本文選題：鋼管混凝土勁性骨架拱橋　切入點：斜拉扣掛　出處：《廣西大學》2014年碩士論文

【摘要】：鋼管混凝土勁性骨架拱橋是將鋼管勁性骨架埋置于外包混凝土中,綜合了鋼管混凝土拱橋和鋼筋混凝土拱橋的優(yōu)點,主要應用于大跨徑拱橋。勁性骨架外包混凝土體量巨大,施工過程中結構剛度和強度逐步形成,體系轉(zhuǎn)換復雜、施工難度大,外包混凝土施工方法的選取至關重要。斜拉扣掛法通過施加斜向拱軸線上方的拉力,可以有效控制勁性骨架在連續(xù)澆筑外包混凝土過程中的應力和變形,為進一步研究特大跨徑鋼管混凝土勁性骨架拱橋外包混凝土斜拉扣掛法施工過程中的結構特性,保證期間結構的安全性和經(jīng)濟性,本文對某鋼管混凝土勁性骨架拱橋主橋拱圈外包混凝土進行了斜拉扣掛法連續(xù)澆注的結構受力、變形的計算分析。通過對大橋無斜拉扣索連續(xù)澆注外包混凝土的有限元分析表明,不加斜拉扣索進行外包混凝土連續(xù)澆注,鋼管混凝土勁性骨架的拱頂撓度產(chǎn)生較大反復,其中最大下?lián)?7.9cm,最大上撓31cm；同時,勁性骨架的鋼管和管內(nèi)混凝土最大壓應力分別達到422Mpa、47.0MPa,管內(nèi)混凝土最大拉應力達到11.2MPa。結構應力(尤其是管內(nèi)混凝土應力)遠遠超過其容許范圍,過大的反復變形也對結構極為不利。對斜拉扣掛法連續(xù)澆筑底板外包混凝土計算分析,對比3組斜拉扣索與4組斜拉扣索調(diào)控的效果,結果表明,在4組斜拉扣索調(diào)控下,拱頂始終無上撓,變形反復較小,最大下?lián)?1.Ocm；上下弦鋼管、管內(nèi)混凝土最大壓應力分別為210MPa、8.2MPa,管內(nèi)混凝土最大拉應力為1.04MPa。結構壓、拉應力均在容許范圍內(nèi),反復變形較小,斜拉扣掛法調(diào)控效果良好。
[Abstract]:CFST arch bridge is a steel skeleton embedded in concrete, the comprehensive advantages of CFST arch bridge and reinforced concrete arch bridge, mainly used in large span arch bridge reinforced concrete. The huge volume, in the construction process of the structural stiffness and strength gradually formed, system transformation is complex, difficult construction. It is very important to select the construction method of concrete cable-stayed suspension method. By applying the oblique arch axis above the pulling force, can effectively control the skeleton in the continuous casting process of concrete stress and deformation, for further research on the structural characteristics of the long-span CFST arch bridge concrete cable-stayed construction process in, to ensure the safety and economy during the period of structure, this paper of a CFST arch bridge's main bridge arch concrete for Cable structure hanging method of continuous casting stress, deformation analysis calculation. Through the finite element analysis of cable-stayed cable shows that continuous casting of outsourcing concrete on the bridge, and stayed buckle cable concrete continuous casting, vault deflection of CFST greatly again, one of the biggest deflection 37.9cm the maximum deflection, on 31cm; at the same time, concrete filled steel tube and steel frame of the maximum compressive stress reached 422Mpa, 47.0MPa respectively, the maximum tensile stress of concrete tube structure to 11.2MPa. stress (especially in concrete stress) exceeds the allowable range, large deformation of the structure is repeated the disadvantage. Cable hanging method calculation and analysis of continuous casting slab concrete, comparing the 3 groups and 4 groups of cable-stayed cable cable-stayed cable control effect, results show that in the 4 group of cable-stayed cable arch always under the control of supreme scratch, anti deformation The complex is smaller, maximum deflection of 21.Ocm; on the bottom steel tube, the maximum compressive stress of the concrete are respectively 210MPa, 8.2MPa, the maximum tensile stress of concrete pipe is 1.04MPa. structure pressure, tensile stress in the allowable range, repeated deformation and small cable-stayed suspension method control effect is good.

【學位授予單位】：廣西大學
【學位級別】：碩士
【學位授予年份】：2014
【分類號】：U445.57;U448.22
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本文編號：1723021