Fatigue Performance of Roof and U-Rib Weld of Orthotropic Steel Bridge Deck with Different Penetration Rates

Fu, Zhuojia; Ji, Bohai; Zhang, Chengyi; Wang, Qiudong

doi:10.1061/(asce)be.1943-5592.0001036

Cited by 63 publications

(18 citation statements)

References 12 publications

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“…Sim and Uang [35] suggested that a shallower weld penetration (for example, an 80% PJP) appears to have a slightly higher fatigue resistance than a deeper one (for example, a 100% weld penetration). Fu et al pointed out that an increased penetration rate can decrease the crack-propagation rate and enhance fatigue life [36]. Cao et al showed that fatigue cracks initiate from the weld toe inside the rib in 100% penetration specimens, but from the weld root inside the rib in 75% penetration specimens [27].…”

Section: Appl Sci 2019 9 X For Peer Review 2 Of 25mentioning

confidence: 99%

“…Since the stresses at the weld toe and root cannot be measured in this experiment, the numerical simulation results are considered reliable. Figure 12 presents the strain gauges distribution in the fatigue experiments [36]. The strain gauges are used to measure nominal stress and located in the middle of two adjacent weld seams, as show in Figure 12.…”

Section: Experimental Verification Of the Master S-n Curvementioning

confidence: 99%

“…2019, 9, x FOR PEER REVIEW 11 of 25 Figure 12. presents the strain gauges distribution in the fatigue experiments [36]. The strain gauges are used to measure nominal stress and located in the middle of two adjacent weld seams, as show in Figure 12.…”

Section: Experimental Verification Of the Master S-n Curvementioning

confidence: 99%

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Influence of Weld Parameters on the Fatigue Life of Deck-Rib Welding Details in Orthotropic Steel Decks Based on the Improved Stress Integration Approach

et al. 2019

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Fatigue cracks in orthotropic steel decks (OSDs) have been a serious problem of steel bridges for a long time. The structural stress approach is an important approach for fatigue life evaluation of welded structures. Firstly, two parameters and the mesh sensitivity of the stress-based integration equivalent structural stress approach (stress integration approach for short) are analyzed in this paper. Then, the applicability of the master S-N curve is verified based on experimental data of the deck-rib welding details in OSDs. Finally, the multi-scale finite element model (FEM) of Jiangyin Bridge is established, and the bridge fatigue life calculation steps based on the stress integration approach are given. The influence of the slope of the master S-N curve at high cycles on the bridge fatigue life is discussed. Further, the weld parameter influences on the bridge fatigue life are analyzed, as including the following: (1) The determination of the influence of the weld size changes caused by weld manufacturing errors on the bridge fatigue life; (2) the proposal of a new grinding treatment type, and the analysis of influence of the grinding radius on fatigue life; and (3) a comparison of the fatigue life of the deck-rib welding details under 80% partial penetration and 100% full penetration. The results show that the structural stress calculated by the stress integration approach does not change significantly with the parameters of the isolation body width w and the distance δ between the crack propagation surface and the reference surface. To simplify the calculation, δ is set as 0, and w can be set as the mesh size along the weld length direction. The mesh size of the stress integration approach is recommended as 0.25 times the deck thickness. The slope of the master S-N curve at high cycles significantly affects the bridge fatigue life, and a slope of 5 is reasonable. The weld parameter studies for the deck-rib welding details in the OSD of Jiangyin Bridge show that the change of weld size caused by manufacturing errors can obviously affect the bridge fatigue life, and the fatigue life of five different weld types varies from 51 years to 113 years. The new grinding treatment type, without weakening the deck, is beneficial to improving the bridge fatigue life. The fatigue life increases by approximately 5% with an increase of the grinding radius of 2 mm. The fatigue life of 80% partial penetration is slightly higher than that of 100% full penetration.

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Section: Appl Sci 2019 9 X For Peer Review 2 Of 25mentioning

confidence: 99%

Section: Experimental Verification Of the Master S-n Curvementioning

confidence: 99%

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Influence of Weld Parameters on the Fatigue Life of Deck-Rib Welding Details in Orthotropic Steel Decks Based on the Improved Stress Integration Approach

et al. 2019

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“…Extensive experimental studies have been carried out to understand the fatigue behaviours of rib‐to‐deck welded joint . Figure shows the two test models commonly used in fatigue testing.…”

Section: Introductionmentioning

confidence: 99%

“…Figure shows the two test models commonly used in fatigue testing. The single weld (SW) model with a deck plate and a partial U‐rib was loaded using a mass vibrator . The SW model was simulated as a cantilever beam by anchoring one end of the deck plate to a rigid block (Figure A).…”

Section: Introductionmentioning

confidence: 99%

Rib loading effects on weld root fatigue failure modes at rib‐to‐deck welded joint

Luo

Zhang

Bao

2020

Fatigue Fract Eng Mat Struct

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The service life of orthotropic steel decks is dependent on the fatigue resistance of rib-to-deck welded joints, which is often tested using two kinds of experimental models in terms of the rib loading condition. Different weld root fatigue failure modes have been observed in the different models, but the role of rib loading remains unclear. This paper aims to clarify the effect of rib loadings on the weld root fatigue failure modes at rib-to-deck welded joints. The loadings are decomposed into the deck loadings and rib loadings according to the principle of superposition. Formulae of the weld root notch stress intensity factors and T-stress under rib loadings are developed by multiparameter regression analysis and subsequently used for the local stress analysis. The fatigue failure modes determined from the local stress field agree well with the experimental results. The results reveal that the weld root failure modes depend on the rib loadings but are independent of the weld geometries. The averaged strain energy density (SED) that can capture both weld geometry and loading condition effects is used to correlate the fatigue test data of different weld root failure modes. The SED is capable of evaluating the fatigue strength of the rib-to-deck welded joint failed by different weld root failure modes with a narrow scatter band. K E Y W O R D Sfatigue failure mode, fatigue test model, local stress field, notch stress intensity factor, weld geometry

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Parametric equations for notch stress concentration factors of rib—deck welds under bending loading

Wang

et al. 2021

Front. Struct. Civ. Eng.

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Fatigue Performance of Roof and U-Rib Weld of Orthotropic Steel Bridge Deck with Different Penetration Rates

Cited by 63 publications

References 12 publications

Influence of Weld Parameters on the Fatigue Life of Deck-Rib Welding Details in Orthotropic Steel Decks Based on the Improved Stress Integration Approach

Influence of Weld Parameters on the Fatigue Life of Deck-Rib Welding Details in Orthotropic Steel Decks Based on the Improved Stress Integration Approach

Rib loading effects on weld root fatigue failure modes at rib‐to‐deck welded joint

Parametric equations for notch stress concentration factors of rib—deck welds under bending loading

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