(20 27 21.897)m预应力混凝土连续箱梁设计

论文总字数：79699字

摘 要

毕业设计的题目是（20 27 21.897）m预应力混凝土连续梁桥上部结构设计。在现代桥梁的设计施工建造中，由于预应力混凝土连续梁桥相对于其他类型桥梁更具有良好的结构受力性能、较小的形变、行车平顺更加舒适、造型简洁更加美观、养护更加简便而且还具有很强的强抗震能力等诸多优点，使得此类桥梁被广泛运用。本设计工程位于苏州绕城公路西北段省道205复线互通式立交C匝道，桥梁为预应力混凝土等截面连续箱梁，跨径组合为（20 27 21.897）m，桥梁宽度为7.75m。下部结构采用柱式墩、钻孔摩擦桩基础。本次设计方案采用等截面连续箱型梁，主梁的截面下边缘高度都处于同一水平，墩台附近截面的结构强度是利用腹板与底板的加厚以及设置横隔梁等方法进行加强。利用AutoCAD、桥梁博士等软件进行电算建模，使用桥梁博士软件完成上部结构内力计算和上部结构配筋计算。利用桥梁博士软件进行截面强度验算；电算建模完成后进行强度验算，输出验算结果形成报告。

关键词：预应力；等截面；箱梁

（20 27 21.897）m Prestressed Concrete Continuous Box Girder Design

Abstract

The topic of my graduation project is the superstructure design of (20 27 21.897) m prestressed concrete continuous beam bridge. In the design, construction and construction of modern bridges, the positive moment in the midspan of continuous girder bridges is greatly reduced due to the unloading of the negative moment at the fulcrum, which makes the bending moment area diagram reduce and the span capacity increase. Moreover, the continuous beam structure has the advantages of large rigidity, small deformation, good dynamic performance, gentle deformation deflection curve of the main beam, which is conducive to high-speed driving. This kind of bridge is widely used. The design is located at the C ramp of interchange of provincial highway 205 double track in the northwest section of Suzhou ring road. The bridge is a prestressed concrete continuous box girder with constant cross section. The span combination is (20 27 21.897) m and the bridge width is 7.75m. The substructure adopts column pier and bored friction pile foundation.determine the structure of the main beam and the specific dimensions of the proposed section; this design adopts a continuous box beam of equal section, the height of the lower edge of the section of the main beam is at the same level, and the structural strength of the section near the abutment is using the web and the bottom plate The thickening and the installation of cross beams are used to strengthen. use AutoCAD, Dr. Bridge and other software for computer modeling, and use Dr. Bridge software to complete the superstructure internal force calculation and superstructure reinforcement calculation.use the Dr. Bridge software to check the strength of the section; after the computer modeling is completed, perform the strength check and output the result of the check to form a report.

Key words：Prestress；Equal cross section ；Box girder

目录

摘要 ..............................................................................................................................................….I

ABSTRACT ....................................................................................................................................… .II

绪论 ................................................................................................................................................1

1. 设计信息概述......................................................................................................…………….2

1.1工程概述……………………………………………………………………………………………………………………....2

1.2技术标准………………………………………………………………………………………………………………………..2

1.3主要材料…………………………………………………………………………………………………………………….….2

1.4设计规范………………………………………………………………………………………………………………………..2

1.5相关参数………………………………………………………………………………………………………………………..3

第二章 桥跨总体布置和尺寸拟定…………………………………………………………………………………………….4

2.1方案选择……………………………………………………………………………………………………………………….4

2.2桥跨结构图式及尺寸拟定…………………………………………………………………………………………….4

2.3主梁分段及单元划分…………………………………………………………………………………………………….5

第三章 施工方案设计………………………………………………………………………………………………………………..6

3.1主梁施工方法及注意事项…………………………………………………………………………………………….6

3.2箱梁施工要点………………………………………………………………………………………………………………..6

第四章计算结果 7

4.1持久状况承载能力极限状态 7

4.2持久状况正常使用极限状态 24

4.3持久状况构件应力计算 37

4.4短暂状况构件应力计算 44

第五章 预应力刚束………………………………………………………………………………………………………………….64

5.1预应力钢束估算………………………………………………………………………………………………………….62

5.2预应力钢筋布置………………………………………………………………………………………………………….64

第六章 结束语…………………………………………………………………………………………………………………………66

致谢…………………………………………………………………………………………………………………………………………..67

参考文献……………………………………………………………………………………………………………………………………68

绪论

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