【摘要】：橋梁結(jié)構(gòu)受自然環(huán)境和人為等因素的影響,在正常使用期間會(huì)出現(xiàn)損傷,并會(huì)隨時(shí)間逐步積累,最終可能導(dǎo)致嚴(yán)重的工程事故。在事故發(fā)生前通過(guò)結(jié)構(gòu)健康監(jiān)測(cè),識(shí)別結(jié)構(gòu)損傷,掌握結(jié)構(gòu)工作狀態(tài),對(duì)于保障結(jié)構(gòu)安全、預(yù)防突發(fā)事故具有重大價(jià)值。在眾多損傷識(shí)別方法中,基于UT變換的無(wú)跡卡爾曼濾波方法(UKF)是一種遞推型的模型修正方法。與傳統(tǒng)時(shí)域方法相比,UKF可以通過(guò)遞推的方式得到狀態(tài)的最優(yōu)估計(jì);與擴(kuò)展卡爾曼濾波方法相比,對(duì)于非線性系統(tǒng)參數(shù)識(shí)別問(wèn)題,不需要求解復(fù)雜的雅克比矩陣且具有更高的精度。針對(duì)UKF在結(jié)構(gòu)損傷識(shí)別反問(wèn)題中存在的不適定性,本文基于偽測(cè)量技術(shù)提出了結(jié)合pl范數(shù)正則化的UKF方法,可以有效利用不同類型的橋梁損傷先驗(yàn)信息來(lái)提高損傷識(shí)別效果;并以此為基礎(chǔ)將結(jié)合正則化的UKF應(yīng)用到考慮空間特性的橋梁損傷識(shí)別中。具體的研究工作如下:(1)利用模態(tài)坐標(biāo)代替結(jié)構(gòu)節(jié)點(diǎn)響應(yīng)構(gòu)建UKF的狀態(tài)向量,采取模態(tài)截?cái)嗉记捎行Эs減狀態(tài)向量維數(shù);并將損傷參數(shù)添加到狀態(tài)向量當(dāng)中,構(gòu)造結(jié)構(gòu)狀態(tài)與結(jié)構(gòu)參數(shù)混合識(shí)別問(wèn)題;進(jìn)而利用結(jié)構(gòu)的自由振動(dòng)觀測(cè)值,通過(guò)遞推計(jì)算在得到狀態(tài)最優(yōu)估計(jì)的同時(shí)識(shí)別損傷。(2)為充分利用人工巡檢等方式得到的橋梁損傷先驗(yàn)信息,本文基于偽測(cè)量技術(shù),提出將UKF結(jié)合pl范數(shù)正則化方法識(shí)別結(jié)構(gòu)損傷。根據(jù)結(jié)構(gòu)的損傷特點(diǎn)可以選擇不同的正則化方法,有效緩解了反問(wèn)題求解的不適定性,提高了損傷識(shí)別的精度。論文首先以簡(jiǎn)支梁為代表的數(shù)值算例對(duì)兩種pl正則化方法進(jìn)行了比較,分析了不同正則化方法的識(shí)別效果和適用的損傷情況;進(jìn)而考慮具有局部損傷特點(diǎn)結(jié)構(gòu),以平面桁架為代表重點(diǎn)驗(yàn)證了結(jié)合1l范數(shù)正則化的UKF方法有效性。(3)在橋梁結(jié)構(gòu)損傷識(shí)別分析中,簡(jiǎn)化的梁式結(jié)構(gòu)是目前最為常見的分析模型;但實(shí)際的橋梁都是三維結(jié)構(gòu),具有空間特性�？紤]空間橋梁結(jié)構(gòu)時(shí),結(jié)構(gòu)變形、損傷分區(qū)和測(cè)點(diǎn)布置跟一維梁式結(jié)構(gòu)都有很大的區(qū)別。論文選取板梁橋和T型梁橋兩種代表性橋梁作為研究對(duì)象,進(jìn)行損傷識(shí)別的研究。首先利用ANSYS建立了具有空間特性的板梁橋結(jié)構(gòu),考慮結(jié)構(gòu)損傷為局部損傷,研究UKF結(jié)合1l范數(shù)正則化方法對(duì)板梁橋的識(shí)別效果,重點(diǎn)研究板梁橋的空間分區(qū)和測(cè)點(diǎn)布置方案對(duì)損傷識(shí)別的影響;在針對(duì)T型梁橋的分析中,分別以濕接縫、橫隔板、主梁為損傷對(duì)象進(jìn)行損傷識(shí)別,同時(shí)還分析了不同的模態(tài)信息、不同的分區(qū)數(shù)目、不同的測(cè)點(diǎn)布置方案對(duì)濕接縫的識(shí)別影響。結(jié)果表明,對(duì)于具有空間特性的橋梁空間結(jié)構(gòu),UKF結(jié)合正則化方法可以有效識(shí)別損傷,同時(shí)具備很強(qiáng)的魯棒性和一定的抗噪聲能力。
[Abstract]:Under the influence of natural environment and human factors, the bridge structure will be damaged during normal use and will accumulate gradually with time, which may eventually lead to serious engineering accidents. Before the accident happens, it is of great value to monitor the structure health, identify the structural damage and master the working state of the structure to ensure the safety of the structure and to prevent the sudden accident. The unscented Kalman filter (UKF) based on UT transform is a recursive model correction method among many damage identification methods. Compared with the traditional time domain method, the UKF can obtain the optimal state estimation by recursive method, and compared with the extended Kalman filtering method, the parameter identification problem of nonlinear systems can be obtained. It is not necessary to solve complex Jacobian matrix and has higher accuracy. In view of the ill-posed nature of UKF in the inverse problem of structural damage identification, a new UKF method combining pl norm regularization is proposed based on pseudo-measurement technique, which can effectively use different prior information of bridge damage to improve the damage identification effect. Based on this, the UKF combined with regularization is applied to bridge damage identification considering spatial characteristics. The specific research works are as follows: (1) the state vector of UKF is constructed by using modal coordinate instead of structural node response, the dimension of state vector is reduced effectively by modal truncation technique, and the damage parameter is added to the state vector. The problem of mixed identification of structural state and structural parameters is discussed, and then the free vibration observation value of the structure is used. In order to make full use of the prior information of bridge damage obtained by manual inspection, this paper is based on pseudo-measurement technology. The UKF combined with pl norm regularization method is proposed to identify structural damage. According to the damage characteristics of structures, different regularization methods can be chosen, which can effectively alleviate the ill-posed problem solving and improve the accuracy of damage identification. In this paper, the numerical example of simply supported beam is given to compare the two pl regularization methods, and the identification effect and the applicable damage of the different regularization methods are analyzed, and then the local damage characteristic structure is considered Taking plane truss as the representative, the validity of UKF method combined with 1l norm regularization is verified. (3) in the damage identification analysis of bridge structures, the simplified beam structure is the most common analysis model, but the actual bridges are three-dimensional structures. It has spatial characteristics. When considering the spatial bridge structure, the structural deformation, damage zoning and measuring point arrangement are different from the one-dimensional beam structure. In this paper, two kinds of representative bridges, slab girder bridge and T beam bridge, are selected as research objects to study damage identification. Firstly, the structure of slab girder bridge with spatial characteristics is established by ANSYS. Considering the damage of the structure as local damage, the recognition effect of UKF combined with 1l norm regularization method for slab girder bridge is studied. In the analysis of T-beam bridge, the wet joint, transverse diaphragm and main girder are respectively used as the damage objects to identify the damage. At the same time, the effects of different modal information, different number of zones and different layout of measuring points on the identification of wet joints are analyzed. The results show that the UKF combined with regularization method can effectively identify the damage, and has strong robustness and anti-noise ability.
【學(xué)位授予單位】：南昌大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2017
【分類號(hào)】：U441.4

