开口T形加劲肋正交异性钢桥面板疲劳性能研究  

Study on the fatigue behaviour of orthotropic steel bridge deck with open T-shaped stiffeners

作　　者：姜磊[1] 元敏 邹博文 刘永健[1,3] 杨万鹏 JIANG Lei;YUAN Min;ZOU Bowen;LIU Yongjian;YANG Wanpeng(School of Highway,Chang’an University,Xi’an 710064,China;Guangxi Lepu Expressway Co.,Ltd.,Nanning 530029,China;School of Civil Engineering,Chongqing University,Chongqing 400045,China)

机构地区：[1]长安大学公路学院,西安710064 [2]广西乐浦高速公路有限公司,南宁530029 [3]重庆大学土木工程学院,重庆400045

出　　处：《东南大学学报(自然科学版)》2025年第1期78-88,共11页Journal of Southeast University:Natural Science Edition

基　　金：国家自然科学基金资助项目(52478125);陕西省留学人员科技活动择优资助项目(2021-11);中央高校基本科研业务费专项资助项目(300102213207)。

摘　　要：为了分析并对比采用开口T形加劲肋形式正交异性钢桥面板的疲劳性能,采用Midas Civil建立全桥模型,提出横隔板顶部不开孔的开口T肋正交异性钢桥面板、横隔板顶部开孔的开口T肋正交异性钢桥面板、闭口U肋共3种设计方案,采用Abaqus分别建立局部三维实体模型,对3种设计方案展开参数分析,并采用热点应力法进行疲劳性能评估。结果表明,全桥疲劳易损断面位置处于跨中顶板厚度为18 mm的E类梁段。方案3在各个疲劳构造细节处的热点应力幅均高于方案1和方案2。方案1仅在疲劳构造细节⑤处的热点应力幅小于方案2,其余几个疲劳构造细节的应力幅均高于方案2,在疲劳构造细节①处的热点应力幅降幅最大,约为34.75%,在疲劳构造细节③的热点应力幅降幅最小,仅为7.16%。无论顶板厚度变化还是横隔板厚度变化,变化幅度最大的位置均是疲劳构造细节①和②,其余位置疲劳应力幅对于顶板厚度变化较横隔板厚度变化敏感。方案2并无超出热点应力S‑N曲线疲劳截止限的位置,而方案1和方案3超出疲劳截止限的位置疲劳性能均满足规范中对正交异性钢桥面板疲劳性能验算的要求。In order to analyze and compare the fatigue performance of orthotropic steel bridge deck in the form of open T-shaped stiffeners,Midas Civil was used to establish the full-bridge model.Three design schemes of open T-rib orthotropic steel bridge deck without opening at the top of diaphragm,open T-rib orthotropic steel bridge deck with opening at the top of diaphragm and closed U-rib were proposed.Abaqus was used to estab-lish local three-dimensional solid models respectively.The parameters of the three design schemes were ana-lyzed,and the hot spot stress method was used to evaluate the fatigue performance.The results show that the fatigue vulnerable section of the whole bridge is located in the class E beam section with a roof thickness of 18 mm in the middle of the span.The hot spot stress amplitudes of Scheme 3 at each fatigue structural details are higher than those of Scheme 1 and Scheme 2.The hot spot stress amplitude of Scheme 1 is less than that of Scheme 2 at the fatigue structural detail⑤,and the stress amplitudes of the remaining fatigue structural details are higher than those of Scheme 2.The hot spot stress amplitude at the fatigue structure detail①decreases the most,about 34.75%.The decrease of hot spot stress amplitude in fatigue structure detail③is the smallest,only 7.16%.Whether the thickness of roof changes or the thickness of diaphragm changes,the positions with the largest change are the fatigue structural details①and②,and the fatigue stress amplitudes at the other posi-tions are more sensitive to the change of roof thickness than the diaphragm thickness.Scheme 2 does not ex-ceed the fatigue cut-off position of the hot spot stress S-N curve,while Scheme 1 and Scheme 3 exceed the fa-tigue cut-off position,and their fatigue performances all meet the requirements for fatigue performance calula-tion of orthotropic steel bridge deck in specification.

关 键 词：桥梁工程 正交异性钢桥面板 开口T肋 疲劳构造细节 热点应力法 疲劳性能评估 

分 类 号：U441.4[建筑科学—桥梁与隧道工程]