Fatigue Damage Estimation in Existing Railway Steel Bridges

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Fatigue Damage Estimation inExisting Railway Steel Bridges

PRESENTED BY

JIM J.R

(310011418010)

PROJECT GUIDE: S. ASHOK MANIKANDAN


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INTRODUCTION

Since the end of the 18th century, first cast iron, thenwrought steel and finally steel has increasingly been used as

a construction material. Gradually, as industrial processes

progressed, various steel products became available, such as

rolled members and cold-formed elements.

At the beginning of the 19th century, engineering

design rules became more scientific as Navier, among

others, developed the basis of modern static calculations. In

this period, civil engineering saw a enormous development.

This did not happen without problems, several dramaticcollapses Occurred Steel structures were not exempted from

serious failures and engineers had regularly to suffer

setbacks.


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INTRODUCTION


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INTRODUCTION

Due to economical and environmental issues, a

theoretical capacity assurance is to prefer before repair,

strengthening or replacement. The economical incentive

alone, of increasing the service life of a bridge might be

reason enough to invest in a thorough assessment.

Accumulated fatigue damage in steel bridges

presents a particularly insidious challenge to bridge designers

and engineers. Because the effects of fatigue are difficult

to quantify before identifiable cracks occur, bridgeengineers try to design bridges with infinite fatigue lives.


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INTRODUCTION

Many details that were considered good practice three decades

ago, however, have proved detrimental to the fatigue performanceof steel bridges. Distortion-induced fatigue is one of the most

difficult fatigue-related problems to address. The phenomenonoccurs when adjacent girders at the same cross-section of a bridgeundergo different deflections. Because of the difference in thedeflections, the brace elements induce out-of-planedeformationsand stresses on the girders they connect.

The effect of these stresses on the bridges fatigue life isdifficult to quantify and was not a consideration in bridge designpractice three decades ago.

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Fatigue Damage Estimation in ExistingRailway Steel Bridges by Detailed Loading

History Analysis[3]

In this paper a method to estimate fatigue damage in existing

steel railway bridges by detailed loading history analysis ispresented.

The procedure is based on the assumption that failure

probability is a function of the number of predicted futuretrains and the probability of failure is related to theprobability of reaching the critical crack length.

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Railway traffic volumes in China have increased

dramatically with the fast development of the Chineseeconomy in the past 20 years. The load frequency spectra ofbridges have also changed as a result. Therefore, it is necessaryto update the fatigue damage coefficient used in the railwaybridge design code accordingly.

This paper discusses the updating work that involved a

series of analyses and calculations based on the informationobtained from a nationwide investigation of various railwaylines. The newly updated fatigue damage coefficient has beenrecommended for the Chinese railway bridge design code.

Updating Fatigue Damage Coefficient inRailway Bridge Design Code in China[4]

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In this paper, preliminary studies performed on the Italian

case study, the Panaro Bridge, are reported. In particular,results of the standard fatigue assessment according to

Eurocode rules were compared with the actual fatiguedamages occurred to deck secondary components to obtain apreliminary critical review of adopted fatigue assessmentmethodologies.

Moreover, experimental tests were designed and

performed on the bridge in order to identify global vibrationmodesand, finally, experimental mode shapes were comparedto numerical results of the preliminary FE bridge model. To thisaim, an automatic optimization procedure was implementedby modeFRONTIER software.

Fatigue Assessment of Panaro Bridge[5]

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This paper proposes a new model to estimate life of

structures for combined damage of high and low-cycle fatigue.The model mainly consists of a new damage indicator andstrain-life fatigue curve.

Themodel predictions are verified by comparing withfatigue test results of some materials. The proposed model is

applied to estimate the fatigue life of a bridge member forcombined damage of high cycle and low cycle fatigue causedby usual traffic and earthquake loadings. Finally, theimportance and applicability of the proposed model isconfirmed.

A combined high and low cycle fatigue modelto estimate life of steel bridges[6]

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Very high cycle fatigue (VHCF) behaviors of bridge steel

(Q345) welded joints were investigated using an ultrasonicfatigue test system at room temperature with a stress ratio R= 1.

The results show that the fatigue strength of welded jointsis dropped by an average of 60% comparing to the base metaland the fatigue failure still occurred beyond 107 cycles. Thefatigue fracture of welded joints in the low cycle regimegenerally occurred at the solder while at the heat-acted zone(HAZ) in the very high cycle regime.

