Fatigue assessment of highway steel bridges in presence of seismic loading

Pipinato, Alessio; Pellegrino, Carlo; Modena, Claudio

doi:10.1016/j.engstruct.2010.10.008

Cited by 38 publications

(19 citation statements)

References 22 publications

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“…1 The safety of such infrastructures has posed a critical concern for countries residing in the cold region. [8][9][10][11][12] However, the Paris material constants used in estimating the fatigue life in these design codes derive primarily from the experimental database recorded at the room temperature. 2,3 A number of design procedures [4][5][6][7] have evolved for the fatigue prone structural details, based on a Paris type crack propagation rule, to assess the fatigue performance of steel bridges and Nomenclature: a, = crack length; a 0 , = initial crack length at the end of fatigue pre-cracking; A, = percentage of elongation at fracture; B, = thickness of the compact tension, C(T), specimen; C, = Paris-law coefficient; C 0 , = coefficient of stress intensity factor gradient method; E, = elastic modulus; f y , = yield strength; f u , = ultimate tensile strength; K I , = stress intensity factor; ΔK I , = stress intensity factor range; ΔK th , = fatigue crack propagation threshold; m, = exponent of the Paris-law; N, = number of loading cycles; P max , = maximum load; ΔP, = applied cyclic load range; R, = stress ratio; R 2 , = correlation coefficient; T, = temperature; T 27J , = fracture ductile-to-brittle transition temperature at which the Charpy impact energy is 27 J; T SA , = fracture ductile-to-brittle transition temperature at which the percent shear area of fracture surface in a Charpy specimen is 50%; T t , = fracture ductile-tobrittle transition temperature based on Boltzmann function; W, = width of compact tension, C(T), specimen; Z, = percentage of area reduction other welded steel structures.…”

Section: Introductionmentioning

confidence: 99%

“…2,3 A number of design procedures [4][5][6][7] have evolved for the fatigue prone structural details, based on a Paris type crack propagation rule, to assess the fatigue performance of steel bridges and Nomenclature: a, = crack length; a 0 , = initial crack length at the end of fatigue pre-cracking; A, = percentage of elongation at fracture; B, = thickness of the compact tension, C(T), specimen; C, = Paris-law coefficient; C 0 , = coefficient of stress intensity factor gradient method; E, = elastic modulus; f y , = yield strength; f u , = ultimate tensile strength; K I , = stress intensity factor; ΔK I , = stress intensity factor range; ΔK th , = fatigue crack propagation threshold; m, = exponent of the Paris-law; N, = number of loading cycles; P max , = maximum load; ΔP, = applied cyclic load range; R, = stress ratio; R 2 , = correlation coefficient; T, = temperature; T 27J , = fracture ductile-to-brittle transition temperature at which the Charpy impact energy is 27 J; T SA , = fracture ductile-to-brittle transition temperature at which the percent shear area of fracture surface in a Charpy specimen is 50%; T t , = fracture ductile-tobrittle transition temperature based on Boltzmann function; W, = width of compact tension, C(T), specimen; Z, = percentage of area reduction other welded steel structures. [8][9][10][11][12] However, the Paris material constants used in estimating the fatigue life in these design codes derive primarily from the experimental database recorded at the room temperature. Their validity of these parameters at a low ambient temperature requires further validation for enhanced fatigue assessment of welded components in steel bridges.…”

Section: Introductionmentioning

confidence: 99%

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Fatigue crack propagation for Q345qD bridge steel and its butt welds at low temperatures

Liao

Wang

Qian

et al. 2017

Fatigue Fract Eng Mat Struct

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Steel bridges fabricated with Q345qD steels face critical challenges when operating in cold regions with a low ambient temperature. This study aims to investigate, via an experimental program, the low‐temperature fatigue crack propagation behavior of Q345qD bridge steel base material and its butt welds. The testing program comprises a series of Charpy impact tests and fatigue crack propagation tests at the room temperature, −20°C and −60°C. The experimental results demonstrate a reduced crack propagation rate in the base material, but an increasing crack propagation rate in the butt welds, with a decreasing ambient temperature. The base material also shows enhanced fatigue crack propagation thresholds with the decreasing temperature. The ductile‐to‐brittle transition temperature for fatigue is lower than that for fracture in the base material while the weld metal exhibits an opposite trend. Generally, the butt welds present higher resistance against fatigue crack propagation and larger Charpy toughness values than do the base material at all tested temperatures. The Paris‐law parameters measured at the room temperature for the base material leads to a conservative assessment of the crack propagation life for a welded joint under a low ambient temperature.

