Abstract
Abstract Rib-to-rib (RR) butt welded connections are one of the most sensitive locations for encountering fatigue failure in orthotropic steel decks (OSDs), and numerous fatigue cracks arising from these areas have been identified in existing OSD bridges. Due to dynamic factors in their service life bridges with an orthotropic steel deck (OSD) are prone to fatigue cracking and failure. Studies concerning the cases which use (RR) butt-welded connections are limited in the literature. In this study a cyclic loading experiment is carried out for the investigation of the fatigue life and crack propagation characteristics of butt-welded connections. A static numerical simulation was performed, and the experimental setup was verified with strain gage measurements at the beginning of the tests. Failure modes and stiffness curves were obtained. Crack growth characteristics are observed as provided by dye-penetrant and dynamic stiffness crack detection methods. Crack lengths against the number of cycles were obtained and failure cycles were recorded for construction of the fatigue strength (S-N) Curves as given in AASHTO (2007). Cracked specimens performed in E’ category while the control specimen showed infinite fatigue life. Also it is seen that dye-penetrant method is more efficient than the dynamic stiffness detection method.
Highlights
AND BACKGROUNDOrthotropic steel decks (OSD) are formed with deck plates that are orthotopically stiffened by longitudinal ribs and transverse diaphragms
The nature of the fatigue resistance continuing to be quite a conspicuous issue especially for orthotropic steel decks (OSDs), as these are directly and repeatedly loaded by the tires of motor vehicles and are under the effect of ever-changing dynamic loading regimes. Another negative effect of OSD fatigue performance is that numerous welds between steel plates causes local stresses near the weld toes and roots, including residual stresses that result from the welding and stress ranges induced by live loads that accumulate to high levels because of the structural discontinuities
The principal stresses on the bottom side of the trapezoidal rib, at the connecting region, were higher than in other parts of the structural component; fatigue cracks appeared from the bottom of the ribs
Summary
Orthotropic steel decks (OSD) are formed with deck plates that are orthotopically stiffened by longitudinal ribs and transverse diaphragms Such items are extensively employed in various steel bridges due to their benefits such as lightweight, high load-bearing capacity and practical construction. The nature of the fatigue resistance continuing to be quite a conspicuous issue especially for OSDs, as these are directly and repeatedly loaded by the tires of motor vehicles and are under the effect of ever-changing dynamic loading regimes Another negative effect of OSD fatigue performance is that numerous welds between steel plates causes local stresses near the weld toes and roots, including residual stresses that result from the welding and stress ranges induced by live loads that accumulate to high levels because of the structural discontinuities. Subsequent to the initial report of OSD fatigue cracks in the Severn Bridge (Great Britain) in 1971, it was found that a great amount of fatigue cracking damage had been occurring in OSD structures around the world
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