【摘要】：近年來，由于鋼-混凝土結(jié)合梁具有自重輕、強度高、剛度大等特點，在我國橋梁建設(shè)的應(yīng)用中已日趨廣泛。但是隨著時間的推移，徐變作用導(dǎo)致其內(nèi)力重分布，同時使結(jié)構(gòu)產(chǎn)生較大的附加變形，因此充分合理分析大跨徑組合梁橋的長期徐變效應(yīng)具有重要的意義。而目前對于徐變效應(yīng)的分析預(yù)測都是基于現(xiàn)有的混凝土徐變模型，研究表明，不同的徐變模型由于其考慮因素的不同以及實驗條件和側(cè)重點的不同，導(dǎo)致各種模型之間存在較大的差異性，因此為了充分分析大跨徑組合連續(xù)箱梁橋的長期徐變效應(yīng)，同時又考慮到港珠澳大橋6×85m組合連續(xù)箱梁橋重大工程特殊的社會意義和地位以及120年的超長設(shè)計使用壽命，因此本文針對港珠澳大橋6×85m組合連續(xù)箱梁橋，考慮上部混凝土橋面板預(yù)制存放180天，運用橋梁專業(yè)軟件MIDAS/CIVIL建立大跨徑組合梁橋空間計算模型，分別選取中國JTG-2004模型、歐洲CEB-FIP(1978)模型、CEB-FIP(1990)模型以及美國ACI-209模型，對大跨徑組合連續(xù)箱梁橋進行長期徐變效應(yīng)對比分析。主要研究成果包括以下幾個部分： 1、以港珠澳大橋6×85m組合連續(xù)箱梁橋為工程背景，運用橋梁專業(yè)軟件MIDAS建立全橋空間有限元模型，進行有限元仿真分析。 2、研究混凝土徐變對組合梁橋運營10年結(jié)構(gòu)變形的影響，研究結(jié)果表明：在10年的計算運營時間里，在不同的徐變模型下，大跨徑組合連續(xù)箱梁橋變形發(fā)展規(guī)律基本一致，各跨跨中徐變撓度都在不斷增加，徐變變形增長速率逐漸減小，10年時間徐變基本全部完成，但是在不同的計算模型下，在不同的計算時間里，分析計算得到的徐變撓度各不相同； 3、隨著時間的推移，徐變作用使混凝土板的截面應(yīng)力逐漸減小，，但是變化幅度較小，其中上翼緣減小最大值為2.21MPa，下翼緣最大減小值為0.21MPa；對于鋼梁而言，鋼主梁上翼緣位置是受徐變作用影響最大的位置，運營10年后，JTG-2004模型、CEB-FIP(1978)模型、ACI209模型、CEB-FIP(1990)模型下的鋼主梁上緣應(yīng)力分別達到了鋼材允許應(yīng)力設(shè)計值的33.65%、35.67%、30.54%、30.88%，不同徐變模型下鋼主梁應(yīng)力相差達到10.77MPa，而鋼主梁下翼緣由于徐變作用，導(dǎo)致其下緣拉應(yīng)力出現(xiàn)一定程度的降低，但是降低幅度不大。
[Abstract]:In recent years, steel-concrete composite beams have been widely used in the construction of bridges in China due to their characteristics of light weight, high strength and large stiffness. However, with the passage of time, creep results in the redistribution of internal force and large additional deformation of the structure. Therefore, it is of great significance to analyze the long-term creep effect of long-span composite beam bridges. At present, the analysis and prediction of creep effect are based on existing concrete creep models. The research shows that different creep models are different because of their different factors, experimental conditions and emphases. Therefore, in order to fully analyze the long-term creep effect of long-span composite continuous box girder bridge, At the same time, considering the special social significance and status of the 6 脳 85m composite continuous box girder bridge and the 120 years' long design life of the bridge, this paper aims at the 6 脳 85m composite continuous box girder bridge of the HongKong-Zhuhai-Macao Bridge. Considering the prefabricated storage of upper concrete deck slab for 180 days, the spatial calculation model of long-span composite beam bridge was established by using the bridge professional software MIDAS/CIVIL. The Chinese JTG-2004 model, European CEB-FIP (1978) model, CEB-FIP (1990) model and American ACI-209 model were selected respectively. The long-span composite continuous box girder bridge is analyzed by comparing the long-term creep effect. The main research results include the following parts: 1. Taking the 6 脳 85m composite continuous box girder bridge of HongKong-Zhuhai-Macao Bridge as the engineering background, the spatial finite element model of the whole bridge is established by using the bridge professional software MIDAS. 2. The influence of concrete creep on the structural deformation of composite beam bridge for 10 years is studied. The results show that: in the 10 years of operation time, under different creep models, The deformation development law of long-span composite continuous box girder bridge is basically the same, the creep deflection of each span is increasing, the creep deformation growth rate is gradually decreasing, and the creep is almost complete in 10 years, but under different calculation models, In different calculation time, the calculated creep deflection is different. 3, with time, the creep effect makes the section stress of concrete slabs decrease gradually, but the variation range is small. The maximum value of reduction of upper flange is 2.21MPa, and that of lower flange is 0.21MPa. for steel beam, the position of upper flange of steel main beam is the most affected by creep. After 10 years of operation, the upper edge stresses of steel main beams under JTG-2004 model, CEB-FIP (1978) model, ACI209 model and CEB-FIP (1990) model have reached 33.65 ~ 35.67 and 30.88A of the design value of allowable stress of steel, respectively. The stress difference of steel main beam under different creep models is 10.77 MPa, while the lower flange of steel main beam is due to creep. The lower edge tensile stress decreases to a certain extent, but the decrease is not significant.
【學(xué)位授予單位】：武漢理工大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2014
【分類號】：U441

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