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首页> 外文会议>Structural Stability Research Council 2005 Annual Stability Conference; 20050406-09; Montreal(CA) >Rotation Capacity of Steel Box Girders in Negative Bending
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Rotation Capacity of Steel Box Girders in Negative Bending

机译：负弯钢箱梁的自转能力

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摘要

In this study, prototype steel tub box girders subjected to negative bending moment are analyzed varying the slenderness ratio of wide bottom flange by the nonlinear finite element method in order to examine the ductility expressed in terms of the rotation capacity. The provisions of Article 6.11.8 of AASHTO LRFD specifications (2004) limit the nominal flexural resistance to be less than or equal to the moment at first yield (noncompact section). This is primarily due to the concern of non-ductile failure of the wide compression flange and the whole girder section. The finite element analysis results indicate that it may be possible to design steel box girders in negative bending as compact sections. A sufficient rotation capacity could be guaranteed after reaching the plastic moment, provided that yielding controls the failure of the wide bottom flange and the web panels are compact. Box girders with thin flanges, which fall into the inelastic buckling or elastic buckling zone, exhibit highly brittle failure modes after reaching the ultimate strength. Nevertheless, a sufficient rotation capacity can be guaranteed if the nominal strength is determined according to AASHTO LRFD specifications (2004) that do not appreciate the reserve strength.
机译：在这项研究中，通过非线性有限元方法分析了承受负弯矩的原型钢制箱形箱梁，通过改变宽底翼缘的长细比来分析以延展能力表示的延性。 AASHTO LRFD规范（2004年）第6.11.8条的规定将标称抗弯强度限制为小于或等于首次屈服时的力矩（非紧凑型截面）。这主要是由于担心宽压缩法兰和整个梁部分的非延性失效。有限元分析结果表明，可以将负弯曲的钢箱梁设计为紧凑型截面。达到塑性力矩后，可以确保足够的旋转能力，前提是屈服控制宽底法兰的失效，并且腹板紧凑。落入非弹性屈曲或弹性屈曲区域的具有薄法兰的箱形梁在达到极限强度后会表现出高度脆性的破坏模式。但是，如果根据AASHTO LRFD规范（2004）确定了标称强度而又没有意识到保留强度，则可以确保有足够的旋转能力。

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