新张公路桥钢管混凝土系杆拱桥上部结构计算

论文总字数：63356字

摘 要

钢管混凝土系杆拱桥作为我国桥梁建设中的一种常用桥型，应用前景很大，对我国交通事业起着至关重要的作用。众所周知，混凝土的抗压强度高，但抗拉能力很弱，而钢材的抗拉能力强，具有良好的弹塑性，但在受压时容易失稳而丧失轴向抗压能力。而钢管混凝土在结构上能够将二者的优点结合在一起，可使混凝土处于三向受压状态，从而能显著提高混凝土的抗压强度和延性，同时由于混凝土的存在，提高了钢管的刚度，两者共同发挥作用，从而大大地提高了承载能力而且抗震性能优越。同时钢管兼有纵向主筋和横向套箍的作用，同时可作为施工模板，方便混凝土浇筑，施工过程中，钢管可作为劲性承重骨架，其焊接工作简单，吊装重量轻，从而能简化施工工艺，缩短施工工期。另外，钢管内充混凝土，有利于钢管的抗火和防火。钢管混凝土结构的耐腐蚀性能优于钢结构。

新张公路桥位于灌南县城北约3公里处，跨越船闸上游引航道，桥梁中心线与引航道中心线交角约65°。主桥上部结构为钢管混凝土系杆拱，跨径组成为102.4m，计算跨径100m。主桥上部结构系杆采用支架现浇、钢管拱分段拼装。本毕业设计以江苏省交主桥上部结构为钢管混凝土系杆拱，跨径组成为102.4m，计算跨径100m。主桥上部结构系杆采用支架现浇、钢管拱分段拼装。通规划设计院的施工图设计图纸为依据并对图纸中的中横梁预应力钢筋数据进行了调整，利用Midas Civil 2011软件对新张公路桥上部结构建模，进行施工阶段和成桥阶段分析。论文按照相应规范要求对纵梁、横梁等构件的承载能力、应力、抗裂性、变形,吊杆的应力以及拱圈的平面内稳定性进行验算。验算结果表明，新张公路桥在现行的公路-Ⅱ级荷载作用下，纵梁、横梁、吊杆等构件的承载能力、应力、抗裂性、变形以及拱圈的平面内稳定性等方面均满足规范要求。验算过程中，体现出钢管混凝土系杆拱桥这种桥型的受力特性。

关键词：系杆拱桥，钢管混凝土，拱圈，吊杆，承载能力，应力，平面内稳定性

The calculation of superstructure of a concrete-filled steel tubular tied arch bridge——the XinZhang highway bridge

Abstract

As a common bridge type of bridge construction in China,Concrete-filled steel tubular(CFST) tied arch bridge plays a vital role in China transport and has great application prospects. Well-known, concrete has high compressive strength, but the tensile strength is weak, while the steel has high tensile strength and good elastic-plasticity,but is easy to be instable and loss of axial compressive capacity during compression.While the concrete-filled steel tube can combine the advantages of both structurely, allows the concrete in a tri-state of compression, which can significantly improve the compressive strength and ductility of the concrete.At the same time, the stiffness of the steel tube is higher due to the presence of concrete.As the concrete and steel play together, the carrying capacity is increased and the seismic performance is improved.Steel tube plays both the roles of longitudinal reinforcement and transverse hooping, at the same time,it can be used as the construction template to facilitate pouring concrete.During the construction process,the steel tube can be used as the stiffening load-bearing frame, the welding work of the steel tube is simple and the weight lifting of the steel tube is light, which can simplify the construction process and shorten the construction period.In addition,the concrete filled in the steel tube is good for the fire-resistance of steel tube. The decay resistance of the concrete filled steel tube structure is better than steel structure.

