【摘要】：大跨徑懸索橋的幾何非線性特點(diǎn)決定了其結(jié)構(gòu)很容易受活荷載作用影響,如車(chē)道荷載、風(fēng)荷載等動(dòng)力荷載。因此,對(duì)于大跨徑結(jié)構(gòu)的橋梁,動(dòng)力性能的分析是必要的,也是設(shè)計(jì)中的關(guān)鍵步驟。本文以地處甘肅省永靖縣內(nèi)的劉家峽大橋?yàn)楣こ瘫尘?圍繞橋梁主梁斷面氣動(dòng)分析,在已有的研究工作上,采用以理論分析為基礎(chǔ),利用風(fēng)洞試驗(yàn)和有限元數(shù)值模擬方法對(duì)橋梁主梁斷面氣動(dòng)性能進(jìn)行了局部到整體的分析研究。主要工作及研究結(jié)論有:(1)歸納整理了劉家峽大橋加勁梁節(jié)段風(fēng)洞試驗(yàn)數(shù)據(jù),得出三分力系數(shù)隨折減風(fēng)速的變化規(guī)律以及8個(gè)氣動(dòng)導(dǎo)數(shù),并為后面數(shù)值分析提供對(duì)比條件。通過(guò)風(fēng)洞節(jié)段模型試驗(yàn)測(cè)定三分力系數(shù),繪制三分力系數(shù)隨風(fēng)攻角變化的曲線圖,并分析氣動(dòng)三分力系數(shù)與顫振穩(wěn)定性能之間的關(guān)系,從而通過(guò)橋梁不同斷面的靜三分力系數(shù),對(duì)其結(jié)構(gòu)斷面顫振穩(wěn)定性進(jìn)行快速評(píng)價(jià)和判定。橋梁斷面的氣動(dòng)力參數(shù)對(duì)于橋梁設(shè)計(jì)選型,以及橋梁結(jié)構(gòu)的安全性和經(jīng)濟(jì)性具有重要意義。(2)為了更好的說(shuō)明橋梁斷面氣動(dòng)選型的優(yōu)劣性,在已有的橋梁主梁斷面中選取與劉家峽大橋主梁橫截面尺寸相似的鋼箱式主梁,其主梁凈寬15.6m,高2m。利用Midas FEA中的CFD方法建立主梁斷面氣動(dòng)數(shù)值模型,研究在幾何條件相似的情況下,給定同樣的邊界條件和分析工況,其斷面氣動(dòng)性能的優(yōu)劣。從提取的三分力系數(shù)以及隨時(shí)間變化的壓力場(chǎng)分布圖中,綜合分析對(duì)比,鋼桁式加勁梁斷面氣動(dòng)性能要好于鋼箱式加勁梁。(3)僅從加勁梁節(jié)段斷面氣動(dòng)數(shù)值模擬來(lái)說(shuō)明整個(gè)懸索橋的抗風(fēng)性能是片面的,不完全的。因此建立懸索橋三維空間有限元?jiǎng)恿δＰ?將兩種不同截面形式的加勁梁歸于橋梁整體結(jié)構(gòu)中,添加邊界條件,設(shè)定分析工況,對(duì)懸索橋整體抗風(fēng)性能進(jìn)行分析計(jì)算,提取前六階振動(dòng)模態(tài)。選取橋梁中跨跨中加勁梁作為研究對(duì)象,整理分析在風(fēng)速逐級(jí)加載的過(guò)程中,加勁梁豎向、側(cè)向以及扭轉(zhuǎn)位移值,并以直觀的曲線圖列出。在橋梁整體分析中得出,結(jié)合劉家峽大橋結(jié)構(gòu)特點(diǎn),兩種截面形式主梁的懸索橋均滿(mǎn)足其抗風(fēng)要求,但選用鋼桁式截面加勁梁的抗風(fēng)性能更強(qiáng),更適合劉家峽大橋自身特色。(4)在數(shù)值模擬橋梁斷面氣動(dòng)計(jì)算中,有限元Midas FEA中只能進(jìn)行二維CFD分析,而鋼桁式加勁梁是多個(gè)桿件組合非閉合式梁,若要確切、精準(zhǔn)的模擬該主梁在風(fēng)場(chǎng)環(huán)境中的氣動(dòng)性能,需要一個(gè)三維空間模型。目前在ANSYS中有Workbench、FLOTRAN等模塊可以進(jìn)行空氣流場(chǎng)的仿真模擬,在工程領(lǐng)域也有很好的實(shí)際應(yīng)用。在數(shù)據(jù)研究分析中均考慮了大跨徑懸索橋結(jié)構(gòu)的受力特點(diǎn)以及劉家峽大橋橋址所處地理環(huán)境、季節(jié)性氣候的影響。加之該橋是西北地區(qū)首座大跨徑、橋面最窄、國(guó)內(nèi)首個(gè)采用大直徑鋼管混凝土作為橋塔構(gòu)件等獨(dú)具的結(jié)構(gòu)特點(diǎn)。
[Abstract]:The geometric nonlinearity of long-span suspension bridge determines that its structure is easily affected by live load such as driveway load wind load and other dynamic loads. Therefore, the analysis of dynamic performance is necessary and a key step in the design of long span bridges. Taking the Liujiaxia Bridge, located in Yongjing County, Gansu Province, as the engineering background, around the aerodynamic analysis of the main girder section of the bridge, the existing research work is based on the theoretical analysis. Using wind tunnel test and finite element numerical simulation method, the aerodynamic performance of bridge girder section is studied locally to integrally. The main works and conclusions are as follows: (1) the wind tunnel test data of the stiffened girder section of the Liujiaxia Bridge are summarized, and the variation law of the three-point force coefficient with the reduced wind speed and the eight aerodynamic derivatives are obtained, and the comparison conditions for the latter numerical analysis are provided. The three-point force coefficient was measured by wind tunnel segment model test, and the curve of variation of three-point force coefficient with wind attack angle was plotted. The relationship between aerodynamic three-point force coefficient and flutter stability performance was analyzed, and then the static three-point force coefficient of different sections of the bridge was obtained by analyzing the relationship between aerodynamic