The fatigue fracture surface was analyzed with scanningelectron microscopy (SEM), showing welding defects such aspore, micro-crack and inclusion were the main factors ondecreasing the fatigue properties of welded joints.

Very high cycle fatigue behavior of bridgesteel welded joint[7]

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This paper proposes three different approaches to evaluate

remaining fatigue life of an existing riveted railway bridge. First proposed approach is based on combination of

measured stress histories,Miners

rule and partially knownWhler curve. The second approach mainly consists of measured stress

histories, recently developed sequential law and fully knownWhler curve. The both mentioned approaches are speciallybased on evaluation of primary stresses and code providedfatigue curve.

Finally the obtained fatigue lives are compared. Thus, it hasbeen concluded that the second approach is more advisable forgeneral use and third approach has been recommended for detailstudies.

Different Approaches for Remaining FatigueLife Estimation of Critical Members in

Railway Bridges[8]

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This paper presents a new low cycle fatigue model to

predict the life of steel bridges under extreme loading. Itconsists of Coffin-Mansion strain life relationship and a newdamage indicator.

The proposed model is verified by comparing modelpredictions with experimental fatigue results. The proposed

model is applied to predict the fatigue life of a bridge memberfor earthquake loading. The effectiveness of the model isconfirmed by comparing the obtained results with the previousMinersrule based predictions.

FATIGUE LIFE PREDICTION OF BRIDGESUNDER EXTREME LOADING[9]

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This paper presents a new low cycle fatigue model to

predict life of steel bridges. It consists of Coffin-Manson strain-life curve with a new strain based damage index.

The damage variable is based on a modified von Misesequivalent strain to account for effects of loading non-proportionality and strain path orientation in low cycle multi-axial stress state.

The proposed model was verified by comparing withexperimental test results of two materials. Then, it was

applied an existing riveted wrought iron railway bridge toestimate fatigue life due to usual traffic and earthquakeloadings. The obtained results verify the importance andeffectiveness of the proposed model over commonly usedMinersrule model in fatigue life estimation of steel bridges.

FATIGUE LIFE PREDICTION OF BRIDGESCONSIDERING THE EFFECT OF

MULTIAXIAL STRESSES[10]

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ANALYSIS OF LOW CYCLE FATIGUE


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This paper presents an analysis of low-cycle fatigue data

from four representative ancient Portuguese riveted metallicbridges. This data can be used within the local approaches

framework to assess the number of cycles to crack initiation. In particular, samples from the Luiz I, Eiffel, Fo and

Trezi bridges are analysed. Strain-life relations are derivedbased on the classical deterministic Morrow proposition, aswell as using a probabilistic strain-life regression model.

Furthermore, the cyclic elastoplastic behaviour of thematerials are characterized, namely the cyclichardening/softening behaviours and the cyclic stress-straincurves of the materials.

ANALYSIS OF LOW-CYCLE FATIGUEDATA OF MATERIALS FROM SEVERAL

PORTUGUESE

RIVETED METALLIC BRIDGES[11]

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In this licentiate thesis, the real load effect is studied by

monitoring a bridge during service. The aim is to improve thefatigue life prediction by reducing the uncertainties in the

traffic load and finally attain a longer theoretical service lifeof the bridge. A deterministic fatigue assessment is presented based on

43 days of continuous measurements comprising more than 17thousand train passages. Unfortunately, also this fatigueassessment indicates high fatigue damages. A large monitoringsystem with many gauges enables a statistical evaluation of thequality of the measurements. By the principle of Analysis ofVariance, curve fitting and goodness-of-fit tests measuredspectra have been compared with known statisticaldistributions. These distributions can be used for future fatiguereliability assessments.

Improving a bridge fatigue life prediction bymonitoring[12]

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This dissertation, which focuses on the fatigue life of

riveted steel railway bridges, is based on: - A series of full-scalefatigue tests of nine riveted stringers taken from a railwaybridge built in 1896. A review of and comparison with thedifferent full-scale fatigue tests on riveted railway bridgemembers, which have been conducted in other laboratoriesover the years, is also given.

FATIGUE LIFE OF RIVETTED STEELRAILWAY BRIDGE[13]

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This paper describes the application of such

method in assessing the remaining fatigue life of

bridge structures. Current specifications for fatigueevaluation of existing bridges are reviewed andcompared. Case studies of three major highwaybridges are discussed.

Finally a procedure for evaluating the fatigue lifeof existing bridges based on case-specific field strainmeasurement is proposed for practicing engineersand bridge owners.

