腐蚀吊索钢丝力学性能退化及分布模型研究
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摘要
为了进行腐蚀吊索承载力评估,需要研究腐蚀吊索钢丝力学性能退化及性能参数分布模型.利用39根袁州大桥拆除得到的腐蚀旧钢丝进行静力拉伸试验,得到钢丝的名义弹性模型、名义极限强度、名义屈服强度和延伸率等力学性能参数,分析了力学性能参数与失重率、最大蚀坑深度之间的关系散点图;采用数理统计软件分析了名义弹性模型、名义极限强度、名义屈服强度和延伸率等力学性能的概率分布模型,结果表明,在0.05的显著性水平下,腐蚀吊索钢丝的力学性能参数不拒绝正态分布和对数正态分布.
In order to carry out capacity evaluation of corroded cable,the mechanical properties degradation of corroded wire and the distributed parameter model must to be studied.The 39 corroded steel wires of Yuanzhou bridge were used to study the nominal elastic model of corroded steel wire,and the nominal ultimate strength and nominal yield strength and elongation and other mechanical properties parameters were studied.The relationship between the maximum depth of corrosion pit mechanics performance parameters and weight loss rate were analyzed,and the probability distribution models of mechanical properties were analyzed using the mathematical statistics analysis software.The results show that,under 0.05 of the significance levels,the mechanical properties parameters of corroded wire does not reject the normal distribution and lognormal distribution.
In order to carry out capacity evaluation of corroded cable,the mechanical properties degradation of corroded wire and the distributed parameter model must to be studied.The 39 corroded steel wires of Yuanzhou bridge were used to study the nominal elastic model of corroded steel wire,and the nominal ultimate strength and nominal yield strength and elongation and other mechanical properties parameters were studied.The relationship between the maximum depth of corrosion pit mechanics performance parameters and weight loss rate were analyzed,and the probability distribution models of mechanical properties were analyzed using the mathematical statistics analysis software.The results show that,under 0.05 of the significance levels,the mechanical properties parameters of corroded wire does not reject the normal distribution and lognormal distribution.
引文
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[2]HAMILTON H R,BREEN J E,FRANK K H.Investigation of corrosion protection systems for bridge stay cables,research report No.1264-3F[R].Austin:Center for Transportation Research,Bureau of Engineering research,University of Texas at Austin,1995.
[3]李宏江,王江,张永明,等.天津永和斜拉桥换索后的索力调整[J].公路交通科技,2008,25(10):79-83.
[4]周诚华,梅秀道.南昌市八一大桥斜拉桥换索工程施工监控[J].世界桥梁,2011(2):73-76.
[5]谢福君,廖龙辉.衡山湘江公路大桥换索方案研究[J].公路,2013(4):21-24.
[6]CREMONA C.Probabilistic approach for cable residual strength assessment[J].Engineering Structures,2003,25(3):377-384.
[7]朱劲松,肖汝诚.大跨度斜拉桥拉索安全性分析方法研究[J].土木工程学报,2006,39(9):74-79.
[8]ELACHACHI S M,BREYSSE D,YOTTE S,et al.A probabilistic multi-scale time dependent model for corroded ctructural suspension cables[J].Probabilistic Engineering Mechanics,2006,21(3):235-245.
[9]徐达昱,郑日亮,曹谦.下承式混凝土系杆拱桥荷载试验与评定[J].湖南城市学院学报,2012,21(1):1-4.
[10]刘武飞.钢管混凝土拱桥结构动力荷载试验分析[J].公路工程,2012,37(3):106-110.
[11]孙建平.大跨度铁路系杆拱桥静动载试验研究[J].铁道建筑,2012(9):29-32.