three-point force coefficient and flutter stability performance. The flutter stability of the structure section is evaluated and judged quickly. The aerodynamic parameters of the bridge section are of great significance for the design and selection of the bridge, as well as the safety and economy of the bridge structure. (2) in order to better explain the advantages and disadvantages of the aerodynamic selection of the bridge section, The steel box girder with the same cross section size as the main girder of Liujiaxia Bridge is selected from the section of the existing main girder. The net width of the main girder is 15.6 m and the height is 2 m. The aerodynamic numerical model of the main beam section is established by using the CFD method in Midas FEA, and the aerodynamic performance of the main beam section is studied under the condition of similar geometric conditions and given the same boundary conditions and analytical conditions. From the extracted three-point force coefficient and pressure field distribution map with time variation, comprehensive analysis and comparison, The section aerodynamic performance of steel truss stiffened beam is better than that of steel box stiffened beam. (3) the aerodynamic numerical simulation of stiffened girder section shows that the wind resistance of the whole suspension bridge is one-sided and incomplete. Therefore, the three-dimensional finite element dynamic model of suspension bridge is established, and two stiffened beams with different cross-section are put into the whole structure of the bridge. Boundary conditions are added, and the analysis conditions are set up, and the overall anti-wind performance of the suspension bridge is analyzed and calculated. The first six vibration modes are extracted. The vertical, lateral and torsional displacement values of the stiffened beam in the middle span of the bridge are analyzed in the process of wind speed step by step loading. In the whole analysis of the bridge, it is concluded that the suspension bridges with two kinds of cross-section main beams can meet the requirements of wind resistance combined with the structural characteristics of Liujiaxia Bridge, but the wind-resistant performance of stiffened beams with steel truss section is stronger than that of steel truss stiffened beams. It is more suitable for the Liujiaxia Bridge itself. (4) in the numerical simulation of the cross-section aerodynamic calculation of the bridge, the finite element Midas FEA can only carry out two-dimensional CFD analysis, while the steel truss stiffening beam is a multi-member composite non-closed beam. A three-dimensional model is needed to accurately simulate the aerodynamic performance of the main beam in the wind field. At present, there are some modules such as Workbench,FLOTRAN in ANSYS to simulate the air flow field. In the analysis of the data, the bearing characteristics of the long-span suspension bridge structure and the influence of the geographical environment and seasonal climate on the site of the Liujiaxia Bridge are taken into account. In addition, the bridge is the first long span in Northwest China with the narrowest deck, and the first concrete filled steel tube (CFST) with large diameter is used as the tower member in China.
【學(xué)位授予單位】：蘭州交通大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2015
【分類(lèi)號(hào)】：U448.25

