Fatigue tests of welded connections between longitudinal stringer and deck plate in railway bridge orthotropic steel decks

2017 ◽  
Vol 153 ◽  
pp. 32-42 ◽  
Author(s):  
Bin Cheng ◽  
Xinger Cao ◽  
Xinghan Ye ◽  
Yishan Cao
Keyword(s):  
Fatigue Tests ◽  
Railway Bridge ◽  
Deck Plate ◽  
Orthotropic Steel Decks

scholarly journals The application of composites (FRP) in military bridges

2013 ◽  
Vol 12 (2) ◽  
pp. 063-070
Author(s):  
Janusz Szelka ◽  
Zbigniew Kamyk
Keyword(s):  
Fatigue Tests ◽  
Light Weight ◽  
Bridge Span ◽  
Deck Plate ◽  
Composite Bridges ◽  
Military Bridge ◽  
Composite Bridge ◽  
Polyester Composites ◽  
American Concept

The needs of expeditionary forces involve the use of light-weight, short-span bridges so that their transport by air would be possible. A project which is currently developed in USA aims at the elaboration of a Composite Army Bridge (CAB) assault bridge and a Modular Composite Bridge – MCB logistic bridge. In 2004 CAB successfully underwent fatigue tests. A 14 m-long, all-composite treadway bridge span was loaded by using an MLC 100 vehicle and it withstood 20 000 load cycles. The MCB will be constructed by7 m of box modules and a 6.5 m access ramp. A 26 m-long and 4 m-wide bridge span is to provide the traffic ability of MLC 65. Furthermore, works on a 10 m-long, MLC 30 composite bridge are also developed in Canada too. The paper also presents the American concept of employing a deployable bridge system by utilising a composite structure. In order to formwork and reinforce the plate, fibre reinforced polyester composites (FRP) were used. The girder construction is made of aluminium pipes forming diamond truss with curved bottom chord. After they are integrated in the structure, the top chord nodes are connected through deck plate cast in-situ. The tests indicated that there exists the possibility of using polymer composites in military bridge construction and mobile structures of composite bridges.

scholarly journals FATIGUE ASSESSMENT FOR WELD BETWEEN DECK PLATE AND U-RIB IN ORTHOTROPIC STEEL DECKS WITH CONSIDERATION OF PAVEMENT PROPERTIES

2010 ◽  
Vol 66 (1) ◽  
pp. 79-91 ◽  
Author(s):  
Susumu INOKUCHI ◽  
Hironori ISHII ◽  
Tsutomu ISHIGAKI ◽  
Hirofumi MAENO ◽  
Takanori SUMI ◽  
...  
Keyword(s):  
Fatigue Assessment ◽  
Deck Plate ◽  
Orthotropic Steel Decks

Welding residual stress in roots between deck plate and U-rib in orthotropic steel decks

Measurement ◽  
2016 ◽  
Vol 92 ◽  
pp. 475-482 ◽  
Author(s):  
Shigenobu Kainuma ◽  
Young-Soo Jeong ◽  
Muye Yang ◽  
Susumu Inokuchi
Keyword(s):  
Residual Stress ◽  
Welding Residual Stress ◽  
Deck Plate ◽  
Orthotropic Steel Decks

Fatigue assessment of an existing orthotropic steel deck to comply with future traffic intensity

2019 ◽  
Author(s):  
Wim Nagy ◽  
Glenn Thierens ◽  
Hendrik Blontrock ◽  
Hans De Backer ◽  
Philippe Van Bogaert ◽  
...  
Keyword(s):  
Bridge Management ◽  
Temperature Dependent ◽  
Long Span Bridges ◽  
Long Span ◽  
Fatigue Damage Accumulation ◽  
Deck Plate ◽  
Longitudinal Stiffeners ◽  
Load Carrying ◽  
Web Stiffeners ◽  
Orthotropic Steel Decks

