本文選題：索桿張力結(jié)構(gòu) + 預(yù)張力偏差�。� 參考：《浙江大學(xué)》2014年博士論文

【摘要】：本文以索桿張力結(jié)構(gòu)為研究對(duì)象,重點(diǎn)對(duì)其預(yù)張力偏差的定量估計(jì)和控制、剛度解析問(wèn)題進(jìn)行了討論,主要工作包括以下五個(gè)方面： (1)對(duì)結(jié)構(gòu)的最不利預(yù)張力偏差問(wèn)題進(jìn)行了研究。以構(gòu)件絕對(duì)和相對(duì)預(yù)張力偏差平方和作為衡量結(jié)構(gòu)預(yù)張力偏差的指標(biāo),利用二次型矩陣Rayleigh商的極性對(duì)結(jié)構(gòu)預(yù)張力偏差的有界性進(jìn)行了證明。通過(guò)對(duì)該二次型矩陣進(jìn)行譜分解并利用其特征值快速衰減的性質(zhì),建立了僅采用該矩陣的低階特征值和特征向量來(lái)近似求解結(jié)構(gòu)最不利預(yù)張力偏差及對(duì)應(yīng)的索長(zhǎng)誤差分布的方法。 (2)以控制結(jié)構(gòu)預(yù)張力偏差為目標(biāo)討論了主動(dòng)張拉索的優(yōu)選問(wèn)題。將單元的絕對(duì)預(yù)張力偏差平方和作為表征結(jié)構(gòu)預(yù)張力偏差的定量指標(biāo),從特征值的角度解釋了不同張拉方案對(duì)結(jié)構(gòu)預(yù)張力偏差控制效果不同的原因。以靈敏度矩陣的第一階特征值為評(píng)價(jià)指標(biāo),從控制結(jié)構(gòu)整體最不利預(yù)張力偏差的角度基于遺傳算法提出了一種主動(dòng)張拉索的優(yōu)選方法。 (3)結(jié)合樂(lè)清市體育場(chǎng)月牙形索桁張力罩棚結(jié)構(gòu)工程,從預(yù)張力偏差的角度開(kāi)展了施工張拉方案的比選和結(jié)構(gòu)預(yù)張力的實(shí)測(cè)工作。對(duì)該結(jié)構(gòu)在不同張拉控制方案下的結(jié)構(gòu)預(yù)張力偏差進(jìn)行了分析,并建議了可行的預(yù)張力施工方案。介紹了該結(jié)構(gòu)的預(yù)張力監(jiān)測(cè)方案,并將FBG和EM兩種索力測(cè)量方法應(yīng)用于該結(jié)構(gòu)的預(yù)張力監(jiān)測(cè)并建立了適應(yīng)長(zhǎng)期運(yùn)行的實(shí)時(shí)索力監(jiān)測(cè)系統(tǒng)。分析了該結(jié)構(gòu)張拉過(guò)程及初始態(tài)的實(shí)測(cè)預(yù)張力特點(diǎn)。 (4)重點(diǎn)對(duì)單元?jiǎng)偠扰c結(jié)構(gòu)需求剛度間的關(guān)系進(jìn)行了研究。給出了一個(gè)新的結(jié)構(gòu)切線剛度矩陣按單元組集的表達(dá)式,其中結(jié)構(gòu)的彈性剛度矩陣和幾何剛度矩陣均可表示成為剛度值和方向向量構(gòu)成的解析形式。在理論上找到了兩個(gè)重要的結(jié)構(gòu)自由度子空間,零彈性剛度子空間和需求剛度子空間,零彈性剛度子空間的剛度主要由結(jié)構(gòu)的幾何剛度提供,需求剛度子空間的剛度為外荷載作用方向的結(jié)構(gòu)剛度。建立了結(jié)構(gòu)和單元?jiǎng)偠葘?duì)需求剛度和零彈性剛度子空間剛度貢獻(xiàn)度的量化方法,通過(guò)該方法可找到結(jié)構(gòu)的關(guān)鍵剛度路徑。 (5)對(duì)結(jié)構(gòu)的動(dòng)力剛度特性進(jìn)行了初步探討。建立了結(jié)構(gòu)基本模態(tài)參數(shù)(頻率和振型)與單元彈性剛度和幾何剛度之間的關(guān)系。發(fā)現(xiàn)索桿張力結(jié)構(gòu)的頻譜視幾何剛度和彈性剛度對(duì)各階頻率貢獻(xiàn)度大小的不同存在明顯的“分區(qū)現(xiàn)象”,并給出了定量判別結(jié)構(gòu)各階頻率中幾何剛度、彈性剛度貢獻(xiàn)度的方法。利用零彈性模態(tài)子空間的剛度主要由幾何剛度提供的特點(diǎn),根據(jù)單元幾何剛度對(duì)其剛度貢獻(xiàn)度的大小建立了一個(gè)尋找結(jié)構(gòu)關(guān)鍵預(yù)張力單元的方法。最后建立了頻率、振型與結(jié)構(gòu)預(yù)張力間的解析關(guān)系,借助該關(guān)系式可根據(jù)實(shí)測(cè)的模態(tài)參數(shù)來(lái)求解結(jié)構(gòu)預(yù)張力。
[Abstract]:In this paper, the quantitative estimation and control of the pre-tension deviation and the analysis of the stiffness of the cable-bar tension structure are discussed. The main work includes the following five aspects: 1) the most unfavorable pretension deviation of the structure is studied. Based on the square sum of absolute and relative pretension deviations of structures, the boundedness of structural pretension deviations is proved by using the polarity of quadratic matrix Rayleigh quotient. By using the spectral decomposition of the quadratic matrix and the property of fast attenuation of its eigenvalue, A method of approximate solving the most unfavorable pretension deviation and the corresponding cable length error distribution by using the lower order eigenvalue and eigenvector of the matrix is established. Optimal selection of active tension cables. The square sum of absolute pretension deviation of elements is taken as a quantitative index to characterize the pretension deviation of structure. The reason why different tensioning schemes have different control effects on structural pretension deviation