摘要
为评估钢–超高性能混凝土(ultra-high performance concrete,UHPC)组合桥面对大跨度钢箱梁斜拉桥的加固效果,基于随机车流下应力监测数据,结合《公路钢结构桥梁设计规范》(JTG D64—2015)对钢–UHPC组合桥面和冷拌环氧树脂(epoxy bond chips layer+resin asphalt+epoxy bond chips layer,ERE)桥面的疲劳性能进行对比评估。利用Miner线性累积损伤准则计算两种桥面各疲劳易损细节的剩余疲劳寿命。建立有限元模型,对钢–UHPC组合桥面UHPC层的抗裂性能进行验算,并计算两种桥面钢桥面板的最大挠度及沥青铺装层的最大拉应力。结果表明:ERE桥面面板–纵肋焊缝纵肋侧、横隔板弧形切口和纵肋对接焊缝处存在较大应力,剩余疲劳寿命分别为214、186、61 a;ERE桥面纵肋对接焊缝处在桥梁设计基准期内有疲劳破坏的风险;经钢–UHPC组合桥面加固后,正交异性板各疲劳易损细节最大应力幅值均降低到常幅疲劳极限以下,剩余疲劳寿命增长为无穷大;钢–UHPC组合桥面UHPC层的最大拉应力为4.68 MPa,抗裂性能满足规范设计要求;经钢–UHPC组合桥面加固后,正交异性桥面刚度提升效果明显;加固后,钢桥面板挠度降幅为34%,最大挠度为0.69 mm;沥青铺装层最大拉应力降幅为59%,最大拉应力为0.42 MPa。经钢–UHPC组合桥面加固后,正交异性钢桥面板各疲劳易损细节疲劳性能满足规范设计要求,桥面铺装层的抗裂性能也有所改善。
To evaluate the reinforcement effect of steel-UHPC(Ultra-High Performance Concrete)composite deck for a long-span steel box girder cable-stayed bridge,an in-situ test was carried out under random traffic flow.The fatigue performance of orthotropic steel decks with steel–UHPC composite deck and ERE(epoxy bond chips layer,resin asphalt,epoxy bond chips layer)deck were evaluated by Specifications for Design of Highway Steel Bridge(JTG D64—2015),based on the in-situ strain monitoring data.The residual fatigue life of fatigue-prone details was calculated by Miner’s linear cumulative damage rule.To check the crack resistance of the UHPC layer of the steel–UHPC composite deck and calculate the steel deck maximum deflection and the asphalt pavement maximum tensile stress,a finite element model was established.The results showed that there were large stresses in the rib side of the rib-to-deck welded joint,the floor beam cutout,and the rib splice welded joint.These areas’residual fatigue life is 214,186,and 61 years,respectively.The rib splice welded joint had the risk of fatigue failure in the design reference period.The maximum stresses amplitude of each fatigue-prone detail decreased below the constant amplitude fatigue limit,and the residual fatigue life increased to infinity after the orthotropic steel deck was strengthened with a steel-UHPC composite deck.The maximum tensile stress of the UHPC layer of the steel-UHPC composite deck was 4.68 MPa,and the crack resistance met the design requirements.After the orthotropic steel deck was strengthened with a steel-UHPC composite deck,the stiffness of the orthotropic steel deck was improved obviously,the steel deck’s maximum deflection was 0.69 mm with a reduction of 34%.The maximum tensile stress of asphalt pavement was 0.42 MPa with the reduction of 59%.The fatigue performance of each fatigue-prone detail met the design requirement after the orthotropic steel deck was strengthened with a steel-UHPC composite deck,and the crack resistance of the deck pavement was improved.
作者
秦世强
张佳斌
黄春雷
高立强
QIN Shiqiang;ZHANG Jiabin;HUANG Chunlei;GAO Liqiang(School of Civil Eng.and Architecture,Wuhan Univ.of Technol.,Wuhan 430070,China;China Railway Bridge Sci.Research Inst.Ltd.,Wuhan 430034,China;State Key Lab.for Health and Safety of Bridge Structures,Wuhan 430034,China)
出处
《工程科学与技术》
EI
CSCD
北大核心
2022年第3期139-148,共10页
Advanced Engineering Sciences
基金
国家自然科学基金项目(51608408)
中央高校基本科研业务费专项资金项目(2017IVB046)。
关键词
钢桥
超高性能混凝土
加固
疲劳
铺装层
steel bridges
ultra-high performance concrete
reinforcement
fatigue
pavements
