Probabilistic Fatigue Life Estimation of Steel Bridges by Using a Bilinear S-N Approach

Kwon, Kihyon; Frangopol, Dan M.; Soliman, Mohamed

doi:10.1061/(asce)be.1943-5592.0000225

Cited by 52 publications

(31 citation statements)

References 14 publications

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“…CRUDELE and YEN [21] proposed a quadratic linear segment with the slope of 4 in the bilinear S−N curve based on the AASHTO [22]. KWON et al [23] and SOLIMAN et al [24] discussed the fatigue life of different categories based on the bilinear [26] provided information regarding the development of the new equivalent constant amplitude stress ranges for the bilinear S−N curves. Besides, a multi-segmented S−N curve is given in the Eurocode3 [25].…”

Section: S−n Curvementioning

confidence: 99%

Hybrid reliability model for fatigue reliability analysis of steel bridges

Cao

Lei

2016

J. Cent. South Univ.

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A kind of hybrid reliability model is presented to solve the fatigue reliability problems of steel bridges. The cumulative damage model is one kind of the models used in fatigue reliability analysis. The parameter characteristics of the model can be described as probabilistic and interval. The two-stage hybrid reliability model is given with a theoretical foundation and a solving algorithm to solve the hybrid reliability problems. The theoretical foundation is established by the consistency relationships of interval reliability model and probability reliability model with normally distributed variables in theory. The solving process is combined with the definition of interval reliability index and the probabilistic algorithm. With the consideration of the parameter characteristics of the S−N curve, the cumulative damage model with hybrid variables is given based on the standards from different countries. Lastly, a case of steel structure in the Neville Island Bridge is analyzed to verify the applicability of the hybrid reliability model in fatigue reliability analysis based on the AASHTO.

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Section: S−n Curvementioning

confidence: 99%

Hybrid reliability model for fatigue reliability analysis of steel bridges

Cao

Lei

2016

J. Cent. South Univ.

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“…Hence equivalent constant amplitude stress ranges (Sre) for each critical members of each member sets were calculated by Eq (5). The COV of Sre is considered as 0.1 [15,25]. The parameter A1 and Δ are random variables and corresponding COV's are 0.45 and 0.3 respectively as discussed in section 2 [18,25].…”

Section: Fatigue Reliability Assessmentmentioning

confidence: 99%

“…Ni et al [19] proposed a fatigue reliability model for fatigue life and reliability evaluation of steel bridges with long-term monitoring data, which integrates the probability distribution of hot spot stress range with a continuous probabilistic formulation of Miner's damage cumulative rule. Recently, Kwon et al [15] and Soliman et al [16] proposed a probabilistic bilinear stress-life approach for better fatigue assessment of steel bridges. Miner's rule has been used as the fatigue damage theory for mentioned probabilistic models.…”

Section: Introductionmentioning

confidence: 99%

Fatigue Reliability of Ageing Railway Bridges: Feasibility of Probabilistic Approach

Adasooriya¹

2016

Proceedings of the VII European Congress on Computational Methods in Applied Sciences and Engineering (ECCOMAS Congress 2016)

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“…This slope is recommended for use. Figure 1 shows the derived bi-linear S-N curves for all AASHTO categories [6]. The S-N curve of structural detail Category C is shown in Figure 2 with some experimental data [10].…”

Section: The Concept Of Bi-linear S-n Curvesmentioning

confidence: 99%

“…The result is a set of bi-linear S-N curves with a break at the CAFL and a slope of -4 below for the fatigue strength categories in AASHTO. The utilization of bi-linear S-N curves is being considered by bridge engineers [6]. The fatigue life evaluation of in-service steel bridges should be conducted based on the performance of the bridge structure under actual live loads.…”

Section: Introductionmentioning

confidence: 99%

Fatigue Life Evaluation of in-Service Steel Bridges by Using Bi-Linear S-N Curves

Yen¹,

李海汀²,

王春生³

et al. 2015

Volume 11 Number 3

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ABSTRACT:The in-service steel bridges are often required to carry increasing volume of traffic and heavier trucks or freight trains. More attention should be paid to possible fatigue damages of such structures. It has been reported that for many structure details with an equivalent stress range below the constant amplitude fatigue limit (CAFL) and free of fatigue cracks, calculations show that the remaining fatigue life has been exhausted. This condition indicates that it could be too conservative to predict the remaining fatigue life of in-service steel bridges by utilizing the equivalent constant amplitude stress ranges with the direct extension of S-N curves of AASHTO specifications with a slope of -3 to below the CAFL. This over-prediction of fatigue damage may lead to unnecessary rehabilitation and maintenance actions. For a better fatigue life evaluation and prediction, a set of bi-linear S-N curves with a break at the CAFL for the AASHTO fatigue strength categories and with a slope of -4 below, has been proposed for fatigue life evaluation of in-service structures. This paper applies the concept of the equivalent constant amplitude stress range for bi-linear curves to AASHTO specifications and Eurocode. Cases of fatigue evaluation of in-service steel bridge components are studied by correlating the field-measured live-load stresses with the bi-linear S-N curves. Comparative results from the bi-linear S-N curve approach, the current AASHTO specifications and Eurocode approach are presented.

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Probabilistic Fatigue Life Estimation of Steel Bridges by Using a Bilinear S-N Approach

Cited by 52 publications

References 14 publications

Hybrid reliability model for fatigue reliability analysis of steel bridges

Hybrid reliability model for fatigue reliability analysis of steel bridges

Fatigue Reliability of Ageing Railway Bridges: Feasibility of Probabilistic Approach

Fatigue Life Evaluation of in-Service Steel Bridges by Using Bi-Linear S-N Curves

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