【相似文獻(xiàn)】

相關(guān)期刊論文 前10條

1 鄒衛(wèi)東;;柳州紅光大橋鋼加勁梁架設(shè)安裝和設(shè)計(jì)[J];四川建材;2006年04期

2 過(guò)遲;;叉管段鋼筋混凝土加勁梁新結(jié)構(gòu)設(shè)計(jì)[J];人民長(zhǎng)江;1985年03期

3 嚴(yán)國(guó)敏;白鳥(niǎo)大橋加勁梁的設(shè)計(jì)與制造[J];國(guó)外橋梁;1997年04期

4 王碧波;貴州關(guān)興公路北盤(pán)江大橋加勁梁選型設(shè)計(jì)[J];人民長(zhǎng)江;2003年07期

5 單宏偉;丁磊;周青;;泰州大橋加勁梁設(shè)計(jì)[J];中國(guó)工程科學(xué);2012年05期

6 夏昌;;懸索橋板式加勁梁氣動(dòng)穩(wěn)定性試驗(yàn)與數(shù)值研究[J];公路;2012年09期

7 金廣謙;董滌新;;軍用組合吊橋中加勁梁間隙角作用分析[J];工程兵工程學(xué)院學(xué)報(bào);1989年02期

8 楊新敏;;特大跨徑桁架加勁梁橋氣動(dòng)翼板空氣動(dòng)力分析研究[J];廣東科技;2011年16期

9 劉瑜,周慧鵬;國(guó)道214線瀾滄江大橋鋼加勁梁制作[J];云南科技管理;2005年03期

10 王秀麗,李玉學(xué);平板網(wǎng)架加勁梁懸索橋的力學(xué)性能分析[J];中外公路;2005年04期

相關(guān)會(huì)議論文 前10條

1 王秀麗;李玉學(xué);;平板網(wǎng)架加勁梁懸索橋的力學(xué)性能分析[A];第14屆全國(guó)結(jié)構(gòu)工程學(xué)術(shù)會(huì)議論文集（第二冊(cè)）[C];2005年

2 楊進(jìn);黃鐵生;徐恭義;;高效預(yù)應(yīng)力混凝土箱形加勁梁在大跨度懸索橋中的應(yīng)用[A];高效預(yù)應(yīng)力混凝土工程實(shí)踐[C];1993年

3 張曉宇;彭獻(xiàn);王春雨;劉騰喜;趙躍宇;;加權(quán)殘值法在梯形加勁梁中的應(yīng)用[A];第21屆全國(guó)結(jié)構(gòu)工程學(xué)術(shù)會(huì)議論文集第Ⅱ冊(cè)[C];2012年

4 王忠彬;沈銳利;唐茂林;;懸索橋鋼桁架加勁梁與混凝土橋面系共同作用分析[A];2006鋼橋科技論壇全國(guó)學(xué)術(shù)會(huì)議論文集[C];2006年

5 楊進(jìn);徐恭義;;汕頭海灣懸索橋預(yù)應(yīng)力混凝土箱形加勁梁的施工設(shè)計(jì)[A];中國(guó)土木工程學(xué)會(huì)橋梁及結(jié)構(gòu)工程學(xué)會(huì)第11屆年會(huì)論文集[C];1994年

