發(fā)布時間：2018-11-18 17:56

【摘要】：新建鐵路貴陽至廣州線北江特大鋼桁斜拉橋首次采用帶水平K撐的縱橫梁橋面系,該橋面系是對傳統(tǒng)縱橫梁橋面體系全新的改進。兩端邊跨及靠近邊跨端的次邊跨4個節(jié)間采用混凝土橋面板,其余部分采用正交異性鋼橋面。通過仿真分析,對高速鐵路專用斜拉橋的橋面系結構受力行為進行深入研究。初步探討不同K撐構造對橋面結構受力的影響,為其他同類橋梁的橋面系設計提供參考。在仿真分析的基礎上,以水平K撐構造為核心,優(yōu)化模型結構及輔助構造,構建局部K撐節(jié)段靜載試驗模型,從而獲得鐵路鋼桁梁斜拉橋帶水平K撐橋面系的實際受力狀況。主要研究內容和成果如下：1、結構分析,包括全橋桿系模型分析和桿系結合殼單元的多尺度仿真模型分析。前者使用MIDAS有限元軟件進行計算分析,確定K撐在全橋中最不利受力位置。后者采用ANSYS有限元軟件建立K撐最不利受力位置處的節(jié)段空間殼單元模型,重點分析局部應力分布。通過仿真分析,研究K撐、縱梁、橫梁等桿件在恒載和活載作用下的傳力機理及其局部的應力水平。計算結果表明：各桿件的應力水平均較低,K撐結構能有效減小縱梁、橫梁和橫肋的面外彎曲產生的水平應力,解決傳統(tǒng)縱橫梁橋面系橫梁截面處面外彎曲所產生的應力超限問題。2、初步探討不同K撐構造形式對橋面系結構受力行為的影響。通過對不設置K撐、T型截面K撐以及工字型截面K撐三種橋面系中的縱梁、橫梁、橫肋、下弦桿整體節(jié)點以及K撐等進行受力特性分析,得出T型截面K撐橋面系能夠有效的降低桿件的局部應力,橋面受力更加合理。3、在仿真分析的基礎上,以K撐結構為主要研究對象,構建局部K撐節(jié)段靜載試驗模型,進行模型試驗研究。由試驗結果可知：各桿件的實測應力與理論值較為吻合,采用有限元數(shù)值分析對橋梁結構局部應力分析是行之有效的。在加載過程中,各測點均處于彈性工作狀態(tài),結構應力滿足規(guī)范要求,說明結構具有較大的安全儲備。
[Abstract]:The bridge deck system with horizontal K brace is adopted for the first time in the Beijiang extra large steel truss cable-stayed bridge of the Guiyang to Guangzhou railway line. The deck system is a new improvement on the traditional bridge deck system. At both ends and near the side span, the concrete deck slab is used in the four intersections, and the other parts are orthotropic steel deck. Through simulation analysis, the behavior of deck structure of cable-stayed bridge for high-speed railway is studied. The influence of different K-brace structures on the stress on the deck structure is discussed, which provides a reference for the design of bridge deck system of other similar bridges. On the basis of simulation analysis, taking horizontal K brace structure as the core, the model structure and auxiliary structure are optimized, and the static load test model of local K braced section is constructed, thus the actual force condition of horizontal K braced bridge deck system in railway steel truss girder cable-stayed bridge belt is obtained. The main research contents and results are as follows: 1. Structural analysis, including the analysis of the full bridge member model and the multi-scale simulation model of the member system combined with shell element. The former is calculated and analyzed by MIDAS finite element software to determine the most unfavorable position of K braces in the whole bridge. The ANSYS finite element software is used to establish the segmental spatial shell element model at the most unfavorable position of K-braces, and the local stress distribution is analyzed emphatically. The mechanism of force transfer and the local stress level of K brace, longitudinal beam and cross beam under dead and live load are studied by simulation analysis. The results show that the stress level of each member is low, and the horizontal stress caused by the out-of-plane bending of the longitudinal beam, the transverse beam and the transverse rib can be effectively reduced by the K-braced structure. In order to solve the problem of stress overrun caused by the bending of the cross section of the traditional longitudinal and transverse beams, the influence of different K-braced structures on the behavior of the bridge deck structure is discussed preliminarily. The stress characteristics of longitudinal beam, transverse rib, integral joint of lower chord and K brace in three kinds of bridge deck systems without K brace, T section K brace and I section K brace are analyzed. It is concluded that the T-section K-braced deck system can effectively reduce the local stress of the members, and the stress on the deck is more reasonable. 3. On the basis of simulation analysis, taking K-braced structure as the main research object, the static test model of the local K-braced section is constructed. Model test was carried out. The experimental results show that the measured stress of each member is in good agreement with the theoretical value, and the finite element numerical analysis is effective for the local stress analysis of the bridge structure. In the process of loading, the measured points are in elastic working state, and the structural stress meets the requirements of the code, which indicates that the structure has a large safety reserve.
【學位授予單位】：西南交通大學
【學位級別】：碩士
【學位授予年份】：2015
【分類號】：U448.27;U441

【參考文獻】

相關期刊論文 前10條

1 姚亞東;楊永清;劉振標;施洲;蒲黔輝;;大跨度鐵路鋼箱梁混合斜拉橋鋼混結合段模型試驗研究[J];鐵道學報;2015年03期

2 高宗余;;滬通長江大橋主橋技術特點[J];橋梁建設;2014年02期

3 杜萍;萬田保;;銅陵公鐵兩用長江大橋主橋鋼梁設計[J];橋梁建設;2014年02期

4 穆祥純;;基于傳統(tǒng)和創(chuàng)新的日本城市橋梁(上)[J];特種結構;2014年01期

5 卜一之;趙雷;李喬;;蘇通長江大橋結構非線性穩(wěn)定性研究[J];土木工程學報;2013年01期

6 徐科英;肖海珠;;安慶長江鐵路大橋主橋橋面系受力分析[J];橋梁建設;2012年03期

7 閆斌;戴公連;張華平;;Beam-track interaction of high-speed railway bridge with ballast track[J];Journal of Central South University;2012年05期

8 廖祖江;;四線高速鐵路鋼桁斜拉橋承載能力研究[J];武漢理工大學學報(交通科學與工程版);2012年02期

9 張叢;徐利平;;大跨度斜拉橋豎向整體剛度敏感性分析[J];佳木斯大學學報(自然科學版);2012年02期

10 衛(wèi)星;;鄭州黃河公鐵兩用斜拉橋斜桁節(jié)點受力性能研究[J];鐵道學報;2011年09期

相關會議論文 前1條

1 王天華;蔡向陽;;萬縣長江鐵路大橋斜拉橋方案研究[A];中國土木工程學會橋梁及結構工程學會第十三屆年會論文集（上冊）[C];1998年

相關博士學位論文 前2條

1 陶曉燕;大跨度鋼橋關鍵構造細節(jié)研究[D];中國鐵道科學研究院;2008年

2 李立峰;正交異性鋼箱梁局部穩(wěn)定分析理論及模型試驗研究[D];湖南大學;2005年

相關碩士學位論文 前4條

1 于佳;鐵路正交異性鋼橋面板靜力及疲勞試驗研究[D];石家莊鐵道大學;2012年

2 周學雷;四線鐵路鋼桁架斜拉橋結構分析[D];西南交通大學;2011年

3 韓冰;鐵路鋼箱梁正交異性鋼橋面板疲勞性能研究[D];西南交通大學;2011年

4 胡文軍;京滬高速鐵路南京大勝關長江大橋節(jié)段模型試驗研究[D];中南大學;2008年

，

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