本文選題：管-管連接　切入點：鋼管混凝土拱橋　出處：《中南大學(xué)》2014年碩士論文　論文類型：學(xué)位論文

【摘要】：摘要：ZTH龍頭拱橋是一座曲線鋼箱梁鋼管混凝土中承式公路拱橋,采用三片平面鋼管混凝土拱肋,中間為主拱,內(nèi)、外側(cè)各有一片輔拱,吊桿只與主拱相連；三片拱肋由27個翼板相連。兩片輔拱在鋼橋面上緣處與主拱肋相連形成主、輔拱管-管連接。本文采用全橋整體分析和局部分析相結(jié)合的方法,對ZTH龍頭拱橋管-管連接處的受力狀態(tài)作了分析,從結(jié)構(gòu)構(gòu)造和施工方法兩方面提出了改善措施。主要工作和成果如下： 1.按原設(shè)計“拼主、輔拱和翼板,管-管連接,拆除輔拱支架,張拉吊桿”的施工順序作了有限元分析。結(jié)果表明：在鋼管和管內(nèi)混凝土全部計入抗力的情況下,主力和風(fēng)荷載組合作用下管-管連接處鋼管應(yīng)力達(dá)256MPa,管內(nèi)混凝土應(yīng)力超限區(qū)域較大。 2.提出了“將主、輔拱肋鋼管和管內(nèi)加勁肋的厚度分別由20mm增至30mm、14mm增到20mm、16mm增到20mm”的改善措施,并完成有限元分析。結(jié)果表明：盡管管-管連接處鋼管和混凝土應(yīng)力都有在一定程度上減小,但當(dāng)不考慮應(yīng)力超限混凝土的抗力時,鋼管最大應(yīng)力超限。 3.在原設(shè)計的基礎(chǔ)上提出了施工順序二：“拼主拱肋、主、輔拱用翼板連接,拆除輔拱支架,張拉吊桿,管-管連接”,并完成了有限元分析。結(jié)果表明：管-管連接處鋼管應(yīng)力明顯減少且不超限,最大為143MPa,但主拱肋內(nèi)混凝土應(yīng)力超限更多；而且翼板最大應(yīng)力也超限,達(dá)292MPa。 4.提出了施工順序三：“拼主拱肋、主、輔拱肋先由1-9號翼板相連,拆除輔拱支架,張拉吊桿,管-管連接,再連接10-14翼板”,并完成了有限元分析。結(jié)果表明：翼板最大應(yīng)力不超限,降至190MPa；但管-管連接處鋼管和管內(nèi)混凝土的受力狀態(tài)與第3條基本相同。 5.提出了施工順序四：“拼主拱和張拉吊桿,主、輔拱用翼板連接和管-管連接,拆除輔拱支架”,并完成有限元分析。結(jié)果表明：翼板最大應(yīng)力降至35MPa,但管-管連接處鋼管和管內(nèi)混凝土的受力狀態(tài)與第3條基本相同。 6.提出了將加厚鋼板的措施和施工順序四相結(jié)合的改善措施,并完成有限元分析。結(jié)果表明：管-管連接處鋼管應(yīng)力明顯減少,即使不考慮應(yīng)力超限混凝土的抗力時,鋼管應(yīng)力未超限。所以推薦采用該法施工。
[Abstract]:The through arch bridge of the through type of concrete filled steel tube with curved steel box girder is used as the main arch with three plane concrete filled steel tube arch ribbed, the middle arch being the main arch, the inner and outer arch having one auxiliary arch, and the suspender connecting only with the main arch. The three arch ribs are connected by 27 flange plates, and the two auxiliary arches are connected to the main arch ribs at the upper edge of the steel deck to form the main arch rib and the auxiliary arch tube-pipe connection. In this paper, the whole bridge analysis method and the local analysis method are adopted. The stress state of pipe-pipe connection of ZTH arch bridge is analyzed, and the improvement measures are put forward from two aspects of structure construction and construction method. The main work and results are as follows:. 1. The finite element analysis is made according to the construction sequence of the original design, such as "assembling main, auxiliary arch and flange, tube-pipe connection, removing auxiliary arch support, tension and suspending rod". The results show that when the steel tube and concrete in pipe are all included in resistance, Under the combined action of main force and wind load, the stress of steel pipe at the tube-pipe joint reaches 256 MPA, and the stress of concrete in the pipe exceeds the limit. 2. The improvement measures of increasing the thickness of main and auxiliary arch ribs from 20mm to 30mm / 14mm to 20mm / 16mm to 20mm respectively are put forward. The results of finite element analysis show that, although the stress of steel tube and concrete in the tube-pipe connection is reduced to a certain extent, the maximum stress of the steel tube exceeds the limit when the resistance of the concrete is not taken into account. 3. On the basis of the original design, the author puts forward the construction sequence two: "the main arch rib, the main arch and the auxiliary arch are connected with the flange plate, the auxiliary arch support is removed, and the suspenders are tensioned." The results show that the stress of the steel tube in the tube-pipe connection is obviously reduced and not exceeded, the maximum is 143MPa, but the concrete stress in the main arch rib is more than the limit, and the maximum stress of the flange is 292MPa. 4. Put forward the construction sequence three: "the main arch rib, the main arch rib, the auxiliary arch rib is connected first by the 1-9 flange plate, the auxiliary arch support is removed, the tension suspender, the pipe-pipe connection," The finite element analysis is carried out. The results show that the maximum stress of the flange is within the limit of 190MPa, but the stress state of the steel tube and the concrete in the pipe at the tube-pipe connection is basically the same as that in the third section. 5. The construction sequence is put forward as follows: "the main arch and the tension suspender, the main arch and the auxiliary arch are connected by the flange and the tube-pipe connection." The results show that the maximum stress of the flange plate is reduced to 35 MPA, but the stress state of the steel tube and concrete in the tube-pipe connection is basically the same as that in the third section. 6. The improvement measures combining the thickening steel plate with the construction sequence are put forward, and the finite element analysis is completed. The results show that the stress of the steel tube at the tube-pipe joint is obviously reduced, even if the resistance of the concrete in excess of the stress is not considered. The stress of steel pipe is not over the limit. Therefore, this method is recommended for construction.
【學(xué)位授予單位】：中南大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2014
【分類號】：U441;U448.22

