of Pier 2 (L4)(c) North side of deck at ¼ west of main span (L6)(d) North side of deck at the middle of main span (C2)(e) North side of deck at ¼ east of main span (R2)(f) North side of deck at support of Pier 3 (R4)1 cm/sec 2 = 0.394 in/sec 2(g) North side of deck at middle of east side span (R6)Figure 3.5Lateral accelerations at deck under earthquake excitation(a) Middle of tower at Pier 223
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: (a) South side of deck at support o
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
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
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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
Page 107 and 108:
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.
Page 113 and 114:
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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