斜拉桥结构损伤定位的组合敏感指标法
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摘要
研究斜拉桥结构在斜拉索和主梁组合损伤条件下的损伤定位问题。根据斜拉桥的受力特点,将其看作由斜拉索、主梁以及索塔组成的组合结构,对于斜拉索和主梁分别选取相应的损伤敏感指标,首次提出了斜拉索损伤定位的斜拉索索力指标,在此基础上提出了斜拉桥损伤定位的组合敏感指标法。为了降低测试数据噪声对损伤定位的影响,引入蒙特卡罗法提高方法的准确性和鲁棒性。对一斜拉桥结构进行了损伤识别的数值模拟分析,研究表明该方法仅需不完备的低阶振型模态和索力测试数据,即可实现斜拉索和主梁组合损伤的准确定位。
Damage location identification for composite damages of cable and girder in a cable-stayed bridge is studied.Cable-stayed bridge is regarded as composite structure composed of cables,girders and towers based on its mechanical properties and cable tension index for damage location identification of cable is first presented in this paper.Based on reasonable selection of damage sensitivity indexes for cable and girder,composite sensitivity index method for damage detection of cable-stayed bridge is developed.Monte Carlo method is employed in order to alleviate the effect of measurement noise and improve robustness of proposed method.A numerical simulation is studied on a cable-stayed bridge to demonstrate the validity and feasibility of the suggested algorihm.
Damage location identification for composite damages of cable and girder in a cable-stayed bridge is studied.Cable-stayed bridge is regarded as composite structure composed of cables,girders and towers based on its mechanical properties and cable tension index for damage location identification of cable is first presented in this paper.Based on reasonable selection of damage sensitivity indexes for cable and girder,composite sensitivity index method for damage detection of cable-stayed bridge is developed.Monte Carlo method is employed in order to alleviate the effect of measurement noise and improve robustness of proposed method.A numerical simulation is studied on a cable-stayed bridge to demonstrate the validity and feasibility of the suggested algorihm.
引文
1秦权.桥梁结构的健康监测[J].中国公路学报,2000,13(2):37—42
2王术新,姜哲.基于振动损伤识别技术的研究现状及进展[J].振动与冲击,2004,23(4):99—103
3 M asoud Sanaye i,M ichael J.Saletn ik.Param eter estim ation ofstructures from static response.Ⅱ:Error Sensitivity Analysis[J].Journal of Structural Engineering,1996,122(5):563—572
4刘晖,瞿伟廉,袁润章.基于模态应变能耗散率理论的结构损伤识别方法[J].振动与冲击,2004,23(2):118—121
5高赞明,孙宗光,倪一清.基于振动方法的汲水门大桥损伤检测研究[J].地震工程与工程振动,2001,21(4):117—124
6孙宗光,高赞明,倪一清,丁皓江.斜拉桥桥面结构损伤位置识别的指标比较[J].工程力学,2003,20(1):27—31
7史治宇,罗绍湘,张令弥.结构破损定位的单元模态应变能变化率法[J].振动工程学报,1998,11(3):356—360
8 Pandey A K,B iswasM,Samm an M M.Dam age detection fromchanges in curvature mode shapes[J].Journal of Sound andV ibration,1991,145:321—332
9梁远森,李国强.利用模态参数进行弹性薄板的损伤识别[J].振动与冲击,2004,23(3):91—94
10史治宇,吕令毅.由模态应变能法诊断结构破损的实验研究[J].东南大学学报,1999,29(2):134—138
11顾培英,丁伟农.模态试验在梁损伤诊断中的应用研究[J].振动与冲击,2004,23(3):60—63
2王术新,姜哲.基于振动损伤识别技术的研究现状及进展[J].振动与冲击,2004,23(4):99—103
3 M asoud Sanaye i,M ichael J.Saletn ik.Param eter estim ation ofstructures from static response.Ⅱ:Error Sensitivity Analysis[J].Journal of Structural Engineering,1996,122(5):563—572
4刘晖,瞿伟廉,袁润章.基于模态应变能耗散率理论的结构损伤识别方法[J].振动与冲击,2004,23(2):118—121
5高赞明,孙宗光,倪一清.基于振动方法的汲水门大桥损伤检测研究[J].地震工程与工程振动,2001,21(4):117—124
6孙宗光,高赞明,倪一清,丁皓江.斜拉桥桥面结构损伤位置识别的指标比较[J].工程力学,2003,20(1):27—31
7史治宇,罗绍湘,张令弥.结构破损定位的单元模态应变能变化率法[J].振动工程学报,1998,11(3):356—360
8 Pandey A K,B iswasM,Samm an M M.Dam age detection fromchanges in curvature mode shapes[J].Journal of Sound andV ibration,1991,145:321—332
9梁远森,李国强.利用模态参数进行弹性薄板的损伤识别[J].振动与冲击,2004,23(3):91—94
10史治宇,吕令毅.由模态应变能法诊断结构破损的实验研究[J].东南大学学报,1999,29(2):134—138
11顾培英,丁伟农.模态试验在梁损伤诊断中的应用研究[J].振动与冲击,2004,23(3):60—63
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