6 蒙云;;P．F．C大跨徑吊橋探討[A];全國(guó)第五屆纖維水泥與纖維混凝土學(xué)術(shù)會(huì)議論文集[C];1994年

7 覃杰;向中富;徐君蘭;張忠智;;混凝土板式加勁梁懸索橋建設(shè)實(shí)踐[A];第一屆全國(guó)公路科技創(chuàng)新高層論壇論文集公路設(shè)計(jì)與施工卷[C];2002年

8 向中富;徐君蘭;覃杰;張忠智;;混凝土板式加勁梁懸索橋[A];中國(guó)公路學(xué)會(huì)橋梁和結(jié)構(gòu)工程學(xué)會(huì)2002年全國(guó)橋梁學(xué)術(shù)會(huì)議論文集[C];2002年

9 彭旺虎;邵旭東;胡建華;廖建宏;;大跨度懸索橋鋼桁加勁梁的選型研究[A];2006鋼橋科技論壇全國(guó)學(xué)術(shù)會(huì)議論文集[C];2006年

10 嚴(yán)國(guó)敏;;汕頭海灣大橋方案決策之得失[A];中國(guó)土木工程學(xué)會(huì)橋梁及結(jié)構(gòu)工程學(xué)會(huì)第11屆年會(huì)論文集[C];1994年

相關(guān)重要報(bào)紙文章 前3條

1 李云雪　李春;實(shí)踐開(kāi)出智慧花[N];涼山日?qǐng)?bào)(漢);2011年

2 記者 陳淦璋;“軌索滑移法”技術(shù)屬世界首創(chuàng)[N];湖南日?qǐng)?bào);2011年

3 ;江河鑄精品 科技領(lǐng)風(fēng)騷[N];科技日?qǐng)?bào);2000年

相關(guān)博士學(xué)位論文 前3條

1 魯乃唯;隨機(jī)車(chē)流下懸索橋加勁梁動(dòng)力響應(yīng)概率模型與可靠度研究[D];長(zhǎng)沙理工大學(xué);2014年

2 秦鳳江;板桁結(jié)合型加勁梁受力機(jī)理與計(jì)算理論研究[D];長(zhǎng)安大學(xué);2015年

3 徐恭義;在懸索橋中再度研究設(shè)計(jì)應(yīng)用板式加勁梁[D];西南交通大學(xué);2005年

相關(guān)碩士學(xué)位論文 前10條

1 楊宏濤;祥臨公路瀾滄江懸索橋加勁梁的疲勞壽命分析[D];昆明理工大學(xué);2015年

2 廖劉算;鋼-混結(jié)合加勁梁懸索橋剪力滯分析及模型簡(jiǎn)化[D];西南交通大學(xué);2015年

3 朱軍穎;人行懸索橋加勁梁選型相關(guān)研究[D];西南交通大學(xué);2015年

4 崔后吉;PC板式加勁梁懸索橋施工控制研究[D];長(zhǎng)沙理工大學(xué);2014年

5 謝峰;山區(qū)鋼桁加勁梁懸索橋加固設(shè)計(jì)方法研究[D];重慶交通大學(xué);2015年

6 賈一全;山區(qū)窄式懸索橋加勁梁斷面氣動(dòng)選型數(shù)值分析[D];蘭州交通大學(xué);2015年

7 陳彩霞;懸索橋鋼箱加勁梁安裝過(guò)程及臨時(shí)連接的研究[D];西南交通大學(xué);2007年

8 李翠;懸索橋分離式箱形加勁梁力學(xué)特性研究[D];西南交通大學(xué);2008年

9 栗金營(yíng);鋼桁加勁梁懸索橋施工監(jiān)控研究[D];鄭州大學(xué);2011年

10 門(mén)永斌;桁架加勁梁懸索橋懸臂架設(shè)過(guò)程分析及穩(wěn)定性研究[D];西南交通大學(xué);2008年

，

本文編號(hào)：2424317