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Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Fatigue crack propagation for Q345qD bridge steel and its butt welds at low temperatures

Liao

Wang

Qian

et al. 2017

Fatigue Fract Eng Mat Struct

View full text Add to dashboard Cite

show abstract

“…On the basis of the linear elastic fracture mechanics approach, a series of corresponding design procedures [4][5][6][7] have been developed for fatigue-prone structural details in order to evaluate the fatigue performances of polar ships and other welded steel structures. 8,9 However, most of these studies only focused on the crack growth parameters in Paris law at room temperature, and the data used to estimate these parameters came primarily from experimental data, which were recorded at room temperature.…”

Section: Introductionmentioning

confidence: 99%

Temperature‐dependent characteristics of DH36 steel fatigue crack propagation

Zhao

Guan

Ren

et al. 2019

Fatigue Fract Eng Mat Struct

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DH36 steel is a widely used material in marine engineering. The fatigue crack propagation rates of DH36 steel at low temperatures have a crucial influence on the fatigue strength of structures operating in polar environments. The objective of this paper is to investigate the fatigue crack propagation behaviour of DH36 steel at low temperatures (−60°C to 20°C) by carrying out tensile tests and fatigue crack propagation tests of DH36 steel, in order to obtain the fatigue crack propagation behaviour of DH36 steel. The influence of the elastic modulus on the crack length measured by the compliance method is considered. On the basis of the Paris law, the crack propagation rate at different temperatures is investigated. The results and the observed failure modes indicated that fatigue ductile-to-brittle transition (FDBT) occurred as the temperature was lowered.

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“…Stress analysis based on numerical simulation is vastly used to evaluate the fatigue performance of steel bridges [5][6][7][8][9][10]. In general, the finite element model (FEM) of the steel bridge is first established.…”

Section: Introductionmentioning

confidence: 99%

Investigation of fatigue performance of welded details in long-span steel bridges using long-term monitoring strain data

Deng

Liu

Feng

et al. 2015

Struct. Control Health Monit.

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SUMMARYMonitoring strain data provides possibilities for the fatigue assessment of the critical components in real structures under the operational conditions. This paper presents a case study on the investigation of fatigue performance of welded details. Long-term monitoring strain data of 4 years between 2006 and 2009 collected by the structural health monitoring system mounted on the Runyang Suspension Bridge and Runyang Cable-stayed Bridge are utilized. The study focuses on two aspects: (i) the effects of different strain components in the raw strain data on the fatigue damage assessment and (ii) the necessity of long-term strain measurement for fatigue evaluation. The results indicate that temperature effect on the stress range spectrum is negligible. The enormous low-level stress cycles caused by random interference would result in erroneous equivalent stress ranges and number of cycles, and thus should be eliminated from the stress range spectrum. Through in-depth analysis of monitoring strain data in three special months and in 3 years, respectively, it is revealed that short-term data monitored in a few days and medium-term data monitored in a few months are not adequate enough to reveal the actual fatigue behaviors of steel bridges and would give inaccurate fatigue life prediction. Finally, the fatigue life predictions of two types of welded details by considering traffic flow growth are carried out. Lessons learned from the long-term monitoring are expected to enhance our understanding in fatigue performances of steel bridges.

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Fatigue assessment of highway steel bridges in presence of seismic loading

Cited by 38 publications

References 22 publications

Fatigue crack propagation for Q345qD bridge steel and its butt welds at low temperatures

Fatigue crack propagation for Q345qD bridge steel and its butt welds at low temperatures

Temperature‐dependent characteristics of DH36 steel fatigue crack propagation

Investigation of fatigue performance of welded details in long-span steel bridges using long-term monitoring strain data

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