Full-scale fatigue tests of steel orthotropic deck panel for the Bronx – Whitestone Bridge rehabilitation

Tsakopoulos, Paul A.; Fisher, John W.

doi:10.1080/15732480412331294704

Cited by 30 publications

(15 citation statements)

References 3 publications

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“…As widely acknowledged, the fatigue test is the most reliable and somehow inevitable approach in the study on fatigue performance of OSDs [28]. Since extensively welded joints are used in OSDs, various types of fatigue-critical details existed [29], including the rib-to-deck joint, the rib-to-floor beam joint, and the floor beam-to-deck joint.…”

Section: Design Of Specimensmentioning

confidence: 99%

Fatigue Reliability Analysis of Rib-To-Deck Joints Using Test Data and In-Situ Measurements

et al. 2019

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In this paper, the fatigue performance of rib-to-deck joints in orthotropic steel decks (OSDs) using thickened edge U-ribs (TEUs) and the OSD using conventional U-ribs (CUs) are investigated based on the fatigue test result and in-situ monitoring data. Firstly, comparative fatigue tests were carried out with full-scale rib-to-deck specimens. Probability–stress–life (P–S–N) curves were derived through the test data measured from a total of 18 specimens, including 7 CU specimens and 11 TEU specimens. According to the results, the TEU can lead to a notable enhancement in the fatigue strength of rib-to-deck joints, i.e., 21.4% in terms of nominal stress and 21.1% in terms of hot spot stress. After that, a typical OSD steel bridge was selected as the prototype to investigate the fatigue performance of rib-to-decks in the OSD using TEUs under actual applications. In the analysis, the uncertainty in both fatigue strength, and vehicle loads were considered. A multi-scale finite element model of the prototype bridge was established, and numerical analysis conducted to derive the vehicle-induced stress spectra of the rib-to-deck joints in critical positions. In the derivation, a stochastic traffic model was employed, through which the in-situ measurement was incorporated. Finally, fatigue reliability analysis was carried out for the prototype bridge based on the above works. The result showed that a notably higher fatigue reliability can be expected in the rib-to-deck joint in OSDs using TEUs when compared with the joints in OSDs using CUs, which in turn can lead to notable improvement in fatigue life. For instance, under the target reliability of 2.3, the fatigue life of the two critical rib-to-deck joints were, respectively, increased by 153% and 155% when using TEUs.

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Section: Design Of Specimensmentioning

confidence: 99%

Fatigue Reliability Analysis of Rib-To-Deck Joints Using Test Data and In-Situ Measurements

et al. 2019

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“…The second test program was carried out between 2001 and 2002 on the prototype deck panel for the Bronx-Whitestone Bridge (Tsakopoulos and Fisher 2005a). These two independent laboratory fatigue tests on multiple-span steel orthotropic deck panels were conducted in the multidirectional reaction wall test facility at the Advanced Technology for Large Structural Systems (ATLSS) Engineering Research Center, Lehigh University.…”

Section: Prototype Laboratory Testsmentioning

confidence: 99%

“…The load level was equivalent to the original load level used for the design of the prototype deck of 3 6 HS15 fatigue trucks with an additional 15% for impact (3.45 6 HS15 ¼ 369 kN per single-axle), a load level that corresponded to the (estimated) maximum stress range in the random variable spectrum determined from field measurements by Connor and Fisher (2001) and Connor et al (2003). After application of 4.1 million cycles at a cycling frequency of 0.79 Hz (Tsakopoulos and Fisher 2005a), the load level was increased by an additional HS15 fatigue truck with 15% impact (4.60 6 HS15 ¼ 491 kN per single-axle). Although the load was extreme and unrealistic of actual truck axle loads, it was applied to increase stress range levels that were relatively low at the ribdiaphragm connections.…”

