40m预制拼装预应力混凝土箱梁桥设计

论文总字数：18596字

摘 要

本次设计为40m预制预应力混凝土箱梁桥，桥宽26m，单幅宽12.75m，梁高1.7m。预应力混凝土箱型梁的优点有很多，如能够承受较大的弯矩、便于运输和预制并且有丰富的安装经验。箱型梁桥在相同跨径下子中较小，与其他梁桥相比有很大的优势。除此之外，箱梁不仅具有钢筋混凝土梁桥的所有优点，还能够充分利用高高强度混凝土等高强材料，因此其构件截面小，自重弯矩与总弯矩比值大大减小，所以桥梁的跨越能力得到提高。本次设计按全预应力混凝土结构进行设计验算，全部设计图纸由计算机设计绘制、编档、排版，打印出图及论文。主要使用工具为Midas和Autocad。

关键词：预应力混凝土；简支箱梁桥；AutoCAD；Midas Civil。

Design of precast prestressed concrete box girder bridge with 40m

Abstract

The design for the 40m precast prestressed concrete box girder bridge, the bridge width 26m, single beam width 12.75m, high 1.7m. Prestressed concrete box beam has many advantages, such as the ability to bear large bending moment, easy to transport and prefabricated and has a wealth of experience in installation. Box girder bridge in the same span of a smaller, compared with other bridges have a great advantage. In addition, box beam not only has all the advantages of the reinforced concrete beam bridge, also can make full use of high strength concrete and high strength material, so the component small section, weight bending moment and bending moment ratio is greatly reduced, so bridge spanning capacity improved. The design of prestressed concrete structure according to the design of the design, all design drawings by computer design drawing, editing, layout, print out drawings and papers. The main use of tools for Midas and Autocad.

Key words: prestressed concrete; simply supported box girder bridge; AutoCAD; Civil Midas.

目录

1. 引言············································1
2. 主梁截面设计及内力计算································2

2.1 设计概况及原则··············································2

2.2截面尺寸拟定·········································2

2.2.1计算截面几何特性·································· 2

2.3 恒载内力计算····················································2

2.3.1 一期恒载（主梁自重）·········································3

2.3.2 二期恒载····················································3

2.4 可变作用效应计算················································4

2.4.1 冲击系数和车道折减系数······································4

2.4.2 横向分布系数的计算··········································4

第三章 预应力钢束估算及布置·········································7

3.1 预应力钢束面积估算············································7

3.2 预应力钢束布置················································7

第四章 钢束预应力损失计算···········································10

4.1 预应力钢束与管道之间的摩擦引起的应力损失·····················10

4.2 锚具变形、钢筋回缩引起的应力损失····························11

4.3 预应力钢筋分批张拉时混凝土弹性压缩引起的应力损失············11

4.4钢筋松弛引起的应力损失······································12

4.5 混凝土收缩、徐变引起的应力损失······························12

第五章 主梁截面几何特性计算········································15

5.1主梁截面几何特性值计算········································16

5.2斜截面抗剪承载力计算··········································20

5.3 斜截面抗弯承载力·············································22

第六章 主梁截面强度和应力验算······································23

6.1 应力验算·······················································23

6.2 抗裂验算·······················································29

6.3 主梁变形（挠度）计算···········································29

6.3.1 可变荷载作用引起的挠度···································· 29

6.3.2 考虑长期效应的一期恒载、二期恒载引起的挠度················29

6.3.3 由预应力引起的上供值计算··································30

6.3.4预拱度设置·················································31

第七章 结束语······················································32

致谢·······························································33

参考文献···························································33

附录·······························································34

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