【摘要】：隨著中國(guó)對(duì)交通的需求不斷增長(zhǎng),鋼箱梁斜拉橋不斷被修建,斜拉橋的計(jì)算方法與施工控制方法也不斷進(jìn)步發(fā)展。本文通以西樵大橋?yàn)楣こ瘫尘?在有限元分析模型的基礎(chǔ)上,對(duì)結(jié)構(gòu)的索力施工方案、結(jié)構(gòu)安全性進(jìn)行了計(jì)算分析。同時(shí)借鑒國(guó)內(nèi)外施工經(jīng)驗(yàn)通過(guò)零初始位移法計(jì)算給出了西樵大橋的施工過(guò)程中的安裝標(biāo)高;根據(jù)幾何控制法的原理,基于零初始位移法推導(dǎo)了鋼箱梁的制造線形。本文研究?jī)?nèi)容主要包括:1)介紹鋼箱梁斜拉橋的發(fā)展歷史;總結(jié)和歸納斜拉橋施工模擬的重要性和模擬方法,總結(jié)各種類型的斜拉橋模擬方法的優(yōu)缺點(diǎn)與應(yīng)用范圍。根據(jù)西樵大橋結(jié)構(gòu)特點(diǎn),選取單主梁模型法對(duì)西樵大橋的施工過(guò)程進(jìn)行模擬分析。2)在西樵大橋MIDAS模型的基礎(chǔ)上,計(jì)算比較通過(guò)設(shè)置索力調(diào)整工況達(dá)到成橋索力的施工方案與不設(shè)置調(diào)索工況的施工方案,在結(jié)構(gòu)受力方面的優(yōu)劣。同時(shí)基于有限元模型分析,計(jì)算給出了西樵大橋施工過(guò)程中斜拉橋的斜拉索、主梁受力變化情況以及主塔位移情況。在MIDAS有限元模型計(jì)算分析的基礎(chǔ)上,分析西樵大橋在施工各階段以及成橋階段的第一類穩(wěn)定安全系數(shù)。3)針對(duì)西樵大橋的調(diào)索施工階段,結(jié)合影響矩陣的概念提出通過(guò)MIDAS有限元模型獲得該階段索力影響矩陣的方法。使用影響矩陣通過(guò)迭代計(jì)算出調(diào)索施工階段的調(diào)索施加索力。比較計(jì)算索力結(jié)果與實(shí)際施工結(jié)果,說(shuō)明利用影響矩陣進(jìn)行調(diào)索索力計(jì)算的方法是可行與可靠的。4)詳細(xì)介紹了零初始位移法與切線初始位移法�；诹愠跏嘉灰品ㄓ�(jì)算結(jié)構(gòu)各施工過(guò)程的變形值,結(jié)合預(yù)拱度概念計(jì)算給出西樵大橋施工過(guò)程中鋼箱梁階段的安裝標(biāo)高。通過(guò)相鄰梁段安裝時(shí)關(guān)系,基于零初始位移法計(jì)算得出鋼箱梁的制造線形。同通過(guò)在施工過(guò)程中對(duì)結(jié)構(gòu)標(biāo)高進(jìn)行實(shí)際測(cè)量,驗(yàn)證基于幾何控制法的斜拉橋控制理論的準(zhǔn)確性。5)闡述無(wú)應(yīng)力索長(zhǎng)計(jì)算的基本理論,分別采用拋物線法與懸鏈線法計(jì)算西樵大橋的無(wú)應(yīng)力索長(zhǎng)。比較兩種計(jì)算方法可知在短索的情況下,拋物線法已經(jīng)具有足夠的精度。6)對(duì)西樵橋大橋的主梁重量、主塔剛度、拉索彈性模量、溫度的敏感性做了計(jì)算分析,得出各個(gè)因素對(duì)成橋狀態(tài)的影響值。
[Abstract]:With the increasing demand for traffic in China, steel box girder cable-stayed bridges are being constructed continuously, and the calculation method and construction control method of cable-stayed bridges are developing steadily. Based on the construction experience at home and abroad, the installation elevation of Xiqiao Bridge is calculated by zero initial displacement method. According to the principle of geometric control method, the manufacturing alignment of steel box girder is deduced based on zero initial displacement method. According to the structural characteristics of Xiqiao Bridge, the single girder model is selected to simulate the construction process of Xiqiao Bridge. 2) Based on the MIDAS model of Xiqiao Bridge, the calculation and comparison are carried out by setting the cable force to adjust the working conditions. At the same time, based on the finite element model analysis, the cable of Xiqiao Bridge in the construction process, the force changes of the main girder and the displacement of the main tower are calculated. The first stability safety factor of Xiqiao Bridge is analyzed in each construction stage and completion stage. 3) Aiming at the cable adjustment construction stage of Xiqiao Bridge, a method of obtaining cable force influence matrix by MIDAS finite element model is put forward according to the concept of influence matrix. Cable force. Comparing the results of cable force calculation with the actual construction results, it shows that the method of cable force calculation using influence matrix is feasible and reliable. 4) Zero initial displacement method and tangent initial displacement method are introduced in detail. Installation elevation of steel box girder during bridge construction. The manufacturing alignment of steel box girder is calculated based on zero initial displacement method according to the installation time relationship of adjacent beam sections. The accuracy of control theory of cable-stayed bridge based on geometric control method is verified by actual measurement of structural elevation during construction. 5) The calculation of unstressed cable length is expounded. The parabola method and the catenary method are used to calculate the unstressed cable length of Xiqiao Bridge respectively. Comparing the two methods, the parabola method has enough precision in the case of short cables. 6) The weight of the main girder, the stiffness of the main tower, the elastic modulus of the cable and the temperature sensitivity of the main girder of Xiqiao Bridge are calculated and analyzed. The influence value of each factor on the completion state.
【學(xué)位授予單位】：華南理工大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2015
【分類號(hào)】：U448.27

