Simulation study on fatigue behavior of wrap-around weld at rib-to-floorbeam joint in a steel-UHPC composite orthotropic bridge deck

Xiang, Ze; Zhu, Zhiwen

doi:10.1016/j.conbuildmat.2021.123161

Cited by 19 publications

(9 citation statements)

References 25 publications

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“…Tis structure features a large number of weld joints, complex structure and stress, low local stifness, and signifcant stress concentration. Under the action of concentrated wheel load, the local stress range at connection details is high, and fatigue cracks may initiate and propagate at connection details [2][3][4][5]. One of the important reasons is that the traditional OSDs adopt epoxy pavement.…”

Section: Introductionmentioning

confidence: 99%

Response Surface‐Based Finite Element Model Updating of Steel Box‐Girder Bridges with Concrete Composite Decks

Xiong

Zhu

Jiang

2022

Advances in Civil Engineering

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The orthotropic steel deck (OSD) using the steel-steel fiber reinforced concrete (SFRC) deck can be used in small and medium-span bridges for its advantages of construction convenience and lower construction cost. The seismic performance of THESE steel box girder bridges in strong earthquake zones needs to be evaluated, and a reasonable finite element model is the important basis for an accurate evaluation of these bridges. Finite element analysis (FEA) and field measurements of the dynamic characteristics of steel box girder bridges were carried out in this study, and the finite element model was updated based on the response surface method. The studies show that the bridge modal parameters can be reasonably identified based on the measurements of the bridge under ambient excitation without artificial excitation; the first six orders of mode shapes in the FEA results are consistent with the measured ones, but there is a difference between the natural frequencies; the model updating found that the elasticity modulus, density, and thickness of the SFRC have some influence on the first six orders of natural frequency of the bridge, but the SFRC thickness has the most significant influence on the bridge frequency, and the influence of epoxy asphalt pavement on bridge frequency is small. The study concluded that the SFRC layer of the bridge deck is no longer the traditional bridge deck pavement without considering the stiffness, but it integrates with the OSD as a steel-concrete composite structure. Therefore, the structure formed by the SFRC layer through the combination of shear studs and OSD shall be reasonably simulated in the finite element model so as to reasonably reflect the contribution of the SFRC layer in the composite structure of the bridge stiffness. The obtained updated finite element model gives results closer to the measured modalities, which provides a more reasonable bridge model for seismic analysis of bridges located in strong seismic zones and also demonstrates the effectiveness of the finite element analysis and the model updating method based on the response surface method in this study.

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Section: Introductionmentioning

confidence: 99%

Response Surface‐Based Finite Element Model Updating of Steel Box‐Girder Bridges with Concrete Composite Decks

Xiong

Zhu

Jiang

2022

Advances in Civil Engineering

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“…Similarly, the stress response of steel bridge deck in the LWCD is also significantly affected by the transverse position of vehicle loads though the local stiffness of bridge decks in the LWCD has been greatly improved due to the UHPC layer [ 11 ]. Furthermore, some structural details in the LWCD are still at risk of fatigue cracking [ 12 , 13 ]. Therefore, the influence of the transverse distribution of vehicles on the fatigue life of both COSDs and LWCDs cannot be ignored.…”

Section: Introductionmentioning

confidence: 99%

Effect of Autonomous Vehicles on Fatigue Life of Orthotropic Steel Decks

Zou

Han²,

Wang

et al. 2022

Sensors

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The fatigue life of orthotropic steel decks (OSDs) is significantly affected by vehicle loads, and the local stress response of OSDs is sensitive to the transverse position of vehicle loads. However, the presence of autonomous vehicles is likely to change the transverse distribution of vehicles within the lane, thereby affecting vehicle-induced fatigue damage to OSDs. Therefore, it is necessary to evaluate the potential effect of autonomous vehicles on the fatigue life of OSDs so that appropriate strategies can be implemented to control the transverse positions of autonomous vehicles passing the bridge deck. To this end, fatigue damages of several typical fatigue details in a conventional OSD (COSD) and a lightweight composite OSD (LWCD) induced by vehicle loads were calculated based on finite element analysis, and their fatigue lives were evaluated based on Miner’s Rule, in which different transverse distribution patterns of autonomous vehicles and their proportions in the mixed traffic flow were considered. The results indicate that fatigue lives of both the COSD and the LWCD can be negatively affected by autonomous vehicles traveling across the bridge without any constraints on the transverse distribution, especially when their proportion in the mixed traffic flow exceeds 30%. Compared to the scenario without autonomous vehicles, the fatigue damage of most fatigue details in OSDs may increase by 51% to 210% in the most unfavorable case due to the presence of autonomous vehicles. Nevertheless, it is feasible to extend the fatigue life of OSDs by optimizing the transverse distribution of autonomous vehicles. Specifically, the fatigue life of most fatigue details in the COSD could be extended by more than 86% in the most favorable case when a bimodal Gaussian distribution is adopted as the transverse distribution pattern of autonomous vehicles. Moreover, both the negative and positive effects of autonomous vehicles on the fatigue life of the COSD are more significant than those of the LWCD in most cases. The results can provide references for the maintenance of OSDs under the action of autonomous vehicles.

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“…17 Owing to the mutual constraints among various components, the RD weld joint is often subjected to inplane and coupled out-of-plane stress and presents complex deformation under the wheel load. 10,18 Hence, multiaxial stress states exist in the RD welded joints under the combination of stress components in different directions.…”

Section: Introductionmentioning

confidence: 99%

“…The fatigue stress amplitude of all weld joints in OSBD shows typical variable‐amplitude features based on simultaneous field monitoring stress histories 17 . Owing to the mutual constraints among various components, the RD weld joint is often subjected to in‐plane and coupled out‐of‐plane stress and presents complex deformation under the wheel load 10,18 . Hence, multiaxial stress states exist in the RD welded joints under the combination of stress components in different directions.…”

Section: Introductionmentioning

confidence: 99%

Fatigue failure modes of rib‐to‐deck joints under the multiaxial stress states caused by various wheel loading characteristics

Zhu

Deng

Gong

et al. 2022

Fatigue Fract Eng Mat Struct

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Orthotropic steel bridge decks (OSBDs) are characterized by overall structural asymmetries and severe local stress concentrations; meanwhile, complicated service loadings always cause relevant rib‐to‐3deck (RD) welded joints in multiaxial stress states. Under such circumstances, a full‐scale OSBD model was established. Six loading cases were applied, and the multiaxial fatigue deviation was calculated to represent the multiaxial stress state of the bridge deck. Based on the effective traction structural stress method, the most unfavorable loading case for the failure mode of the RD joint under a multiaxial stress state was analyzed, and the failure mode transition in the process of wheel load movement was discussed. The results indicated that the fatigue failure mode of the RD joint was determined by the transverse loading locations. In‐between‐rib loading can cause the initiation of toe‐rib cracks. Cracks are prone to occur under over‐rib loading and riding‐rib loading, and the arrangement of diaphragms can increase the risk that the fatigue crack originates from the weld root.

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Simulation study on fatigue behavior of wrap-around weld at rib-to-floorbeam joint in a steel-UHPC composite orthotropic bridge deck

Cited by 19 publications

References 25 publications

Response Surface‐Based Finite Element Model Updating of Steel Box‐Girder Bridges with Concrete Composite Decks

Response Surface‐Based Finite Element Model Updating of Steel Box‐Girder Bridges with Concrete Composite Decks

Effect of Autonomous Vehicles on Fatigue Life of Orthotropic Steel Decks

Fatigue failure modes of rib‐to‐deck joints under the multiaxial stress states caused by various wheel loading characteristics

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