Assessment of Bridge Remaining Fatigue Lifethrough Field Strain Measurement[14]

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1. Assessment of Existing Steel Structures: Recommendations for

Estimation of Remaining Fatigue Life Improving a bridgefatigue life prediction by monitoring .

2. John Leander Licentiate Thesis Stockholm, Sweden 2010.3. Fatigue Damage Estimation in Existing Railway Steel Bridges

by Detailed Loading History Analysis Alessio Pipinato, CarloPellegrino, and Claudio ModenaDepartment of Structural and

Transportation Engineering, University of Padova.4. Yuling Zhang; Xuezhong Xin; and Xin CuiResearcher Fellow,Bridge Section, China Academy of Railway Sciences, No. 2Daliushu Rd., Xiwai, Beijing 100081, P.R. China

REFERENCES

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http://ascelibrary.org/action/doSearch?action=runSearch&type=advanced&result=true&prevSearch=+authorsfield:(Zhang,+Yuling)http://ascelibrary.org/action/doSearch?action=runSearch&type=advanced&result=true&prevSearch=+authorsfield:(Xin,+Xuezhong)http://ascelibrary.org/action/doSearch?action=runSearch&type=advanced&result=true&prevSearch=+authorsfield:(Cui,+Xin)http://ascelibrary.org/action/doSearch?action=runSearch&type=advanced&result=true&prevSearch=+authorsfield:(Cui,+Xin)http://ascelibrary.org/action/doSearch?action=runSearch&type=advanced&result=true&prevSearch=+authorsfield:(Cui,+Xin)http://ascelibrary.org/action/doSearch?action=runSearch&type=advanced&result=true&prevSearch=+authorsfield:(Cui,+Xin)http://ascelibrary.org/action/doSearch?action=runSearch&type=advanced&result=true&prevSearch=+authorsfield:(Xin,+Xuezhong)http://ascelibrary.org/action/doSearch?action=runSearch&type=advanced&result=true&prevSearch=+authorsfield:(Xin,+Xuezhong)http://ascelibrary.org/action/doSearch?action=runSearch&type=advanced&result=true&prevSearch=+authorsfield:(Xin,+Xuezhong)http://ascelibrary.org/action/doSearch?action=runSearch&type=advanced&result=true&prevSearch=+authorsfield:(Zhang,+Yuling)http://ascelibrary.org/action/doSearch?action=runSearch&type=advanced&result=true&prevSearch=+authorsfield:(Zhang,+Yuling)http://ascelibrary.org/action/doSearch?action=runSearch&type=advanced&result=true&prevSearch=+authorsfield:(Zhang,+Yuling)


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5. Fatigue Assesment of Panaro Bridge: Preliminary Results

Francesco V. Lippi, Michele Orlando (Consorzio PisaRicerche), Walter Salvatore (University of Pisa), GiovanniSorrentino, Marco Tisalvi (Rete Ferroviaria Italiana).

6. A combined high and low cycle fatigue model to estimate lifeof steel bridges Kamal Karunananda, Mitao Ohga, Ranjith

Dissanayake and Sudath Siriwardane, Department of Civil andEnvironmental Engineering, Ehime University, Bunkyo-cho,Matsuyama 790-8577, Japan.

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REFERENCES


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7. Very high cycle fatigue behavior of bridge steel welded joint

Chao He, Department of Mechanics and Engineering Science,Sichuan University, Chengdu 610065, China.

8. Different Approaches for Remaining Fatigue Life Estimation ofCritical Members in Railway Bridges Siriwardane SudathChaminda, Mitao Ohga, Ranjith Dissanayake and KazuhiroTaniwaki, Department of Civil and EnvironmentalEngineering, Ehime University, Bunkyo-cho , Matsuyama 790-8577, Japan.

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REFERENCES


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9. FATIGUE LIFE PREDICTION OF BRIDGES UNDER

EXTREME LOADING Kamal KARUNANANDA*, MitaoOHGA, Ranjith DISSANAYAKE, Kazuhiro TANIWAKI

10. FATIGUE LIFE PREDICTION OF BRIDGES CONSIDERINGTHE EFFECT OF MULTIAXIAL STRESSES M. OHGA, K.KARUNANANDA, P.B.R. DISSANAYAKE and A.M.N.D.ADASOORIYA Department of Civil and EnvironmentalEngineering, Ehime University, Japan.