【參考文獻(xiàn)】

相關(guān)期刊論文 前7條

1 杜蓬娟,黃才良,張哲,劉春城;公和斜拉橋施工控制[J];大連理工大學(xué)學(xué)報(bào);2003年06期

2 肖汝誠(chéng),項(xiàng)海帆;斜拉橋索力優(yōu)化及其工程應(yīng)用[J];計(jì)算力學(xué)學(xué)報(bào);1998年01期

3 汪勁豐;徐興;項(xiàng)貽強(qiáng);;懸臂澆注施工斜拉橋的誤差控制方法[J];交通運(yùn)輸工程學(xué)報(bào);2008年04期

4 林楨楷;;差值法確定矮塔斜拉橋的初張索力[J];科學(xué)技術(shù)與工程;2010年16期

5 秦順全;斜拉橋安裝無(wú)應(yīng)力狀態(tài)控制法[J];橋梁建設(shè);2003年02期

6 蘇成,范學(xué)明;斜拉橋施工控制參數(shù)靈敏度與可靠度分析[J];土木工程學(xué)報(bào);2005年10期

7 狄謹(jǐn),黃慶;無(wú)背索斜塔鋼混凝土結(jié)合梁斜拉橋施工控制仿真[J];長(zhǎng)安大學(xué)學(xué)報(bào)(自然科學(xué)版);2004年03期

相關(guān)碩士學(xué)位論文 前5條

1 張金樹(shù);大跨徑連續(xù)剛構(gòu)橋施工計(jì)算和控制[D];長(zhǎng)安大學(xué);2005年

2 安金星;大跨度斜拉橋施工控制與仿真計(jì)算[D];西南交通大學(xué);2006年

3 白延芳;大跨度混凝土斜拉橋施工控制數(shù)值模擬方法探討[D];西南交通大學(xué);2009年

4 林楨楷;高低塔混合梁斜拉橋合理施工狀態(tài)確定與施工控制[D];華南理工大學(xué);2012年

5 孫文火;大跨度鋼桁梁斜拉橋施工控制分析[D];華南理工大學(xué);2014年

，

本文編號(hào)：2207093