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

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Table 4.1Main span(in SCMS)Approach(in AS)Member details extracted from bridge drawingsMemberReferenceTowers(Piers) Sheets: 27-77, 183, 184Cables Sheets: 124-126Edge girders Sheets: 86-114Floor beams Sheets: 115-120Center Strut Sheet: 121Slabs Sheets: 128-145, 192,193Piers Sheets: 24-46End bent Sheets: 47-50Slabs Sheets: 55-58Piles foundation Sheets: 264.3. Material propertiesThe materials used in the Bill Emerson Memorial Cable-stayed Bridge can be grouped intocable steel, girder steel, and reinforced concrete in towers and decks. Their properties arelisted in Table 4.2. They come from the bridge drawings directly or follow the typicalvalues of ASTM standards.Table 4.2Material propertiesGroupNo.MaterialYoung’smodulus(MPa)Poisson’sratioWeightdensity(10 4 N/m 3 )1 Steel 1.999×10 5 0.3 7.702 SteelStructuralmemberEdge girders,Floor beams51.999×10 0.3 7.70 Center beams3 Steel4 Concrete5 Concrete51.999×10 0.3 7.70 Cables42.482×10 0.2 2.36 Towers42.482×10 0.2 2.36 Decks4.4. Modeling of the main structural members4.4.1. TowersThe function of two towers is to support the cable system and to transfer its force to thefoundation. Usually towers are subjected to high axial forces and bending moments. Forboth towers, steel reinforcement was taken into account in the calculation of the sectionproperties.42
Since the cable stays are connected to each tower outside the neutral axis of the tower’scross section, rigid links were used to connect the cables to the tower as illustrated inFigure 4.1. To model the bridge accurately, non-prismatic members such as pier cap beamsor towers were represented by elements of varying section properties in the FE model. Inaddition, the elevation difference both in transverse direction and in longitudinal directiondue to the designed slope and vertical curve was taken into account as well. An infill wallexists at the bottom of each tower.(a) View in traffic directionFigure 4.1(b) View in longitudinal directionModeling of towers4.4.2. GirdersThe role of girders is to transfer the applied loads, self weight as well as traffic load, intothe cable system. In cable-stayed bridge, the girders have to resist considerable axialcompression forces besides the vertical bending moments. This compression force isintroduced by the inclined cables. The two continuous edge girders are modeled with beamelements. Similar to the towers, the connection points of cables to the girders are alsooutside the neutral axis of the girders, rigid links were also employed to connect the cablesto the girders, as shown in Figure 4.2.43
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 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: 4. Finite Element Modeling of Bill
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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