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REFERENCES


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11. ANALYSIS OF LOW-CYCLE FATIGUE DATA OF MATERIALS

FROM SEVERAL PORTUGUESE RIVETED METALLICBRIDGES, A.M.P. de Jesus, Quinta de Prados, 5001-801 Vila Real,Portugal.

12. Improving a bridge fatigue life prediction by monitoringBrinellvgen 23, Stockholm John Leander, November 2010.

13. Fatigue Life of Riveted Railway Bridges University dissertationfrom Chalmers University ofTechnology Author : Bjrn kesson;Chalmers tekniska hgskola.; Chalmers University of Technology.

14. Assessment ofBridge Remaining Fatigue Life through Field StrainMeasurementStructures Congress 2005 : Metropolis and BeyondAmerican Society of Civil EngineersNew York, New York, UnitedStatesApril 20-24, 2005ISBN (print): 978-0-7844-0753-0Publisher:American Society of Civil Engineers

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http://www.dissertations.se/dissertation/f44e84dd9e/http://www.dissertations.se/about/Bj%C3%B6rn+%C3%85kesson/http://www.dissertations.se/about/Chalmers+tekniska+h%C3%B6gskola./http://www.dissertations.se/about/Chalmers+University+of+Technology./http://www.dissertations.se/about/Chalmers+University+of+Technology./http://www.dissertations.se/about/Chalmers+tekniska+h%C3%B6gskola./http://www.dissertations.se/about/Chalmers+University+of+Technology./http://ascelibrary.org/doi/book/10.1061/9780784407530http://ascelibrary.org/doi/book/10.1061/9780784407530http://ascelibrary.org/doi/book/10.1061/9780784407530http://ascelibrary.org/doi/book/10.1061/9780784407530http://ascelibrary.org/doi/book/10.1061/9780784407530http://ascelibrary.org/doi/book/10.1061/9780784407530http://ascelibrary.org/doi/book/10.1061/9780784407530http://ascelibrary.org/doi/book/10.1061/9780784407530http://ascelibrary.org/doi/book/10.1061/9780784407530http://ascelibrary.org/doi/book/10.1061/9780784407530http://ascelibrary.org/doi/book/10.1061/9780784407530http://ascelibrary.org/doi/book/10.1061/9780784407530http://ascelibrary.org/doi/book/10.1061/9780784407530http://ascelibrary.org/doi/book/10.1061/9780784407530http://ascelibrary.org/doi/book/10.1061/9780784407530http://www.dissertations.se/about/Chalmers+University+of+Technology./http://www.dissertations.se/about/Chalmers+University+of+Technology./http://www.dissertations.se/about/Chalmers+University+of+Technology./http://www.dissertations.se/about/Chalmers+University+of+Technology./http://www.dissertations.se/about/Chalmers+University+of+Technology./http://www.dissertations.se/about/Chalmers+University+of+Technology./http://www.dissertations.se/about/Chalmers+University+of+Technology./http://www.dissertations.se/about/Chalmers+University+of+Technology./http://www.dissertations.se/about/Chalmers+tekniska+h%C3%B6gskola./http://www.dissertations.se/about/Chalmers+tekniska+h%C3%B6gskola./http://www.dissertations.se/about/Chalmers+tekniska+h%C3%B6gskola./http://www.dissertations.se/about/Chalmers+tekniska+h%C3%B6gskola./http://www.dissertations.se/about/Chalmers+tekniska+h%C3%B6gskola./http://www.dissertations.se/about/Chalmers+tekniska+h%C3%B6gskola./http://www.dissertations.se/about/Bj%C3%B6rn+%C3%85kesson/http://www.dissertations.se/about/Bj%C3%B6rn+%C3%85kesson/http://www.dissertations.se/about/Bj%C3%B6rn+%C3%85kesson/http://www.dissertations.se/dissertation/f44e84dd9e/http://www.dissertations.se/dissertation/f44e84dd9e/http://www.dissertations.se/dissertation/f44e84dd9e/http://www.dissertations.se/dissertation/f44e84dd9e/http://www.dissertations.se/dissertation/f44e84dd9e/http://www.dissertations.se/dissertation/f44e84dd9e/http://www.dissertations.se/dissertation/f44e84dd9e/http://www.dissertations.se/dissertation/f44e84dd9e/http://www.dissertations.se/dissertation/f44e84dd9e/http://www.dissertations.se/dissertation/f44e84dd9e/http://www.dissertations.se/dissertation/f44e84dd9e/


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Fatigue Damage Estimation in Existing Railway Steel Bridges

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