为研究波形钢组合桥面板的受力性能,首先设计了3组9个试件进行推出试验,分析其破坏形态、极限荷载值和滑移量,然后建立了有限元模型,分析了波形钢组合桥面板在跨中集中荷载下挠度、界面滑移、波形钢板和剪力连接件应力及其分布。研究结果表明:开孔板PBL剪力连接件破坏分为弹性阶段、塑性阶段和破坏阶段3个阶段,试件为混凝土剪切破坏,破坏时有着良好的延性,贯穿钢筋和粘结摩擦力对剪力连接件的承载力和滑移量有着重要的作用,5 m跨径的波形钢组合桥面板极限承载力为630 kN,桥面板在荷载作用下经历弹性阶段、裂缝发展阶段、屈服阶段、破坏阶段4个阶段,开孔板PBL剪力连接件可以有效地将两种结构组合在一起,波形钢板和剪力连接件屈服区域均集中在跨中,其中波谷区域最明显。
In order to investigate mechanical performance of corrugated steel composite bridge decks, three groups with 9 specimens were designed and tested based on the push-out tests, and the failure pa-ttern, ultimate load and slip were analyzed. Then the finite element models were established and the deflection, interface slippage, corrugated steel plate stress and its distribution, shear connector stress and its distribution were analyzed under the concentrated load of the middle-span of the corrugated steel compo-site bridge deck. The results show that the failure of perfobond (PBL) shear connectors are divided into three stages: elastic stage, plastic stage and failure stage. The specimens are failed by concrete shear fai-lure and showed good ductility when failure occurred. The transversal reinforcement and bonding friction have an important effect on the bearing capacity and slippage of shear connectors. The ultimate bearing capacity of the 5 m span steel-concrete composite bridge deck is 630 kN. The bridge deck undergoes four stages under load: elastic stage, crack development stage, yield stage and failure stage. PBL shear connectors can effectively combine the two structures together, and the yield areas of corrugated steel plates and shear connectors are concentrated in the mid span, with the valley region being the most obvious.