Fatigue and Fracture of Riveted Bridge Members

Brühwiler, Eugen; Smith, Ian F. C.; Hirt, M. A.

doi:10.1061/(asce)0733-9445(1990)116:1(198)

Cited by 64 publications

(47 citation statements)

References 1 publication

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“…For more ductile materials: (1) yielding shall be considered in design and (2) nearly identical compressive and tensile behavior is achieved. Note that based on the results of previous studies (e.g., [25][26][27]), wrought iron and mild steel have similar fatigue strength behavior. However, one problem related to fatigue strengthening of a wrought iron member is its interlaminar fatigue strength that is decreased substantially by delamination.…”

Section: Fatigue Performance Of Structural Cast Iron Wrought Iron Anmentioning

confidence: 88%

Determination of minimum CFRP pre-stress levels for fatigue crack prevention in retrofitted metallic beams

Ghafoori

Motavalli

Nussbaumer

et al. 2015

Engineering Structures

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a b s t r a c tThe majority of fatigue strengthening studies focus on reducing propagation rates of existing cracks, ignoring the crack initiation stage. Many existing metallic bridge members however do not contain existing cracks, but rather are nearing their design fatigue life. Limited research exists on the prevention of crack initiation using carbon fiber reinforced polymer (CFRP) materials. In this paper, constant life diagrams (CLDs) are used to determine the minimum level of CFRP pre-stress required to indefinitely extend the fatigue life of existing metallic beams. It is shown that by applying a compressive force to an existing fatigue-susceptible detail using pre-stressed CFRP plates, the mean stress level can be reduced such that the detail is shifted from the 'finite life' regime to the 'infinite life' regime. The proposed fatigue strengthening approach is advantageous particularly when the stress history from the prior traffic loadings is not known. To validate the proposed method, a pre-stressed un-bonded CFRP reinforcement system is introduced and tested on four metallic beams. The proposed un-bonded CFRP system is advantageous over traditional bonded CFRP systems as it can be applied to rough or obstructed surfaces (surfaces containing rivet heads or corrosion pitting for example). Additionally, the new un-bonded CFRP system offers a fast on-site installation (no glue and surface preparation are required) and an adaptive pre-stress level. Experimental results show that strengthening using pre-stressed CFRP plates are capable of shifting the working stresses from a finite fatigue-life zone to an infinite fatigue-life zone preventing crack initiation. Although according to many structural standards, the stress range is the main parameter that affects the fatigue life of a metallic detail, the results of this study clearly show that the mean stress level also plays a significant rule in the detail fatigue life. Based on the proposed CLD approach in this paper, the combined effects of the stress range and mean stress level can be taken into account for prediction of fatigue life of metallic members.

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Section: Fatigue Performance Of Structural Cast Iron Wrought Iron Anmentioning

confidence: 88%

Determination of minimum CFRP pre-stress levels for fatigue crack prevention in retrofitted metallic beams

Ghafoori

Motavalli

Nussbaumer

et al. 2015

Engineering Structures

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“…6 is considered to be rather conservative in particular in the domain of low stress ranges and high numbers of cycles which is the relevant domain in the present case. Indeed, constant-amplitude fatigue limit of riveted members was estimated to be at a stress range level of 70 MPa based on fatigue tests up to 20 million cycles [7]; more research is needed to explore more in detail the fatigue behaviour of riveted details at high numbers of cycles. The fatigue strength of rivets in shear is not determinant in the present case as a shear stress range of 100 MPa may be taken as a constant-amplitude fatigue limit [7].…”

Section: Methodsmentioning

confidence: 99%

“…Indeed, constant-amplitude fatigue limit of riveted members was estimated to be at a stress range level of 70 MPa based on fatigue tests up to 20 million cycles [7]; more research is needed to explore more in detail the fatigue behaviour of riveted details at high numbers of cycles. The fatigue strength of rivets in shear is not determinant in the present case as a shear stress range of 100 MPa may be taken as a constant-amplitude fatigue limit [7]. Verification of fatigue safety followed a stepwise procedure: In a first step, the fatigue safety was checked with respect to the fatigue limit, i.e.…”

Section: Methodsmentioning

confidence: 99%

Fatigue safety examination of a riveted railway bridge using data from long term monitoring

Brühwiler¹,

Bosshard²,

Steck³

et al. 2013

IABSE Conference, Rotterdam 2013: Assessment, Upgrading and Refurbishment of Infrastructures

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SummaryLong term monitoring of structural elements of a 115 years old riveted railway bridge structure of high value as cultural heritage has been conducted. Monitored values were exploited by Rainflow analysis and served as the basis for the fatigue safety verification. As the locations of measurements are generally not identical with the cross sections of verification, measured strains were translated to the relevant verification cross section by means of factors that were determined by structural analysis. Using these values, all fatigue relevant structural details were first verified with respect to the fatigue limit. Then, damage accumulation calculation according to the Palmgren-Miner Rule was performed for those elements where the fatigue limit check was not fulfilled. Sufficient fatigue safety could finally be verified for the entire riveted structure and additional service duration of at least 50 years for this riveted structure could be validated.

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“…The fatigue resistance given in Figure 7 is considered to be rather conservative in particular in the domain of low stress ranges and high numbers of cycles which is the relevant domain in the present case. Indeed, constant-amplitude fatigue limit of riveted members was estimated to be at a stress range level of 70 MPa based on fatigue tests up to 20 million cycles (Brühwiler et al [7]); more research is needed to explore more in detail the fatigue behaviour of riveted details at high numbers of cycles.…”

Section: Fatigue Safety Verificationmentioning

confidence: 99%

Extending the Fatigue Life of Riveted Bridges Using Data From Long Term Monitoring

Bruehwiler

2015

Volume 11 Number 3

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ABSTRACT:A methodology inherent to existing structures is presented for the fatigue safety verification of riveted bridges. The suggested approach allows for the determination of updated action effects explicitly considering data from long term monitoring. Data from monitoring allow for accurate determination of fatigue relevant stresses in fatigue prone bridge elements, and uncertainties in the determination of updated action effects are reduced. By means of the presented approach, the fatigue safety of a riveted railway bridge of high cultural heritage value was verified after 115 years of service duration. Data from monitoring were exploited by Rainflow analysis and served as the basis for the fatigue safety verification. As the locations of measurements are generally not identical with the cross sections of verification, measured strains were translated to the relevant verification cross section by means of factors that were determined by structural analysis. Sufficient fatigue safety was finally verified for the entire riveted structure and additional service duration of at least 50 years was validated.

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Fatigue and Fracture of Riveted Bridge Members

Cited by 64 publications

References 1 publication

Determination of minimum CFRP pre-stress levels for fatigue crack prevention in retrofitted metallic beams

Determination of minimum CFRP pre-stress levels for fatigue crack prevention in retrofitted metallic beams

Fatigue safety examination of a riveted railway bridge using data from long term monitoring

Extending the Fatigue Life of Riveted Bridges Using Data From Long Term Monitoring

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