大跨度空间网格结构节点损伤识别定位
|
摘要
为检测大跨度空间网格结构状况,对大跨度空间网格结构的节点损伤识别定位进行了研究,提出了适用于大跨度空间网格结构节点损伤识别的两步定位法.利用模态曲率变化比进行节点损伤的初定位,识别出损伤节点所在的子结构;以此子结构为研究对象,利用杆端应变模态变化比对节点损伤进行准确定位.以天津奥林匹克中心体育场屋盖结构为计算模型进行了节点损伤识别的定位模拟,结果表明,模态曲率变化比对节点损伤比较敏感,在节点发生较小程度损伤时便能将其所在的子结构准确地定位;杆端应变模态变化比能够准确地识别节点损伤的确切位置;从而验证了节点损伤两步定位法对大跨度空间网格结构的节点损伤识别定位的适用性和有效性.
The identification and location of joint damage in long-span spatial structure were investigated and a two-step method applicable for them is proposed to detect the status of long-span spatial structure.Firstly,the change rate of the mode shape curvature was used in the initial location of the joint damage to detect the substructure with damaged joint.Then,in the detected substructure,the change rate of rod end modal strain was employed for the accurate location of joint damage.Also,the identification and location of joint damage in the roof structure of Tianjin Olympic Stadium was numerically simulated as an example.The analysis showed that the change rate of the mode shape curvature was much sensitive to the joint damage and was able to locate the accurate substructure for the occurrence of a slight joint damage;the change rate of rod end modal strain was much able to detect the accurate location of joint damage.Therefore,the applicability and the effectiveness of the two-step method used in the identification and location of joint damage in long-span spatial structure are verified.
The identification and location of joint damage in long-span spatial structure were investigated and a two-step method applicable for them is proposed to detect the status of long-span spatial structure.Firstly,the change rate of the mode shape curvature was used in the initial location of the joint damage to detect the substructure with damaged joint.Then,in the detected substructure,the change rate of rod end modal strain was employed for the accurate location of joint damage.Also,the identification and location of joint damage in the roof structure of Tianjin Olympic Stadium was numerically simulated as an example.The analysis showed that the change rate of the mode shape curvature was much sensitive to the joint damage and was able to locate the accurate substructure for the occurrence of a slight joint damage;the change rate of rod end modal strain was much able to detect the accurate location of joint damage.Therefore,the applicability and the effectiveness of the two-step method used in the identification and location of joint damage in long-span spatial structure are verified.
引文
[1]宗周红,任伟新,阮毅.土木工程结构损伤诊断研究进展[J].土木工程学报,2003,36(5):105-110.Zong Zhouhong,Ren Weixin,Ruan Yi.Recent advances inresearch on damage diagnosis for civil engineering structures[J].China Civil Engineering Journal,2003,36(5):105-110(in Chinese).
[2]瞿伟廉,陈伟,李秋胜.基于神经网络技术的复杂框架结构点损伤的两步诊断法[J].土木工程学报,2003,36(5):37-45.Qu Weilian,Chen Wei,Li Qiusheng.Two-step approach forjoints damage diagnosis of framed structures by artificialneural networks[J].China Civil Engineering Journal,2003,36(5):37-45(in Chinese).
[3]Farrar C R,Jauregui D A.Comparative study of damageidentification algorithms applied to a bridge(Ⅰ):Experi-ment[J].Smart Materials and Structures,1998,7(5):704-719.
[4]Farrar C R,Jauregui D A.Comparative study of damageidentification algorithms applied to a bridge(Ⅱ):Numericalstudy[J].Smart Materials and Structures,1998,7(5):720-731.
[5]Lam H F,Ko J M,Wong C W,Localization of damagestructural connections based on experimental modal andsensitivity analysis[J].Journal of Sound and Vibration,1998,210(1):91-115.
[6]Pandey A K,Biswas M,Samman M M.Damage detectionfrom changes in curvature mode shaper[J].Journal ofSound and Vibration,1991,145(2):321-332.
[7]Maeck J,Peelers B,De Roeck G.Damage identification onthe Z24 bridge using vibration monitoring[J].Smart Mate-rials and Structures,2001,10(3):512-517.
[8]瞿伟廉,黄东梅.高耸塔架结构节点损伤基于神经网络的两步诊断法[J].地震工程与工程振动,2003,23(2):143-149.Qu Weilian,Huang Dongmei.Two step detection approachto joint damage in high rise tower structures by using artifi-cial neural network[J].Earthquake Engineering Vibration,2003,23(2):143-149(in Chinese).
[9]Yun Chung-Bang,Yi Jin-Hak,Bahng Eun Young.Jointdamage assessment of framed structures using a neuralnetworks technique[J].Engineering Structures,2001,23:425-435.
[10]李德葆,陆秋海.试验模态分析及其应用[M].北京:科学出版社,2001.Li Debao,Lu Qiuhai.Analysis and Application ofExperimsntal Mode[M].Beijing:Science Press,2001(inChinese).
[2]瞿伟廉,陈伟,李秋胜.基于神经网络技术的复杂框架结构点损伤的两步诊断法[J].土木工程学报,2003,36(5):37-45.Qu Weilian,Chen Wei,Li Qiusheng.Two-step approach forjoints damage diagnosis of framed structures by artificialneural networks[J].China Civil Engineering Journal,2003,36(5):37-45(in Chinese).
[3]Farrar C R,Jauregui D A.Comparative study of damageidentification algorithms applied to a bridge(Ⅰ):Experi-ment[J].Smart Materials and Structures,1998,7(5):704-719.
[4]Farrar C R,Jauregui D A.Comparative study of damageidentification algorithms applied to a bridge(Ⅱ):Numericalstudy[J].Smart Materials and Structures,1998,7(5):720-731.
[5]Lam H F,Ko J M,Wong C W,Localization of damagestructural connections based on experimental modal andsensitivity analysis[J].Journal of Sound and Vibration,1998,210(1):91-115.
[6]Pandey A K,Biswas M,Samman M M.Damage detectionfrom changes in curvature mode shaper[J].Journal ofSound and Vibration,1991,145(2):321-332.
[7]Maeck J,Peelers B,De Roeck G.Damage identification onthe Z24 bridge using vibration monitoring[J].Smart Mate-rials and Structures,2001,10(3):512-517.
[8]瞿伟廉,黄东梅.高耸塔架结构节点损伤基于神经网络的两步诊断法[J].地震工程与工程振动,2003,23(2):143-149.Qu Weilian,Huang Dongmei.Two step detection approachto joint damage in high rise tower structures by using artifi-cial neural network[J].Earthquake Engineering Vibration,2003,23(2):143-149(in Chinese).
[9]Yun Chung-Bang,Yi Jin-Hak,Bahng Eun Young.Jointdamage assessment of framed structures using a neuralnetworks technique[J].Engineering Structures,2001,23:425-435.
[10]李德葆,陆秋海.试验模态分析及其应用[M].北京:科学出版社,2001.Li Debao,Lu Qiuhai.Analysis and Application ofExperimsntal Mode[M].Beijing:Science Press,2001(inChinese).
版权所有：© 2023 中国地质图书馆 中国地质调查局地学文献中心