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

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142.7 m 350.6 m 142.7 m 570 mIllinois approachEnd Pier 2 Pier 4Bent 1 Pier 3Figure 1.3Schematic view of the Bill Emersion Memorial Cable-stayedBridge0.67 m 14.0 m 14.0 m 0.67 mConcrete slabBarrierSteel girderFigure 1.4Floor beamTypical cross section of the bridge deckThe bridge has a total length of 1206 m (3956 ft). It consists of one 350.6 m (1150 ft)long main span, two 142.7 m (468 ft) long side spans, and one 570 m (1870 ft) longapproach span on the Illinois side. The main span of the bridge provides more than 18.3m (60 ft) of vertical clearance over the navigation channel. The 12 piers on the approachspan have 11 equal spacings of 51.8 m (170 ft) each. Carrying two-way traffic, the bridgehas four 3.66 m (12 ft) wide vehicular lanes plus two narrower shoulders. The total widthof the bridge deck is 29.3 m (96 ft) as shown in Figure 1.4. The deck is composed of twolongitudinal built-up steel girders, a longitudinal center strut, transverse floor beams, andprecast concrete slabs. A concrete barrier is located in the center of the bridge, and tworailings and additional concrete barriers are located along the edges of the deck. Pier 2rests on rock while Pier 3 and Pier 4 foundations are supported on two separate caissons.Bearings and earthquake devices are vertical and horizontal connections between thesuperstructure and the substructure of the bridge. In general, they play a major role in theseismic behavior of the bridge structure. Figures 1.5 and 1.6 illustrate the location anddistribution of various bearings and seismic devices installed on the bridge.E F E E F F F E E F F E E F FEFigure 1.5Types of bearings in the approach part of the bridge4
Expansionand lateralearthquakerestrainer1. Earthquake shock transferdevice (Longitudinal)2. Earthquake restrainer (lateral)Expansionand lateralearthquakerestrainer(a) Main bridge1 2 2 11. Longitudinalearthquake shocktransfer device2. Lateral earthquakerestrainer(b) Pier 2Figure 1.6Types of bearings in the main bridgeJointly owned by the states of Missouri and Illinois, the Bill Emerson Memorial Bridge islocated approximately 80 km (50 miles) from New Madrid, Missouri, where three of thelargest earthquakes on the U.S. continent have occurred. Each of the three mostsignificant earthquakes had a magnitude of above 8.0 (Celebi, 2006). During the winterof 1811–1812 alone, this seismic region was shaken by a total of more than 2,000 events,over 200 of which were evaluated to have been moderate to large earthquakes. In the pasttwo years, two earthquakes with magnitudes of over 4.0 were recorded in the NewMadrid Seismic Zone (NMSZ). Therefore, this bridge is expected to experience one ormore significant earthquakes during its life span of 100 years. The cabled-stayed bridgestructure was proportioned to withstand an M7.5 or stronger design earthquake(Woodward-Clyde Consultants, 1994). The 30 percent seismic load combination rules forearthquake component effects were used in accordance with the American Association ofState Highway and Transportation Officials (AASHTO) Division I-A Specifications(AASHTO, 1996). These loads were then combined with the dead load applied to thebridge.5
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: Figure 1.1Artist rendering of the B
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
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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
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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
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For a group of piles with identical
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Missouri Department of Transportati
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