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Research Papers

Effect of Prestress on Bridge–Vehicle Interactions

[+] Author and Article Information
Hai Zhong

Department of Civil and
Environmental Engineering,
North Dakota State University,
Fargo, ND 58108
e-mail: hai.zhong@ndsu.edu

Mijia Yang

Department of Civil and
Environmental Engineering,
North Dakota State University,
Fargo, ND 58108
e-mail: mijia.yang@ndsu.edu

Manuscript received January 28, 2016; final manuscript received October 28, 2017; published online December 12, 2017. Assoc. Editor: Nii Attoh-Okine.

ASME J. Risk Uncertainty Part B 4(3), 031003 (Dec 12, 2017) (7 pages) Paper No: RISK-16-1030; doi: 10.1115/1.4038340 History: Received January 28, 2016; Revised October 28, 2017

Prestress applied on bridges affects the dynamic interaction between bridges and vehicles traveling over them. In this paper, the prestressed bridge is modeled as a beam subjected to eccentric prestress force at the two ends, and a half-vehicle model with four degrees-of-freedom is used to represent the vehicle passing the bridge. A new bridge–vehicle interaction model considering the effect of prestress with eccentricity is developed through the principle of virtual work. The correctness and accuracy of the model are validated with literature results. Based on the developed model, numerical simulations have been conducted using Newmark's β method to study the effects of vehicle speed, eccentricity and amplitude of the prestress, and presence of multiple vehicles. It is shown that prestress has an important effect on the maximum vertical acceleration of vehicles, which may provide a good index for detecting the change of prestress. It is also interesting to find that the later-entering vehicle on the prestressed bridge will largely reduce the maximum vertical acceleration of the vehicle ahead of it.

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References

U.S. Department of Transportation, 2011, “Annual Materials Report on New Bridge Construction and Bridge Rehabilitation (2009-2010),” U.S. Department of Transportation, Federal Highway Administration, Washington, DC, accessed Nov. 9, 2017, http://www.fhwa.dot.gov/bridge/nbi/matreport2011.cfm#tab01
Green, M. F. , and Cebon, D. , 1997, “ Dynamic Interaction Between Heavy Vehicles and Highway Bridges,” Comput. Struct., 62(2), pp. 253–264. [CrossRef]
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Zhu, X. Q. , and Law, S. S. , 2002, “ Dynamic Load on Continuous Multi-Lane Bridge Deck From Moving Vehicles,” J. Sound Vib., 251(4), pp. 697–716. [CrossRef]
Cai, C. S. , Shi, X. M. , Araujo, M. , and Chen, S. R. , 2007, “ Effect of Approach Span Condition on Vehicle-Induced Dynamic Response of Slab-on-Girder Road Bridges,” Eng. Struct., 29(12), pp. 3210–3226. [CrossRef]
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Kocaturk, T. , and Simsek, M. , 2006, “ Vibration of Viscoelastic Beams Subjected to an Eccentric Compressive Force and a Concentrated Moving Harmonic Force,” J. Sound Vib., 291(1–2), pp. 302–322. [CrossRef]
Lu, Z. R. , and Law, S. S. , 2006, “ Identification of Prestress Force From Measured Structural Responses,” Mech. Syst. Signal Process., 20(8), pp. 2186–2199. [CrossRef]
Khang, N. V. , Dien, N. P. , and Huong, N. T. V. , 2009, “ Transverse Vibrations of Prestressed Continuous Beams on Rigid Supports Under the Action of Moving Bodies,” Archive Appl. Mech., 79(10), pp. 939–953. [CrossRef]
Zhou, D. , 1994, “ Eigenfrequencies of Line Supported Rectangular Plates,” Int. J. Solids Struct., 31(3), pp. 347–358. [CrossRef]
Marchesiello, S. , Fasana, A. , Garibaldi, L. , and Piombo, B. A. D. , 1999, “ Dynamics of Multi-Span Continuous Straight Bridges Subject to Multi-Degrees of Freedom Moving Vehicle Excitation,” J. Sound Vib., 224(3), pp. 541–561. [CrossRef]

Figures

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Fig. 1

Eccentrically prestressed continuous bridge

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Fig. 2

Half vehicle model

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Fig. 3

Procedure of implementation

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Fig. 4

Bridge–vehicle model adopted from Ref. [3]

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Fig. 5

Midspan displacement of the bridge: present study; Ref. [3]

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Fig. 6

Vertical acceleration of the vehicle: present study; and Ref. [3]

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Fig. 7

(a) Absolute displacement at the middle of the first span; (b) vertical vehicle acceleration; and (c) absolute displacement of the bridge at the front wheel location. Nonprestress; 50% prestress; 80% prestress; 100% prestress. (d) Maximum vehicle vertical acceleration: 10 m/s; 20 m/s; 30 m/s; 40 m/s.

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Fig. 8

(a) Initial deflection of the bridge, (b) displacement at the middle of the first span (V = 20 m/s), (c) vertical acceleration of the vehicle (V = 20 m/s). (2.0S, 0.5e); (1.0S, 1.0e); (0.5S, 2.0e), and (d) Maximum vertical acceleration of the vehicle (V = 20 m/s): prestress; eccentricity

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Fig. 9

(a) Model of multiple vehicles passing the bridge and (b) displacements at the middle of the first span. One vehicle; two vehicles; three vehicles

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