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首页> 外文会议>Structural Stability Research Council 2005 Annual Stability Conference; 20050406-09; Montreal(CA) >LONGITUDINAL STIFFENERS ON COMPRESSION FLANGES
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LONGITUDINAL STIFFENERS ON COMPRESSION FLANGES

机译：压缩法兰的纵向加劲剂

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Regression analyses were performed to determine stiffness requirements for longitudinal stiffeners on compression flanges of box girders. Input data for these analyses were generated with three-dimensional finite element analyses of several hundred hypothetical straight and curved box girder bridges. Bridge design engineers have long recognized the impracticality of the current AASHTO equation for computing the minimum moment of inertia of longitudinal stiffeners. The AASHTO equation for the minimum required moment of inertia in the LFD Article 10.51.5.4 (Eq. 10-138), ASD Article 10.39.4.3.1 (Eq. 10-76), and LRFD Article 6.11.3.2.1 (Eq. 6.11.3.2.1-1) was adopted in 1965. Its intention was to yield the minimum buckling coefficient for a longitudinally stiffened flange to ensure that the longitudinal stiffener will remain straight when the plate buckles. Examination of the unpublished committee report, "Commentary on Criteria of Steel-Concrete Composite Box Girder Highway Bridges," Appendix B, August 1967 reveals several simplifying assumptions which might be responsible for the overly conservative nature of the equation. The 1999/2000 Commentary included in the Standard Specifications for Highway Bridges, 17th edition, 2002 recognizes the deficiencies of the AASHTO equation and suggests an alternative approach when the number of longitudinal stiffeners is more than two. The new equation proposed herein is applicable to both straight and curved box girders, is logical (no simplifying assumptions were employed during the derivation), is applicable to compact, noncompact, and slender sections, and is very simple in form and application.
机译：进行回归分析以确定箱形梁压缩法兰上纵向加劲肋的刚度要求。这些分析的输入数据是通过对数百个假设的直形和弯形箱梁桥的三维有限元分析生成的。桥梁设计工程师早就认识到当前AASHTO公式用于计算纵向加劲肋的最小惯性矩的不切实际性。 LFD第10.51.5.4条（Eq。10-138），ASD第10.39.4.3.1条（Eq。10-76）和LRFD第6.11.3.2.1条（Eq）的最小惯性矩的AASHTO方程6.11.3.2.1-1）是在1965年采用的，其目的是为纵向加劲的法兰产生最小的屈曲系数，以确保在板弯曲时纵向加劲件保持笔直。 1967年8月附录B对未发表的委员会报告“钢-混凝土组合箱梁公路桥梁标准的评论”的审查揭示了一些简化的假设，这些假设可能是该方程过于保守的原因。 2002年第17版《公路桥梁标准规范》中包含的1999/2000评注认识到AASHTO方程的不足，并提出了当纵向加劲肋数量超过两个时的另一种方法。本文提出的新方程式适用于直箱梁和曲形箱梁，是合乎逻辑的（在推导过程中未使用任何简化假设），适用于紧凑，非紧凑和细长的截面，并且形式和应用非常简单。

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