本文選題：正交異性鋼橋面板疲勞　切入點(diǎn)：構(gòu)造細(xì)節(jié)　出處：《西南交通大學(xué)》2015年碩士論文

【摘要】：正交異性鋼橋面板由于其自重較傳統(tǒng)的混凝土面板輕,可有效控制其預(yù)制及施工質(zhì)量,現(xiàn)場拼裝方便快速,受力性能較優(yōu)、行車舒適性好而變得越來越廣泛應(yīng)用于長大跨度橋梁,如懸索橋和斜拉橋等。但是,由于正交異性鋼橋面板系統(tǒng)有著縱、橫、豎三向通過栓焊連接在一起的復(fù)雜板件結(jié)構(gòu),并相應(yīng)地導(dǎo)致連接部位結(jié)構(gòu)性應(yīng)力狀況復(fù)雜,且由于焊接過程中常常存在殘余應(yīng)力集中,導(dǎo)致部分構(gòu)造細(xì)節(jié)處易發(fā)生疲勞開裂,直接影響橋梁的安全和性能。文章以其中一個構(gòu)造細(xì)節(jié)—縱肋和橫隔板連接處,亦即最易發(fā)生疲勞損傷破壞的一個細(xì)節(jié)處為研究對象,對正交異性鋼橋面板疲勞開裂的問題進(jìn)行研究和優(yōu)化。文章主要工作如下：(1)對正交異性鋼橋面板的起源,研究現(xiàn)狀,計算理論,焊接工藝等進(jìn)行了歸納總結(jié)。(2)闡述國內(nèi)外針對U肋和橫隔板連接處疲勞試驗研究的成果,針對此連接處開裂主要出現(xiàn)的部位,即U肋和橫隔板豎向連接焊縫處豎向裂紋、橫隔板弧形開口端部橫向裂縫、焊趾下部縱肋橫向裂縫,分析其各自的成因。(3)為提高正交異性鋼橋面板U肋和橫隔板連接處的抗疲勞性能,分析此處橫隔板和U肋各自的應(yīng)力組成情況,通過選取AASHTO規(guī)范推薦的縱肋和橫隔板形式,建立了精細(xì)的實體元數(shù)值分析模型,加載后得出面內(nèi)應(yīng)力和面外應(yīng)力所占比大小,為此處細(xì)節(jié)的局部加強(qiáng)和抗疲勞性能優(yōu)化提供依據(jù)。(4)在得出縱肋和橫隔板各自面內(nèi)應(yīng)力和面外應(yīng)力所占比例的基礎(chǔ)上,從設(shè)計構(gòu)造上對此細(xì)節(jié)進(jìn)行優(yōu)化,研究討論了此處局部剛度加強(qiáng)的一些措施,包括在縱肋內(nèi)部焊接縱肋梯形小隔板、內(nèi)部加勁肋等,在此基礎(chǔ)上,分別研究分析了正交異性鋼橋未焊接和焊接縱肋小隔板之后,改變頂板厚度、橫隔板厚度、U肋厚度等對此細(xì)節(jié)處受力性能的影響。
[Abstract]:Because the orthotropic steel bridge face plate is lighter than the traditional concrete face slab, it can effectively control its prefabrication and construction quality, and it is convenient and quick to assemble on site, and its mechanical performance is better.Driving comfort has become more and more widely used in long span bridges, such as suspension bridges and cable-stayed bridges.However, the orthotropic steel bridge panel system has a complex plate structure connected by bolting and welding in longitudinal, transverse and vertical directions, which leads to the complex structural stress condition in the connection position.Due to the residual stress concentration in welding process, some structural details are prone to fatigue cracking, which directly affects the safety and performance of the bridge.In this paper, the problem of fatigue cracking of orthotropic steel bridge face slab is studied and optimized by taking one of the structural details, the joint of longitudinal rib and transverse partition, that is, one of the most vulnerable to fatigue damage and failure, as the research object.The main work of this paper is as follows: (1) summarizing the origin, research status, calculation theory and welding process of orthotropic steel bridge panel. (2) expounding the results of fatigue test at the joint of U rib and transverse diaphragm at home and abroad.In view of the main cracks in the joint, that is, the vertical crack in the weld seam between U rib and transverse partition plate, the transverse crack in the arc end of transverse partition plate, the transverse crack in longitudinal rib at the bottom of the weld toe, and the transverse crack in the longitudinal rib at the bottom of the weld toe.In order to improve the fatigue resistance of the joint between U rib and transverse diaphragm of orthotropic steel bridge, the stress composition of transverse diaphragm and U rib is analyzed. The longitudinal rib and transverse partition form recommended by AASHTO code are selected.A fine numerical analysis model of solid element is established. After loading, the ratio of internal stress and out-of-plane stress is obtained.To provide the basis for the local strengthening and fatigue performance optimization of the detail here. (4) on the basis of finding out the proportion of the in-plane stress and the out-of-plane stress of the longitudinal rib and the transverse diaphragm, the detail is optimized from the design and construction.In this paper, some measures to strengthen the local stiffness are studied and discussed, including welding trapezoidal diaphragm and stiffening rib inside longitudinal rib. On the basis of this, the paper studies and analyzes the joint of longitudinal rib small partition without welding or welding longitudinal rib in orthotropic steel bridge.The influence of the thickness of roof and the thickness of U rib on the mechanical performance of this detail.
【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】：U441.4;U443.31

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