【摘要】：對(duì)混凝土斜拉橋而言,混凝土自身作為一種時(shí)效材料,其收縮徐變特性對(duì)結(jié)構(gòu)的長(zhǎng)期變形有著舉足輕重的影響,并且對(duì)不同結(jié)構(gòu)形式、不同運(yùn)營(yíng)時(shí)期收縮徐變對(duì)橋梁的受力性能的影響也不盡相同,故有必要研究運(yùn)營(yíng)期收縮徐變對(duì)橋梁的影響;同時(shí),在建立初始有限元模型時(shí),由于實(shí)際建模的需要對(duì)實(shí)際情況進(jìn)行了各種簡(jiǎn)化和假定,依據(jù)設(shè)計(jì)圖紙建立的初始有限元模型計(jì)算得到的靜動(dòng)力響應(yīng)與實(shí)測(cè)值往往有不同程度的差異,因此,如何通過(guò)對(duì)初始有限元模型的修正從而使修正后的模型的計(jì)算值更加接近實(shí)測(cè)值是一個(gè)值得研究的方向。針對(duì)以上兩點(diǎn),本文以八里湖大橋?yàn)楸尘?做了以下工作:(1)采用不同的收縮徐變預(yù)測(cè)模型對(duì)八里湖大橋進(jìn)行理論計(jì)算分析,分別計(jì)算成橋后收縮徐變對(duì)八里湖大橋主梁撓度、斜拉索索力和塔頂偏位的改變量,從中比較各種收縮徐變預(yù)測(cè)模型之間的差異,得出ACI 209預(yù)測(cè)模型收縮徐變的發(fā)展主要集中在前期,CEB-FIP(1978)模型預(yù)測(cè)值偏于保守,JTG D62-2004和CEB-FIP(1990)預(yù)測(cè)值處于前兩者之間;(2)將三次健康監(jiān)測(cè)實(shí)測(cè)的主梁撓度進(jìn)行溫度修正,得到經(jīng)溫度修正后的收縮徐變對(duì)主梁撓度影響的實(shí)測(cè)值,并將這一結(jié)果和不同收縮徐變預(yù)測(cè)模型的計(jì)算結(jié)果進(jìn)行對(duì)比,選出和實(shí)測(cè)數(shù)據(jù)最相近的收縮徐變預(yù)測(cè)模型,得出JTG D62-2004預(yù)測(cè)模型的計(jì)算值比較符合實(shí)測(cè)值,CEB-FIP(1978)預(yù)測(cè)模型的計(jì)算值與實(shí)測(cè)值偏離最大;(3)根據(jù)成橋試驗(yàn)中的靜動(dòng)力實(shí)測(cè)數(shù)據(jù)對(duì)八里湖大橋進(jìn)行有限元模型修正,在待修正參數(shù)的選擇上采用靈敏度分析,聯(lián)合靜動(dòng)力特性構(gòu)建目標(biāo)函數(shù),采用粒子群優(yōu)化算法對(duì)目標(biāo)函數(shù)進(jìn)行優(yōu)化,最終得到修正后的有限元模型。在修正后的模型中,雖然在部分響應(yīng)值的誤差有所增大,但是無(wú)論是靜力位移還是動(dòng)力頻率在整體上都較模型修正前與實(shí)測(cè)值有了更好的吻合。
[Abstract]:For the concrete cable-stayed bridge, as a kind of aging material, the shrinkage and creep characteristics of concrete play an important role in the long-term deformation of the structure, and have different structural forms. The effects of shrinkage and creep on the mechanical performance of the bridge are different in different operation periods, so it is necessary to study the effect of shrinkage and creep on the bridge during the operation period. At the same time, when the initial finite element model is established, the actual situation is simplified and assumed because of the need of the actual modeling. The static and dynamic responses calculated by the initial finite element model based on the design drawings are often different from the measured values to varying degrees. How to modify the initial finite element model so that the calculated value of the modified model is closer to the measured value is a direction worth studying. In view of the above two points, this paper takes the Balihu Bridge as the background, and does the following work: (1) using the different shrinkage and creep prediction model to carry on the theoretical calculation and analysis to the Balihu Bridge, The deflection of the main girder, the cable force of the stayed cable and the deflection of the top of the tower are calculated respectively after the completion of the bridge, and the differences between the various models of shrinkage and creep prediction are compared. It is concluded that the development of ACI 209 prediction model is mainly concentrated in the early stage, the prediction value of CEB-FIP (1978) model is conservative, and that of JTG D62-2004 and CEB-FIP (1990) is between the former two. (2) the deflection of the main beam measured by three times health monitoring is corrected by temperature, and the measured value of the effect of shrinkage and creep on the deflection of the main beam after temperature correction is obtained, and the results are compared with the calculated results of different shrinkage and creep prediction models. The model of shrinkage and creep prediction, which is the closest to the measured data, is selected. The calculated values of JTG D62-2004 model are in good agreement with the measured values. The deviation between the calculated values of CEB-FIP (1978) prediction model and the measured values is the largest. (3) based on the static and dynamic measured data of the bridge, the finite element model of the bridge is modified. The sensitivity analysis is used to select the parameters to be corrected, and the objective function is constructed by combining the static and dynamic characteristics. Particle swarm optimization (PSO) algorithm is used to optimize the objective function and the modified finite element model is obtained. In the modified model, although the error of partial response value is increased, both static displacement and dynamic frequency are in good agreement with the measured values on the whole.
【學(xué)位授予單位】：湖南大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2015
【分類(lèi)號(hào)】：U441;U448.27