【參考文獻(xiàn)】

相關(guān)期刊論文 前10條

1 張春麗;呂中榮;;基于響應(yīng)靈敏度分析的橋梁結(jié)構(gòu)損傷和車輛參數(shù)的識(shí)別[J];振動(dòng)與沖擊;2016年09期

2 張喜剛;劉高;馬軍海;吳宏波;付佰勇;高原;;中國(guó)橋梁技術(shù)的現(xiàn)狀與展望[J];科學(xué)通報(bào);2016年Z1期

3 邱飛力;張立民;張衛(wèi)華;;基于模態(tài)柔度矩陣的結(jié)構(gòu)損傷識(shí)別[J];噪聲與振動(dòng)控制;2015年04期

4 雷鷹;李青;;基于擴(kuò)展卡爾曼濾波的框架梁柱節(jié)點(diǎn)地震損傷識(shí)別[J];土木工程學(xué)報(bào);2013年S1期

5 杜永峰;李萬(wàn)潤(rùn);李慧;劉迪;;基于時(shí)間序列分析的結(jié)構(gòu)損傷識(shí)別[J];振動(dòng)與沖擊;2012年12期

6 劉娟;黃維平;石湘;;基于遺傳算法的海洋平臺(tái)損傷診斷[J];振動(dòng).測(cè)試與診斷;2012年02期

7 尹強(qiáng);周麗;;基于EKF方法的橡膠隔震支座參數(shù)識(shí)別實(shí)驗(yàn)研究[J];南京航空航天大學(xué)學(xué)報(bào);2012年01期

8 周麗;汪新明;尹強(qiáng);;利用序貫非線性最小二乘技術(shù)識(shí)別隔震支座模型的參數(shù)[J];振動(dòng)工程學(xué)報(bào);2010年01期

9 謝強(qiáng);唐和生;邸元;;SVD-Unscented卡爾曼濾波的非線性結(jié)構(gòu)系統(tǒng)識(shí)別[J];應(yīng)用力學(xué)學(xué)報(bào);2008年01期

10 朱勁松;肖汝誠(chéng);;基于定期檢測(cè)與遺傳算法的大跨度斜拉橋損傷識(shí)別[J];土木工程學(xué)報(bào);2006年05期

相關(guān)博士學(xué)位論文 前3條

1 劉宇飛;基于模型修正與圖像處理的多尺度結(jié)構(gòu)損傷識(shí)別[D];清華大學(xué);2015年

2 孫杰;基于多模態(tài)參數(shù)的橋梁結(jié)構(gòu)損傷識(shí)別方法研究[D];武漢理工大學(xué);2013年

3 譚冬梅;基于小波分析的空間桿系結(jié)構(gòu)的損傷識(shí)別[D];武漢理工大學(xué);2007年

相關(guān)碩士學(xué)位論文 前5條

1 楊洋;基于時(shí)域響應(yīng)結(jié)構(gòu)有限元模型修正方法研究[D];蘭州理工大學(xué);2016年

2 洪祖江;基于正則化有限元模型修正方法的結(jié)構(gòu)損傷識(shí)別[D];南昌大學(xué);2013年

3 張健;自適應(yīng)子結(jié)構(gòu)擬動(dòng)力試驗(yàn)方法[D];哈爾濱工業(yè)大學(xué);2010年

4 張吉?jiǎng)?基于模態(tài)應(yīng)變能的梁橋損傷識(shí)別[D];西南交通大學(xué);2007年

5 武魏娜;土木工程結(jié)構(gòu)參數(shù)識(shí)別時(shí)域法研究[D];天津大學(xué);2006年

，

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