【摘要】：波形鋼腹板箱梁橋采用新的鋼—混凝土組合結(jié)構(gòu)形式,充分利用混凝土和鋼的材料特點(diǎn)。恩陽河大橋是一座典型的波形鋼腹板預(yù)應(yīng)力混凝土箱梁連續(xù)剛構(gòu)橋,本文以該橋梁為工程背景,用ANSYS對該橋的施工過程進(jìn)行力學(xué)分析。論文首先介紹了大跨度連續(xù)剛構(gòu)橋的施工方法、施工控制內(nèi)容和施工控制的計算分析方法。恩陽河大橋是一座波形鋼腹板箱梁連續(xù)剛構(gòu)橋,施工中采用了懸臂澆筑法。根據(jù)該類型橋梁的結(jié)構(gòu)特點(diǎn)和施工特點(diǎn),最終選用施工控制中的正裝計算法。因該類型橋梁在施工過程中受力復(fù)雜,須采用有限元法進(jìn)行施工過程的受力分析。采用有限元軟件ANSYS建立了波形鋼腹板箱梁橋的有限元模型。建模具體步驟為：建立底板、橫隔板、頂板、預(yù)應(yīng)力鋼筋和鋼腹板的幾何模型,劃分單元后對稱建立中跨一半的單元,最終形成2#墩處的T構(gòu)有限元模型。并在附錄中就給出建模命令流。研究了該橋在施工過程中的應(yīng)力和線形。計算結(jié)果表明,2#墩頂與0#塊結(jié)合處應(yīng)力始終處于受壓的安全狀態(tài)。懸臂施工過程中,0#塊與1#塊的交界面在各個施工階段的最大拉壓應(yīng)力均滿足要求。每一施工階段澆筑混凝土后和張拉預(yù)應(yīng)力后梁體的線形變化表明,澆筑混凝土?xí)鹆后w向下的位移,張拉預(yù)應(yīng)力會產(chǎn)生上翹位移。施工中的最大上翹位移發(fā)生在6#節(jié)段,7#節(jié)段后梁體的上翹位移逐漸變小。施工過程中的梁體最大懸臂端出發(fā)生向下的位移為9.11mm。所以需給出合理的張拉預(yù)應(yīng)力束才能保證施工過程中梁體線形與設(shè)計標(biāo)高相符。
[Abstract]:The curved steel web box girder bridge adopts a new steel-concrete composite structure, which makes full use of the material characteristics of concrete and steel. Enyang River Bridge is a typical continuous rigid frame bridge with prestressed concrete box girder with wavy steel webs. In this paper, the construction process of the bridge is analyzed by ANSYS with the bridge as the engineering background. This paper first introduces the construction method, construction control content and construction control calculation and analysis method of long-span continuous rigid frame bridge. Enyang River Bridge is a continuous rigid frame bridge with curved steel web box girder. Cantilever pouring method is used in the construction. According to the structural and construction characteristics of this type of bridge, the formal calculation method in construction control is finally selected. Because the force of this type of bridge is complex in the construction process, the finite element method should be used to analyze the force in the construction process. The finite element model of curved steel web box girder bridge is established by using finite element software ANSYS. The specific steps of modeling are as follows: the geometric models of bottom plate, diaphragm, roof, prestressed steel bar and steel web are established, and the middle span element is symmetrically established after dividing the element, and finally the T structure finite element model at pier 2 # is formed. The modeling command flow is given in the appendix. The stress and alignment of the bridge in the construction process are studied. The calculation results show that the stress at the joint of 2 # pier top and 0 # block is always in a safe state of compression. In the process of cantilever construction, the maximum tensile and compressive stress of the interface between 0 # block and 1 # block meets the requirements in each construction stage. The linear changes of the beam body after pouring concrete and tensioned prestress in each construction stage show that the pouring concrete will cause the downward displacement of the beam body, and the tensioned prestress will produce the upward warping displacement. The maximum upwarping displacement occurred in 6 # segment, and the upper warping displacement of 7 # segment rear beam decreased gradually. The downward displacement of the maximum cantilever end of the beam in the construction process is 9.11 mm. Therefore, it is necessary to give a reasonable tensioned prestressed beam in order to ensure that the beam alignment is consistent with the design elevation in the construction process.
【學(xué)位授予單位】：西南交通大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2015
【分類號】：U445.4;U448.23

【引證文獻(xiàn)】

相關(guān)碩士學(xué)位論文 前1條

1 高明天（Cao Minh Thien）;多工作面懸澆施工波形鋼腹板PC組合箱梁橋力學(xué)性能分析[D];東南大學(xué);2017年

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本文編號：2503400