ZTH拱桥主、辅拱管—管连接处受力状态和改善措施研究

发布时间：2018-03-13 10:31

本文选题：管-管连接　切入点：钢管混凝土拱桥　出处：《中南大学》2014年硕士论文　论文类型：学位论文

【摘要】：摘要：ZTH龙头拱桥是一座曲线钢箱梁钢管混凝土中承式公路拱桥,采用三片平面钢管混凝土拱肋,中间为主拱,内、外侧各有一片辅拱,吊杆只与主拱相连；三片拱肋由27个翼板相连。两片辅拱在钢桥面上缘处与主拱肋相连形成主、辅拱管-管连接。本文采用全桥整体分析和局部分析相结合的方法,对ZTH龙头拱桥管-管连接处的受力状态作了分析,从结构构造和施工方法两方面提出了改善措施。主要工作和成果如下： 1.按原设计“拼主、辅拱和翼板,管-管连接,拆除辅拱支架,张拉吊杆”的施工顺序作了有限元分析。结果表明：在钢管和管内混凝土全部计入抗力的情况下,主力和风荷载组合作用下管-管连接处钢管应力达256MPa,管内混凝土应力超限区域较大。 2.提出了“将主、辅拱肋钢管和管内加劲肋的厚度分别由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。结果表明：尽管管-管连接处钢管和混凝土应力都有在一定程度上减小,但当不考虑应力超限混凝土的抗力时,钢管最大应力超限。 3.在原设计的基础上提出了施工顺序二：“拼主拱肋、主、辅拱用翼板连接,拆除辅拱支架,张拉吊杆,管-管连接”,并完成了有限元分析。结果表明：管-管连接处钢管应力明显减少且不超限,最大为143MPa,但主拱肋内混凝土应力超限更多；而且翼板最大应力也超限,达292MPa。 4.提出了施工顺序三：“拼主拱肋、主、辅拱肋先由1-9号翼板相连,拆除辅拱支架,张拉吊杆,管-管连接,再连接10-14翼板”,并完成了有限元分析。结果表明：翼板最大应力不超限,降至190MPa；但管-管连接处钢管和管内混凝土的受力状态与第3条基本相同。 5.提出了施工顺序四：“拼主拱和张拉吊杆,主、辅拱用翼板连接和管-管连接,拆除辅拱支架”,并完成有限元分析。结果表明：翼板最大应力降至35MPa,但管-管连接处钢管和管内混凝土的受力状态与第3条基本相同。 6.提出了将加厚钢板的措施和施工顺序四相结合的改善措施,并完成有限元分析。结果表明：管-管连接处钢管应力明显减少,即使不考虑应力超限混凝土的抗力时,钢管应力未超限。所以推荐采用该法施工。
[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.
【学位授予单位】：中南大学
【学位级别】：硕士
【学位授予年份】：2014
【分类号】：U441;U448.22

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