The XinZhang highway bridge is located in about 3km north of GuanNan county town,it across the navigation lock upstream approach channel.The cut angle of the bridge centerline and the centerline of the approach channel is about 65°.The superstructure of the main bridge is CFST tied arch,the span composition is 102.4m,the calculational span is 100m. The in-situ casting of the full framing was used in the construction of the tied bars and the transverse beams,the steel tube arch was segmented assembled.This graduation project is based on the construction documents design drawings designed by Traffic Planning and Design Institute of Jiangsu Province with a little change on Prestressed reinforcement data of the middle transverse beams by myself.I used the the Midas Civil 2011 on the modeling of the superstructure of XinZhang highway bridge,then I finished the Construction stage analysis and completion stage analysis.According to the specifications, this paper checked not only the bearing capacity, stress, crack resistance and deformation of the tied bars,transverse beams and other members but also the in-plane stability of the arch ring and the stress of the steeves. And the results showed that, under the highway load-Ⅱ of current specifications, the bearing capacity, stress, crack resistance,deformation and in-plane stability conform to requirements.The forced characteristics of CFST tied arch bridge this bridge type was reflected in the checking process.

Keywords: tied arch bridge, concrete-filled steel tube, arch ring, steeve, bearing capacity, stress, in-plane stability,.

目录

第一章 绪论 ………………………………………………………………1

1.1 引言 ……………………………………………………………………………………………………………………………………………..1

1.2 新张公路钢管混凝土系杆拱桥结构简介 ……………………………………………………………………………………1

1.2.1 桥梁概况 ……………………………………………………………………………………………………………………………1

1.2.2 结构基本类型 ……………………………………………………………………………………………………………………1

1.2.3 钢管混凝土系杆拱 ……………………………………………………………………………………………………………2

1.2.4 桥面系 ……………………………………………………………………………………………………………………………….2

1.3 本毕业设计论文的主要工作 ……………………………………………………………………………………………………….2

第二章 设计资料 …………………………………………………………..4

2.1 主要技术标准 ………………………………………………………………………………………………………………………………4

2.2 采用规范 ………………………………………………………………………………………………………………………………………4

2.3 主要材料 ………………………………………………………………………………………………………………………………………4

2.3.1 混凝土 ……………………………………………………………………………………………………………………………….4

2.3.2 预应力钢筋 ………………………………………………………………………………………………………………………..4

2.3.3 普通钢筋 ……………………………………………………………………………………………………………………………4

2.3.4 钢板及钢管 ………………………………………………………………………………………………………………………..5

2.3.5 锚具及管道成孔 ………………………………………………………………………………………………………………..5

2.3.6 支座 ……………………………………………………………………………………………………………………………………5

2.3.7 伸缩缝 ………………………………………………………………………………………………………………………………..5

2.3.8 护栏 …………………………………………………………………………………………………………………………………….5

2.4 设计要点 ……………………………………………………………………………………………………………………………………….5

第三章 建立midas有限元模型 …………………….……………………..7

3.1 定义材料以及截面 ………………………………………………………………………………………………………………………..7

3.2建立节点和单元 …………………………………………………………………………………………………………………………..10

3.3 建立结构组 ………………………………………………………………………………………………………………………………….10

3.4建立钢束组 …………………………………………………………………………………………………………………………………..11

3.4.1系杆预应力筋钢束组 …………………………………………………………………………………………………………11

3.4.2端横梁预应力筋钢束组 …………………………………………………………………………………………………….11

3.4.3中横梁预应力筋钢束组 …………………………………………………………………………………………………….12

3.5 建立边界组 ………………………………………………………………………………………………………………………………….14

3.6 建立荷载组 ………………………………………………………………………………………………………………………………….14

3.7 建立施工阶段 ………………………………………………………………………………………………………………………………15

3.7.1 施工阶段模拟 ……………………………………………………………………………………………………………………15

3.7.2 施工阶段联合截面具体施工过程 …………………………………………………………………………………….17

3.8 相关参数计算 ………………………………………………………………………………………………………………………………18

3.8.1 二期恒载计算 ……………………………………………………………………………………………………………………18

3.8.2 冲击系数的计算 ………………………………………………………………………………………………………………..18

3.9 最终模型 ………………………………………………………………………………………………………………………………………19

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