【參考文獻(xiàn)】

相關(guān)期刊論文 前10條

1 王立峰;王子強(qiáng);劉龍;;大跨度矮塔斜拉橋收縮徐變效應(yīng)分析[J];公路工程;2013年04期

2 陳素君;唐盛華;張國(guó)剛;方志;;混凝土斜拉橋長(zhǎng)期性能試驗(yàn)[J];中國(guó)公路學(xué)報(bào);2011年04期

3 方志;唐盛華;張國(guó)剛;陳素君;董優(yōu);;基于多狀態(tài)下靜動(dòng)態(tài)測(cè)試數(shù)據(jù)的斜拉橋模型修正[J];中國(guó)公路學(xué)報(bào);2011年01期

4 潘鉆峰;呂志濤;劉釗;林波;王輝;;高強(qiáng)混凝土收縮徐變?cè)囼?yàn)及預(yù)測(cè)模型研究[J];公路交通科技;2010年12期

5 郭力;李兆霞;高效偉;;基于復(fù)域靈敏度分析的靜力模型修正方法研究[J];工程力學(xué);2010年08期

6 鄧苗毅;任偉新;;基于靜力荷載試驗(yàn)的連續(xù)箱梁橋結(jié)構(gòu)有限元模型修正[J];福州大學(xué)學(xué)報(bào)(自然科學(xué)版);2009年02期

7 曹?chē)?guó)輝;方志;;混凝土連續(xù)箱梁長(zhǎng)期受力性能分析[J];工程力學(xué);2009年03期

8 裴炳志;葉見(jiàn)曙;汪劍;;地錨式斜拉橋收縮徐變效應(yīng)測(cè)試與分析[J];橋梁建設(shè);2008年06期

9 宗周紅;夏樟華;;聯(lián)合模態(tài)柔度和靜力位移的橋梁有限元模型修正方法[J];中國(guó)公路學(xué)報(bào);2008年06期

10 邊晶梅;朱浮聲;陳耕野;白泉;;基于交互式多目標(biāo)遺傳算法的混凝土橋面板維修優(yōu)化[J];公路交通科技;2008年05期

相關(guān)博士學(xué)位論文 前2條

1 李寧;粒子群優(yōu)化算法的理論分析與應(yīng)用研究[D];華中科技大學(xué);2006年

2 陳從春;矮塔斜拉橋設(shè)計(jì)理論核心問(wèn)題研究[D];同濟(jì)大學(xué);2006年

相關(guān)碩士學(xué)位論文 前5條

1 謝瑞杰;基于靜動(dòng)力有限元模型修正的既有鋼筋混凝土拱橋承載能力評(píng)估[D];中南大學(xué);2010年

2 翁尚彬;重慶菜園壩長(zhǎng)江大橋有限元模型修正研究[D];重慶大學(xué);2009年

3 劉麗芳;粒子群算法的改進(jìn)及應(yīng)用[D];太原理工大學(xué);2008年

4 岳笛;重慶石板坡長(zhǎng)江大橋復(fù)線(xiàn)橋基于靜動(dòng)力的模型修正[D];重慶大學(xué);2007年

5 戴鵬;鋼管混凝土拱橋拱肋無(wú)支架纜索吊裝合理扣索力的優(yōu)化設(shè)計(jì)方法研究[D];長(zhǎng)安大學(xué);2004年

，

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