新型开口肋正交异性钢桥面板疲劳性能对比试验研究  

Comparative test study on fatigue performance of new orthotropic steel bridge decks with open-shaped longitudinal ribs

作　　者：徐秀丽[1] 钱思博 李洪涛[2] 吴冲[3] 王仁贵[4] 李琦 丁兴国 李枝军[1] 李雪红[1] Xu Xiuli;Qian Sibo;Li Hongtao;Wu Chong;Wang Rengui;Li Qi;Ding Xingguo;Li Zhijun;Li Xuehong(Nanjing Tech University,Nanjing 211816,China;Jiangsu Provincial Transportation Engineering Construction Bureau,Nanjing 210004,China;Tongji University,Shanghai 200092,China;CCCC Highway Consultants Co.,Ltd.,Beijing 100088,China)

机构地区：[1]南京工业大学,江苏南京211816 [2]江苏省交通工程建设局,江苏南京210004 [3]同济大学,上海200092 [4]中交公路规划设计院有限公司,北京100088

出　　处：《土木工程学报》2025年第3期50-67,共18页China Civil Engineering Journal

基　　金：江苏省交通工程建设局对本研究项目的充分信任、指导和宝贵的经费支持。

摘　　要：为从根本上改善正交异性钢桥面板疲劳性能,文章提出3种新型开口肋正交异性钢桥面板结构,分别为L肋-横隔板开大槽口、L肋-横隔板开钥匙孔、球扁钢肋-横隔板开苹果孔。为探究新型开口肋正交异性钢桥面板疲劳性能优越性及其疲劳易损部位,设计包括双面焊闭口U肋和3种新型开口肋正交异性钢桥面板结构的4个足尺模型,进行疲劳加载对比试验。通过组合式监测方法,捕捉关键细节疲劳裂纹的产生和扩展状态。试验结果表明:1000万次疲劳加载后,闭口U肋和大槽口桥面板的疲劳性能薄弱部位均为纵肋与顶板连接部位顶板焊趾;1200万次疲劳加载后,钥匙孔桥面板疲劳性能薄弱部位为横隔板与顶板连接焊缝顶板焊趾,苹果孔桥面板仍未产生疲劳裂纹。闭口U肋疲劳裂纹起裂于顶板与纵肋连接焊缝焊趾,分别沿着焊趾或者垂直、斜交于焊缝扩展;大槽口桥面板疲劳裂纹起始位置与闭口U肋相同,沿顶板焊趾扩展;钥匙孔桥面板疲劳裂纹起裂于顶板与横隔板连接焊缝顶板焊趾,并沿焊趾绕着横隔板扩展。新型开口肋结构可显著降低各疲劳易损细节的应力水平及横隔板面外变形,其中钥匙孔桥面板与苹果孔桥面板在顶板与纵肋连接处应力幅仅为闭口U肋的6.39%和11.12%,苹果孔桥面板开口处应力幅及面外变形较闭口U肋分别降低了42%和34%;相同加载条件下,苹果孔桥面板的疲劳寿命最高,其次为钥匙孔桥面板,二者均表现出优异的抗疲劳性能。To fundamentally improve the fatigue performance of orthotropic steel bridge decks(OSDs),three new OSDs with open-shaped longitudinal ribs were proposed,namely L-shaped longitudinal ribs with large notch transverse diaphragms,L-shaped longitudinal ribs with key hole transverse diaphragms,and spherical flat steel shaped longitudinal ribs with apple hole transverse diaphragms.To explore the fatigue performance and the vulnerable fatigue-prone locations of the new OSDs with open-shaped longitudinal ribs,four full-scale models were designed,including the closed U-rib with double-sided welding and the three new OSDs with open-shaped longitudinal rib structures.Fatigue tests were conducted under various loading conditions.Furthermore,the initiation and propagation states of fatigue cracks were captured through a combination monitoring method.The results showed that after 10 million fatigue cycles,the weakest fatigue-prone locations for both U-rib and bridge deck with large notch transverse diaphragms were the weld toe of the longitudinal rib connected to the top plate.After 12 million fatigue cycles,the weakest fatigue-prone locations for the bridge deck with key hole transverse diaphragms were the top plate weld toe of the transverse diaphragm-to-top plate connection weld,and the bridge deck with apple hole transverse diaphragms did not exhibit fatigue cracks.The fatigue cracks of the U-rib initiated from the weld toe of the top plate-to-longitudinal rib connection weld and propagated along the weld toe or perpendicular and oblique to the weld seam.The fatigue crack initiation location of the bridge deck with large notch transverse diaphragms was the same as that of the U-rib and propagated along the toe of the top plate weld.The fatigue cracks of the bridge deck with key hole transverse diaphragms initiated from the top plate weld toe of the transverse diaphragm-to-top plate connection weld and propagated around the transverse diaphragm.The new OSDs with open-shaped longitudinal ribs could significantly reduce the st

关 键 词：桥梁工程 开口肋正交异性钢桥面板 足尺模型 疲劳试验 疲劳裂纹 

分 类 号：U441.4[建筑科学—桥梁与隧道工程]