【摘要】：波形鋼腹板連續(xù)剛構(gòu)橋是使用波形鋼板替代傳統(tǒng)連續(xù)剛構(gòu)橋中的混凝土腹板形成的組合結(jié)構(gòu)。該體系的主要組成要素包括混凝士頂?shù)装?波形鋼腹板和體外預(yù)應(yīng)力束。在波形鋼腹板連續(xù)剛構(gòu)橋中,混凝土抗壓性能好、波形鋼腹板剪切屈曲強(qiáng)度高的優(yōu)點(diǎn)得到充分地發(fā)揮,不僅減少了頂、底板預(yù)應(yīng)力束的損失,還簡(jiǎn)化了復(fù)雜的預(yù)埋管道工序。與傳統(tǒng)連續(xù)剛構(gòu)橋相比,波形鋼腹板連續(xù)剛構(gòu)橋的結(jié)構(gòu)設(shè)計(jì)更為合理。但通過(guò)研究國(guó)、內(nèi)外此類橋型的結(jié)構(gòu)設(shè)計(jì)參數(shù)和施工過(guò)程的相關(guān)成果后發(fā)現(xiàn),在現(xiàn)階段的波形鋼腹板連續(xù)剛構(gòu)橋的結(jié)構(gòu)設(shè)計(jì)參數(shù)與施工過(guò)程中存在負(fù)彎矩區(qū)內(nèi)襯混凝土設(shè)置參數(shù)不確定、體外束極限應(yīng)力和二次效應(yīng)計(jì)算公式繁多但計(jì)算結(jié)果相差較大、傳統(tǒng)的滿堂支架施工方法在大高差邊跨段內(nèi)的施工風(fēng)險(xiǎn)激增等問(wèn)題。為解決上述問(wèn)題,論文通過(guò)理論研究與實(shí)橋設(shè)計(jì)相結(jié)合的方法,分析在實(shí)橋設(shè)計(jì)中波形鋼腹板組合連續(xù)剛構(gòu)橋極限承載能力驗(yàn)算等效計(jì)算模型的建立方法,探討內(nèi)襯混凝土的不同設(shè)置參數(shù)和體外預(yù)應(yīng)力束極限強(qiáng)度的必要性及其對(duì)橋梁抗彎性能的影響,同時(shí)研究在高墩節(jié)段替代滿堂支架方法的新邊跨施工方法——“利用波形鋼腹板自身剛度替代勁性骨架”法的合理性和可行性。論文研究的主要內(nèi)容包括：(1)波形鋼腹板組合連續(xù)剛構(gòu)橋極限承載能力驗(yàn)算的等效計(jì)算模型的建立方法；(2)大高差邊跨合龍段的施工過(guò)程研究；(3)考慮內(nèi)襯混凝土效應(yīng)和體外預(yù)應(yīng)力束極限應(yīng)力、二次效應(yīng)的波形鋼腹板組合連續(xù)剛構(gòu)橋極限抗彎承載能力；(4)結(jié)合設(shè)計(jì)實(shí)例的波形鋼腹板組合連續(xù)剛構(gòu)橋的有限元模型力學(xué)性能分析；(5)波形鋼腹板組合連續(xù)剛構(gòu)橋?qū)崢蛟O(shè)計(jì)建議。因此,論文將結(jié)合跨度為(57+2×100+57)m的蘭州北環(huán)小砂溝大橋,基于不同參數(shù),通過(guò)Midas Civil 2012軟件,建立不同條件下的有限元模型,對(duì)波形鋼腹板連續(xù)剛構(gòu)橋進(jìn)行結(jié)構(gòu)設(shè)計(jì)參數(shù)與施工過(guò)程研究,對(duì)此類橋梁的設(shè)計(jì)提出優(yōu)化建議并通過(guò)實(shí)橋的設(shè)計(jì)計(jì)算進(jìn)行驗(yàn)證,以期為此類波形鋼腹板組合連續(xù)剛構(gòu)橋的工程應(yīng)用提供有益的參考。
[Abstract]:Continuous rigid frame bridge with wavy steel web is a composite structure formed by using waveform steel plate instead of concrete web in traditional continuous rigid frame bridge. The main elements of the system include concrete top and bottom plate, wavy steel web and external prestressed beam. In the continuous rigid frame bridge with wavy steel webs, the advantages of good compressive performance of concrete and high shear and buckling strength of waveform steel webs have been brought into full play, which not only reduces the loss of prestressed bundles of roof and bottom plate, but also simplifies the complex embedded pipeline process. Compared with the traditional continuous rigid frame bridge, the structural design of wavy steel web continuous rigid frame bridge is more reasonable. However, after studying the structural design parameters and the related results of the construction process of this kind of bridge in and out of China, it is found that At present, the structural design parameters of wavy steel web continuous rigid frame bridge are uncertain with the setting parameters of lining concrete in negative moment zone, and there are many formulas for calculating the ultimate stress and secondary effect of external beam, but the calculation results are quite different. The construction risk of the traditional full hall support construction method in the span section of large height difference is surging and so on. In order to solve the above problems, through the combination of theoretical research and real bridge design, this paper analyzes the method of establishing the equivalent calculation model of ultimate bearing capacity of wavy steel web composite continuous rigid frame bridge in the design of real bridge. This paper discusses the necessity of different setting parameters of lined concrete and the ultimate strength of external prestressed bundles and its influence on the bending performance of bridges. At the same time, the rationality and feasibility of the new side span construction method, "replacing the rigid skeleton with the stiffness of the curved steel web", which is used to replace the full support method in the high pier segment, is studied. The main contents of this paper are as follows: (1) the establishment method of equivalent calculation model for checking the ultimate bearing capacity of wavy steel web composite continuous rigid frame bridge, (2) the construction process of large height difference edge span section, (2) the construction process of large height difference edge span section, and (2) the construction process of large height difference edge span section. (3) considering the concrete effect of lining and the ultimate stress of external prestressed beam, the ultimate bending bearing capacity of wavy steel web composite continuous rigid frame bridge is considered. (4) the finite element model mechanical properties analysis of the continuous rigid frame bridge with wavy steel webs combined with the design example, and (5) the design suggestion of the continuous rigid frame bridge with the steel web composite bridge. Therefore, combined with the Xiaoxagou Bridge with a span of (572 脳 10057) m, based on different parameters and Midas Civil 2012 software, the finite element models under different conditions are established in this paper. The structural design parameters and construction process of waveform steel web continuous rigid frame bridge are studied, and the optimization suggestions for the design of this kind of bridge are put forward and verified by the design calculation of the real bridge. In order to provide useful reference for the engineering application of this kind of curved steel web composite continuous rigid frame bridge.
【學(xué)位授予單位】：西南交通大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2015
【分類號(hào)】：U445.4;U448.23

【引證文獻(xiàn)】

相關(guān)會(huì)議論文 前1條

1 藺釗飛;劉玉擎;賀君;韓斌;;折腹型內(nèi)襯混凝土組合梁抗剪性能研究[A];第二十屆全國(guó)橋梁學(xué)術(shù)會(huì)議論文集（下冊(cè)）[C];2012年

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本文編號(hào)：2492028