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首页> 外文会议>Structural Stability Research Council 2002 Annual Stability Conference; Apr 24-27, 2002; Seattle, Washington >LOCAL BUCKLING BEHAVIOR OF ORTHOTROPIC STEEL DECK STIFFENED BY U-SHAPED STIFFENERS
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LOCAL BUCKLING BEHAVIOR OF ORTHOTROPIC STEEL DECK STIFFENED BY U-SHAPED STIFFENERS

机译：U形加劲肋加筋的正交异性钢甲板的局部屈曲行为

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摘要

It is found that premature failure may occur on the orthotropic steel deck system due to local buckling that occurs either on the deck plate or the stiffeners of the deck plate. It is suggested to specify the limitation of width-to-thickness ratio of the deck plate as well as that for the U-shaped stiffeners in the design of the orthotropic deck system so as to prevent the occurrence of premature failure. Based on this study, it is tentatively suggested to limit the width-to-thickness ratio of the deck plate to be less than 400/(F_y)~(1/2) and its U-shaped stiffener to be less than 440/(F_y)~(1/2) in order to ensure the orthotropic steel deck system is of compact section and is able to achieve its plastic yielding strength. For orthotropic steel deck system with non-compact sections, its ultimate strength can be calculated following Eq.3 and Eq.4 in order to reflect the effect of inelastic buckling. Considering the economical effect and the limited ability of stress redistribution in bridge structure, it is suggested that the failure mode of elastic local buckling under flexural compressive force should be avoided in the design of orthotropic steel deck systems and the width-to-thickness ratio of the deck system should be less than 970/(F_y)~(1/2).
机译：发现在正交异性钢甲板系统上可能会由于在面板或面板的加强板上发生局部屈曲而发生过早破坏。建议在正交异性甲板系统的设计中指定甲板板的宽厚比以及U型加劲肋的宽度限制，以防止过早失效的发生。根据这项研究，建议将盖板的宽度与厚度之比限制为小于400 /（F_y）〜（1/2），将其U形加劲肋限制为小于440 /（ F_y）〜（1/2），以确保正交各向异性钢桥面系统具有紧凑的截面并能够实现其塑性屈服强度。对于具有非紧凑截面的正交各向异性钢桥面系统，可以根据等式3和等式4计算其极限强度，以反映非弹性屈曲的影响。考虑到经济效应和桥梁结构中应力再分配的能力有限，建议在正交各向异性钢桥面系统设计中应避免在弯曲压缩力作用下弹性局部屈曲的破坏模式，而应避免其宽度与厚度之比。甲板系统应小于970 /（F_y）〜（1/2）。

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