【參考文獻(xiàn)】

相關(guān)期刊論文 前10條

1 張敏;葉梅新;靳飛;;京滬高速南京長江大橋結(jié)點受力性能分析[J];鐵道科學(xué)與工程學(xué)報;2007年03期

2 劉建平;鋼管相貫節(jié)點的研究現(xiàn)狀和動向[J];鋼結(jié)構(gòu);2003年04期

3 羅堯治,張楠;K型搭接節(jié)點承載力性能分析及建議公式[J];鋼結(jié)構(gòu);2004年03期

4 周德;葉梅新;;高速鐵路下承式鋼箱系桿疊拱橋的受力分析[J];鋼結(jié)構(gòu);2009年05期

5 錢桂敏,李軍旗;鋼管空間相貫節(jié)點的研究現(xiàn)狀與研究方向[J];甘肅科技;2004年11期

6 邵鐵峰;王偉;陳以一;;成都雙流國際機(jī)場T2航站樓空間相貫節(jié)點極限承載力研究[J];工業(yè)建筑;2012年08期

7 葉梅新;余山川;謝曉慧;;140m下承式鋼箱系桿拱橋拱腳局部模型試驗研究[J];黑龍江科技信息;2008年34期

8 葉梅新;唐習(xí)龍;肖佳;;自密實鋼管混凝土的設(shè)計及應(yīng)用研究[J];混凝土與水泥制品;2006年02期

9 陳以一,陳揚(yáng)驥;鋼管結(jié)構(gòu)相貫節(jié)點的研究現(xiàn)狀[J];建筑結(jié)構(gòu);2002年07期

10 陳以一,陳建興,王偉,江曉峰,陳揚(yáng)驥,顧嗣淳,周春,曹國峰;平面鋼管桁架管內(nèi)加勁相貫節(jié)點有限元分析和試驗研究[J];建筑結(jié)構(gòu);2004年11期

，

本文編號：1605999