is explained from the point of view of eigenvalue. The first order eigenvalue of the sensitivity matrix is taken as the evaluation index. From the point of view of the most unfavorable pretension deviation of the whole control structure, based on genetic algorithm, an optimal selection method of active tension cable is proposed. From the angle of pretension deviation, the comparison and selection of construction tensioning scheme and the measurement of structural pretension are carried out. The pretension deviation of the structure under different tensioning control schemes is analyzed and the feasible pretension construction scheme is suggested. This paper introduces the pre-tension monitoring scheme of the structure, and applies two cable force measurement methods, FBG and EM, to the pre-tension monitoring of the structure and establishes a real-time cable force monitoring system suitable for long-term operation. The characteristics of the tensile process and the measured pretension in the initial state of the structure are analyzed. The relationship between the element stiffness and the required stiffness of the structure is studied. In this paper, a new expression of tangent stiffness matrix is given, in which the elastic stiffness matrix and geometric stiffness matrix of the structure can be expressed as the analytical form of stiffness value and direction vector. Two important structural freedom subspaces, zero elastic stiffness subspace and required stiffness subspace, are found theoretically. The stiffness of zero elastic stiffness subspace is mainly provided by the geometric stiffness of the structure. The stiffness of the required stiffness subspace is the structural stiffness in the direction of external load. A quantitative method for the contribution of structure and element stiffness to the required stiffness and the subspace stiffness of zero elastic stiffness is established, by which the key stiffness path of the structure can be found. (5) the dynamic stiffness characteristics of the structure are preliminarily discussed. The relationship between the basic modal parameters (frequency and mode shape) of the structure and the elastic and geometric stiffness of the element is established. It is found that the frequency spectrum apparent geometric stiffness and elastic stiffness of cable-bar tension structure have obvious "zoning phenomenon", and the method of quantitatively judging the contribution of geometric stiffness and elastic stiffness to each order frequency of the structure is given. Based on the fact that the stiffness of zero elastic mode subspace is mainly provided by geometric stiffness, a method for finding the key pretension element of structure is established according to the contribution of geometric stiffness to the stiffness of the element. Finally, an analytical relationship between the frequency, mode shape and pre-tension of the structure is established, by which the pre-tension of the structure can be solved according to the measured modal parameters.
【學(xué)位授予單位】：浙江大學(xué)
【學(xué)位級(jí)別】：博士
【學(xué)位授予年份】：2014
【分類(lèi)號(hào)】：TU399

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本文編號(hào)：2023578