<p>Orthotropic Steel Decks (OSDs) are widely used in long span bridges because of their extremely light weight when compared to their load carrying capacity. These deck types typically consist of a grillage of closed trapezoidal longitudinal stiffeners and transverse web stiffeners, welded to a deck plate. As a result, fatigue problems occur due to the extensive use of complex welded connections. Unfortunately, fatigue effects have often been overlooked during design, which was also the case for an important multiple span box girder viaduct in Belgium (1978).</p><p>Due to a renovation program of the ring road around Brussels, the number of traffic lanes on the viaduct should be extended from three to four. As a result, questions have been raised about the current structural health of the OSD due to fatigue and future fatigue damage accumulation. Therefore, extensive FEM analyses have been performed, taking into account various parameters such as increased traffic volume and accompanying axle loads, historical positions of the heavy lanes, historical road pavements and their temperature-dependent load spreading effects. In conclusion, accurate fatigue damages have been determined for all fatigue details. Therefore, focused inspections and design solutions can be provided, resulting in a durable bridge management for the next 60 years.</p>

Development of a fatigue experiment for the stiffener-to-deck plate connection in Orthotropic Steel Decks

2017 ◽  
Vol 17 (4) ◽  
pp. 1353-1364 ◽  
Author(s):  
Wim Nagy ◽  
Benjin Wang ◽  
Bohumil Culek ◽  
Philippe Van Bogaert ◽  
Hans De Backer
Keyword(s):  
Deck Plate ◽  
Orthotropic Steel Decks ◽  
Plate Connection ◽  
Fatigue Experiment

scholarly journals DEVELOPMENT OF AN EXPERIMENTAL SYSTEM FOR FATIGUE-CRACKING FROM WELD ROOTS BETWEEN DECK PLATE AND U-RIB IN ORTHOTROPIC STEEL DECKS

2008 ◽  
Vol 64 (2) ◽  
pp. 297-302 ◽  
Author(s):  
Shigenobu KAINUMA ◽  
Satoshi ONOUE ◽  
Kenichi MIURA ◽  
Susumu INOKUCHI ◽  
Atsunori KAWABATA ◽  
...  
Keyword(s):  
Fatigue Cracking ◽  
Experimental System ◽  
Deck Plate ◽  
Orthotropic Steel Decks

Fatigue Tests for a Riveted Steel Railway Bridge in Salzburg

2006 ◽  
Vol 16 (3) ◽  
pp. 252-260 ◽  
Author(s):  
Ehab Boghdadi Matar ◽  
Richard Greiner
Keyword(s):  
Fatigue Tests ◽  
Railway Bridge ◽  
Steel Railway Bridge

Fatigue Evaluation of Trough Splice Joints in Orthotropic Steel Decks

2014 ◽  
Vol 1025-1026 ◽  
pp. 17-23
Author(s):  
Huang Yun ◽  
Qing Hua Zhang ◽  
Yi Zhi Bu ◽  
He Liang Liu ◽  
Shao Lin Yang
Keyword(s):  
Tensile Stress ◽  
Fatigue Cracks ◽  
Fatigue Tests ◽  
Fatigue Performance ◽  
Fatigue Properties ◽  
Systematic Analysis ◽  
Longitudinal Ribs ◽  
Principal Tensile Stress ◽  
Orthotropic Steel Decks ◽  
Fatigue Evaluation

Fatigue tests for full-scale orthotropic steel decks were conducted to evaluate and validate the fatigue performance of welded and bolted splice joints of longitudinal ribs. The test results indicated that the fatigue properties of two splice joints met the design requirements. The bolted splice joints whose principal tensile stress was largely lower than welded splice joints under the same loading conditions appeared to have superior fatigue resistance to the welded one. No fatigue cracks were detected among all the specimens and the principal tensile stress of measuring points had few changes during the whole fatigue tests. Systematic analysis of test data showed that bolted splice joints appeared to be more reasonable for improving the fatigue performance of longitudinal ribs.

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