Fatigue behavior of orthotropic bridge decks with two types of cutout geometry based on field monitoring and FEM analysis

Zhu, Zhiwen; Xiang, Ze; Li, Jianpeng; Huang, Yan; Ruan, Shipeng

doi:10.1016/j.engstruct.2019.109926

Cited by 33 publications

(11 citation statements)

References 12 publications

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“…The Young's model, the Poisson ratio and the density of the steel are 2.06 × 10 5 MPa, 0.3 and 7850 kg/m 3 , respectively. To find a balance between the computational efficiency and accuracy of the FE model, the non-uniform meshing scheme is adopted, using fine meshes in the regions of interest, and coarse meshes in the other parts [11]. As a result, the FE model includes about 460,000 elements and 417,000 nodes.…”

Section: Finite Element Modelingmentioning

confidence: 99%

“…For stress analysis of details, the most unfavorable loading locations corresponding to four lanes are selected. In addition, the transverse (i.e., Y direction) stress, the in-plane stress, the vertical (i.e., Z direction) stress, and the in-plane stress are selected as the concerned stress at the check point for Detail 1, Detail 2, Detail 3, and Detail 4, respectively [8,11,23]. To avoid the influence of stress concentration, the position of the check point is defined at 6 mm away from the weld toe or cutout edge [24,25].…”

Section: Stress Behaviors Analysis Of Steel Box Girdermentioning

confidence: 99%

“…Zhang et al [10] investigated the influence of vehicle speed and road surface condition on fatigue of steel bridge using the three-dimensional (3D) finite element (FE) model, and the conclusion pointed out that the increase of vehicle speed and the deterioration of road conditions could reduce the fatigue reliability of OSDs. Zhu et al [11] compared the fatigue performance of two different FB cutouts using FE analysis and field test. Moreover, the investigation on the fatigue damage and stress distribution of OSD was continued by Tian et al [12] using a 3D FE model.…”

Section: Introductionmentioning

confidence: 99%

See 2 more Smart Citations

Fatigue Performance of Orthotropic Steel Decks in Super-Wide Steel Box Girder Considering Transverse Distribution of Vehicle Load

Wang¹,

Miao²,

Yang³

2021

Structural Durability &Amp; Health Monitoring

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Section: Finite Element Modelingmentioning

confidence: 99%

Section: Stress Behaviors Analysis Of Steel Box Girdermentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

See 1 more Smart Citation

Fatigue Performance of Orthotropic Steel Decks in Super-Wide Steel Box Girder Considering Transverse Distribution of Vehicle Load

Wang¹,

Miao²,

Yang³

2021

Structural Durability &Amp; Health Monitoring

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“…The most known ways of degradation of a steel member are corrosion of steel and fatigue processes [4][5][6][7][8][9][10]. Verifying structure in terms of fatigue is an inseparable part of the new structural design or part of verifying the existing bridge structures [11][12][13][14][15].…”

Section: Introductionmentioning

confidence: 99%

Influence of Fatigue Crack Formation and Propagation on Reliability of Steel Members

Koteš

Vičan

2021

Applied Sciences

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During the years of bridge exploitation, many degradation processes and external influences attack its structure. Therefore, bridge reliability and durability is decreasing in time. On the other hand, the traffic load remains almost the same or even higher than in the past. However, bridges should not to become the limiting component of communication capacity and traffic reliability. Regarding to reliability, bridges should be assessed from the viewpoint of the Ultimate Limit States (ULS) and Serviceability Limit States (SLS). Within the ULS, cross-sections and members are verified for various types of stressing and their combinations, and also for fatigue at the same time. The cross-sectional verification, e.g., for bending stresses and fatigue, is done independently according to corresponding criteria of the ULS determined for strength verification a fatigue assessment separately. The presented article deals with the steel railway plate girder bridge with bottom member deck, in which there is an effort to prove the effect of the crack in tension bottom flange due to fatigue stressing on the change of bending resistance over time. The analytical calculation was derived and at the same time, the probabilistic approach of the influence of the fatigue crack size on the change of the cross-sectional resistance and reliability over time was used.

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“…Aiming at improving the fatigue performance of the rib-tocrossbeam joint, the reported research mainly focuses on such aspects as optimizing the shape of the cope hole [4,5,12,13]; using post-weld treatment to release residual stress and enhance the performance [14]; introducing the rigid cement-based material as pavement to improve the rigidity of OSD and decrease stress range at fatigue details [15][16][17][18][19][20][21]; introducing additional attachments to enhance local rigidity [3,22], etc. Zhu et al [13] investigated the stress behavior and fatigue performance of two types of cope hole geometry on orthotropic bridge decks based on simultaneous field monitoring and finite-element method analysis. Results of the study reveal that the two types of cope hole geometry present high stress response and severe stress concentration at the crossbeam cope hole.…”

Section: Introductionmentioning

confidence: 99%

Structural optimization of rib-to-crossbeam joint in orthotropic steel decks

Fang

Iqbal

Staen

et al. 2021

Engineering Structures

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In orthotropic steel decks (OSDs), the rib-to-crossbeam joint is the most complex joint. When dealing with the intersection of the rib to the crossbeam, the prevailing approach is to design a cope hole in the crossbeam web. Nevertheless, the stress concentration induced by rib distortion makes this joint a fatigue-prone detail. Furthermore, the weld connecting the rib and the crossbeam heavily relies on the manual welding, which leads to high fabrication costs. In this paper, the possibility of canceling the cope hole is discussed. Calculation results of different modeling methods using solid elements and shell elements are first compared with experimental results. Then, several design parameters of an OSD without cope holes are investigated adopting the hot spot stress method. Based on the results of the parametric analyzes, optimized dimensions of the rib-to-crossbeam joint without cope holes are selected. The comparison of the models with and without cope holes is performed. Fatigue life assessments are conducted based on the influence surfaces of reference points predefined around the rib-to-crossbeam joint. Research results reveal that the most critical position for the rib-to-crossbeam joint without cope holes is at the curvature on the rib side. The radius of rib has a local influence on the points at the curvature. A larger radius could effectively lower the maximum stress range. The fatigue performance of the rib-to-crossbeam joint depends on the distribution of the tire load. Considering less fatigue-prone locations and reduced fabrication costs, the overall performance of the optimized rib-to-crossbeam joint without cope holes is better.

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Fatigue behavior of orthotropic bridge decks with two types of cutout geometry based on field monitoring and FEM analysis

Cited by 33 publications

References 12 publications

Fatigue Performance of Orthotropic Steel Decks in Super-Wide Steel Box Girder Considering Transverse Distribution of Vehicle Load

Fatigue Performance of Orthotropic Steel Decks in Super-Wide Steel Box Girder Considering Transverse Distribution of Vehicle Load

Influence of Fatigue Crack Formation and Propagation on Reliability of Steel Members

Structural optimization of rib-to-crossbeam joint in orthotropic steel decks

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