Section: Prototype Laboratory Testsmentioning

confidence: 99%

Fatigue of steel bridge infrastructure

Fisher

Roy

2011

Structure and Infrastructure Engineering

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This paper presents an overview of the development of fatigue design provisions and detailing for steel bridge structures. The historical performance of welded steel bridges in the USA is reviewed with focus on fatigue cracking at cover plate and similar attachment details, as well as distortion induced cracking at web gaps. The role of materials including modern high performance steels (HPS) is reviewed. Variable amplitude loading is also examined and compared with current design of steel bridges for fatigue resistance. Also examined are methods to improve and retrofit fatigue sensitive details, including modern post-weld enhancement by ultrasonic impact treatment (UIT). Orthotropic steel decks are reviewed based on the results of two full-scale prototype laboratory fatigue tests which identified the complex behaviour that occurs at fatigue sensitive details and were verified by field measurements on field installations. The merits of thin epoxy concrete wearing surfaces is examined in terms of the critical role the deck plate thickness has on the epoxy concrete fatigue resistance and durability. The orthotropic deck is the only bridge deck system likely to provide a 100 year life when the deck plate thickness equals or exceeds 16 mm.

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“…Fig. 6 shows cracks in weld options at/near rib-to-diaphragm connections of the Williamsburg Bridge and the Bronx-Whitestone Bridge [18]. Based these investigations, the stresses at rib-to-diaphragm connections (without bulkhead) under different loadcases to diverse shapes of cutout were studied [19].…”

Section: Rib-to-diaphragm Connectionmentioning

confidence: 99%

Fatigue failure of welded connections at orthotropic bridges

Qian

Abruzzese

2009

Frattura Ed Integrità Strutturale

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RIASSUNTO.Le piastre ortotrope sono state applicate ai ponti di grande luce a partire dal periodo immediatamente successivo alla Seconda Guerra mondiale a causa dei numerosi vantaggi che esse presentano, come il peso contenuto, l'elevata resistenza, il ridotto numero di connessioni con l'impalcato, la durabilità, la rapidità costruttiva e l'economia dovuta alla manutenzione durante il ciclo di vita. Lo studio della fatica nelle piastre ortotrope è iniziato circa venti anni fa, da quando sono state diagnosticate le prime rotture per fatica. Da allora sono stati condotti un vasto numero di studi e indagini, ottenendo risultati interessanti. Si è scoperto che la maggior parte delle rotture per fatica si verificano in corrispondenza delle connessioni saldate, ovvero le giunzioni rib-to-deck, rib-to-diaphragm, e rib-to-diaphragm-to-deck (plate) (RDDP). Questa tipologia di connessioni è sensibile alla nascita di fratture per fatica dovute agli accumuli di tensione ed alle tensioni residue nelle connessioni saldate. In questo articolo viene presentato e analizzato un caso studio di rottura a fatica nelle connessioni saldate, dove è più probabile una frattura, attraverso una modellazione numerica di una piastra ortotropa con un software ad elementi finiti (FE). Inoltre viene affrontato il tema del miglioramento delle tecnologie adottate per limitare i problemi di fatica. I risultati di queste analisi possono rappresentare un proficuo contributo per la progettazione a fatica delle piastre ortotrope.ABSTRACT. Orthotropic decks were applied to the long span bridges after World War II due to several advantages, such as light weight, high strength, few deck joints, durability, rapid construction, life-cycle economy. The fatigue problem of orthotropic decks was realized twenty years ago since fatigue failure was found. In the past two decades large amount of studies and investigations were carried out and fruitful achievements were obtained. It was found that most of the fatigue cracks were occurred at the welded connection details, such as rib-to-deck plate, rib-to-diaphragm, and rib-to-diaphragm-to-deck plate (RDDP). These connections are sensitive to fatigue cracking due to high concentrated stress and residual stress at welded connections. In this paper practical fatigue failure cases at the welded connections, ease to occur fatigue cracking, are presented, and analyzed through a numerical modeling of orthotropic deck via FE (finite element) software. Furthermore, the improvement technologies of fatigue are also discussed. The results of the analysis can be contributed to the evaluation of the fatigue design for the orthotropic deck.

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Full-scale fatigue tests of steel orthotropic deck panel for the Bronx – Whitestone Bridge rehabilitation

Cited by 30 publications

References 3 publications

Fatigue Reliability Analysis of Rib-To-Deck Joints Using Test Data and In-Situ Measurements

Fatigue Reliability Analysis of Rib-To-Deck Joints Using Test Data and In-Situ Measurements

Fatigue of steel bridge infrastructure

Fatigue failure of welded connections at orthotropic bridges

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