基于弹性波传播和谱单元法的桁架结构损伤检测

doi:10.13229/j.cnki.jdxbgxb20210471

摘要/Abstract

摘要：

为了准确、及时地对桁架结构在长期服役后出现的构件和节点损伤进行检测，本文考虑了损伤引起的节点刚度下降，采用六自由度方向的线性弹簧模拟损伤后的节点，基于谱单元法建立了带有节点损伤的桁架结构动力学模型。对桁架结构施加窄带脉冲激励以激发结构内高频弹性波的传播，采用数值Laplace逆变换方法获取结构的时域响应。结果表明，弹性波在通过两端含有受损节点的构件时，其传播会受到一定的阻碍，导致桁架节点位移幅值的改变和首波到达节点时间的延迟，通过分析节点损伤引起的弹性波在桁架中传播的变化情况，可以实现桁架结构的损伤检测。

关键词: 结构工程, 桁架结构, 弹性波传播, 谱单元法, 损伤检测

Abstract:

Truss structures are prone to damages of components and joints after long-term service, so it is necessary to detect the damages of the structure accurately and timely. Considering the stiffness reduction of joints caused by damage, linear springs in six-axis directions are used to simulate the damaged joints, and the spectral element method based on Laplace transform is used to establish the dynamic model of truss structure with damaged joints. A narrow-band pulse excitation is applied to the truss structure to excite the propagation of high-frequency elastic wave in the structure. The time-domain response of the structure is obtained by using the numerical inverse Laplace transform method. The results show that, when the elastic wave passes through the component with damaged joints at both ends, the propagation will be hindered to a certain extent, resulting in the change of displacement amplitude of truss nodes and the delay of the arrival time of the first wave. By analyzing the change of elastic wave propagation in truss caused by joint damage, the damage detection of truss structure can be realized.

Key words: structural engineering, truss structure, elastic wave propagation, spectral element method, damage detection

中图分类号:

O327

刘福寿,魏琦,徐文婷,谭国金. 基于弹性波传播和谱单元法的桁架结构损伤检测[J]. 吉林大学学报(工学版), 2021, 51(6): 2087-2095.

Fu-shou LIU,Qi WEI,Wen-ting XU,Guo-jin TAN. Damage detection of truss structures based on elastic wave propagation and spectral element method[J]. Journal of Jilin University(Engineering and Technology Edition), 2021, 51(6): 2087-2095.

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刚度系数	数值
k_u₁、k_u₂/（10⁷ N·m^-1）	1
k_v₁、k_v₂/（10⁷ N·m^-1）	2
k_w₁、k_w₂/（10⁷ N·m^-1）	3
k_θx₁、k_θx₂/（10³ N·m·rad^-1）	1
k_θy₁、k_θy₂/（10³ N·m·rad^-1）	2
k_θz₁、k_θz₂/（10³ N·m·rad^-1）	3

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