發(fā)布時間：2018-11-27 15:54

【摘要】：2012年底,第一座千米級的三塔兩跨懸索橋——泰州長江公路大橋建成通車后,在國內(nèi)外掀起了對多塔多跨懸索橋的研究熱潮。隨后,馬鞍山長江公路大橋和武漢鸚鵡洲長江大橋也分別在2013年和2014年底建成通車。然而由于對多塔多跨懸索橋的研究還未成熟,特別在施工狀態(tài)下其結(jié)構(gòu)尚未成型時,受到強(qiáng)風(fēng)作用時的危險程度可能比成橋下更大。為研究新型三塔兩跨懸索橋結(jié)構(gòu)施工階段的振動特性,分析出其振動過程中不同于傳統(tǒng)懸索橋的性質(zhì),以便了解其施工過程中的動力穩(wěn)定性問題,并進(jìn)一步提出解決措施。對三塔兩跨懸索橋施工階段建立了有限元模型。通過Irvine自由振動線性理論驗(yàn)證了模型的正確性。在定義局部和全局振型的基礎(chǔ)上,分析了三塔兩跨塔索系統(tǒng)和塔索梁系統(tǒng)的模態(tài)特征。研究表明三塔兩跨塔索系統(tǒng)仍保持著各結(jié)構(gòu)部分獨(dú)立的模態(tài)特性,但又具有其獨(dú)特的模態(tài)屬性。在低階頻率下,系統(tǒng)振動可理想的分為非耦合的面內(nèi)和面外振動,并產(chǎn)生了一些新的特征頻率和振型。低階邊跨索的振型耦合了高階主跨索的振型,在一些特定的模態(tài)屬性和組合下,將分別產(chǎn)生相應(yīng)局部和全局面內(nèi)面外振動。各個吊裝階段梁段受主纜的影響較大,索的面外、面內(nèi)振動分別引發(fā)了梁段的擺動、提升和扭轉(zhuǎn)模態(tài)。隨著梁段數(shù)量的增加,各種模態(tài)頻率產(chǎn)生不同程度的變化導(dǎo)致模態(tài)超越現(xiàn)象,反映了主梁成型過程中結(jié)構(gòu)動力特性的不穩(wěn)定性。為改善吊裝過程中結(jié)構(gòu)的抗風(fēng)穩(wěn)定性,本文采用設(shè)置抗風(fēng)纜的方法,有效的提高了加勁梁的顫振臨界風(fēng)速。
[Abstract]:At the end of 2012, the first three-tower and two-span suspension bridge, Taizhou Yangtze River Highway Bridge, was completed and opened to traffic. Subsequently, the Maanshan Yangtze River Highway Bridge and Wuhan Paraozhou Yangtze River Bridge were completed and opened to traffic in late 2013 and 2014 respectively. However, because the research of multi-tower and multi-span suspension bridge is not mature, especially when the structure is not formed under the construction state, the dangerous degree of the bridge under the action of strong wind may be greater than that under the bridge. In order to study the vibration characteristics of a new type of three-tower two-span suspension bridge during construction, the characteristics different from the traditional suspension bridge in the vibration process are analyzed, in order to understand the dynamic stability problem in the construction process and further put forward the solving measures. The finite element model of three-tower two-span suspension bridge is established. The correctness of the model is verified by Irvine free vibration linear theory. Based on the definition of local and global vibration modes, the modal characteristics of three-tower two-span tower cable system and tower girder system are analyzed. The study shows that the three-tower and two-span tower cable system still maintains the independent modal characteristics of each part of the structure, but it has its unique modal properties. At low frequency, the vibration of the system can be divided into uncoupled in-plane and off-plane vibration, and some new characteristic frequencies and modes are generated. The vibration modes of the low-order side span cables are coupled with those of the higher-order main-span cables. Under some specific modal properties and combinations the corresponding local vibration and the in-plane vibration will be generated respectively. The influence of the main cable on the beam segment in each stage of hoisting is great. The out-of-plane and in-plane vibration of the cable causes the swinging, lifting and torsional modes of the beam section respectively. With the increase of the number of beam segments, various modal frequencies produce varying degrees of modal transcendence, which reflects the instability of the dynamic characteristics of the structure during the forming process of the main beam. In order to improve the wind-resistant stability of the structure during hoisting, the method of setting wind-resistant cable is used in this paper, which effectively improves the critical flutter velocity of stiffened beam.
【學(xué)位授予單位】：南京林業(yè)大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2015
【分類號】：U445.4;U448.25

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本文編號：2361358