【土木】孙家岩2 号大桥(右幅)施工图设计

收藏

编号:20171225091306335    类型:共享资源    大小:3.20MB    格式:RAR    上传时间:2017-12-25
  
30
关 键 词:
土木 孙家岩 大桥 施工图 设计
资源目录:
(温馨提示:点“+”可展开查看一级资源目录。点“-”可关闭资源目录。)
跳过导航链接。
折叠 【土木】孙家岩2 号大桥(右幅)施工图设计.rar【土木】孙家岩2 号大桥(右幅)施工图设计.rar
展开 孙家岩2 号大桥(右幅)施工图设计孙家岩2 号大桥(右幅)施工图设计
资源描述:

摘要

本次设计为孙家岩 2 号大桥施据设计任务书要求并提供的设计资料,据现行公路

桥梁设计规范,并且结合安全可靠、适用耐久、经济美观、环境保护和可持续发展” 的设计原则,最终确定确定该桥梁方案:跨度分布为 70m+110m+70m 的三跨全预应

力混凝土连续刚构桥。该桥面净宽为 24m,单箱单室变截面的双幅桥。顶板净宽 12m,

厚度 30cm,底板宽 7.0m。支点腹板厚度 70cm 跨中梁高 3.0m。主梁施工采用对称悬

臂现浇施工,边跨合拢采用满堂支架施工。利用 Midas 软件计算桥梁结构的内力及内

力组合,进行预应力钢筋的估算与配置。根据《公预规》的规定,桥的截面强度验算, 持续的挠度和应力验算条件,计算结果表明,设计是合理的,在设计期间内的桥可以满足

要求。

关键词:连续刚构桥;预应力混凝土; Midas 软件

· 孙家岩 2 号大桥施工图设计

`

THE CONSTRUCTION DRAWING DESIGN OF SUN JIAYAN

N0. 2 BRIDGE

ABSTRACT

This design for Sun JIA Yan 2nd bridge construction drawing design. According to

the design specification for the design data and requirements, according to the current

highway bridge design specifications, combined with "advanced technology, safe and

reliable, durable, economic, beautiful, environmental protection and sustainable

development" of the principles of bridge design, determine the scheme for the bridge, 70 m

+ 110 m + 70 m three span pre-stressed concrete continuous rigid frame bridge Section size

to: bridge deck width of 24 m, single box single chamber separated section of double

amplitude bridge. 30 cm top 12 m in width, thickness, bottom width 7.0 M. Support web

thickness is 70 cm, base plate thickness of 70 cm; Across the web thickness of 40,

backplane 40 cm. High beams: pivot beam is 6.0 m high, across the centre sill height of 3.0

m. Using cantilever cast-in-place girder construction, push fold folded edge across using

hanging basket. With Midas software calculating internal force of bridge structure and

internal force combination, estimates for the pre-stressing tendons and configuration.

According to the regulation of the public beforehand gauge, on the strength of cross section

and checking calculation of the bridge, anti-crack calculation and lasting component of the

deflection and stress check calculation condition, calculation results show that the design is

reasonable, various properties of the bridge can meet the requirements in design period.

Key words: continual rigid frame bridge; pre-stressed concrete ; Midas software

目录

1 方案拟定与比选················································································1

1.1 工程使用要求··············································································1

1.1.1 技术标准············································································1

1.1.2 采用规范············································································1

1.2 设计方案····················································································1

1.2.1 方案一··············································································1

1.2.2 方案二···············································································3

1.2.3 方案三···············································································4

1.3 方案对比····················································································5

2 毛截面几何特性计算··········································································8

2.1 基本资料····················································································8

2.1.1 主要技术指标······································································8

2.1.2 材料规格···········································································9

2.2 结构计算简图·············································································9

2.2.1 结构离散原理·····································································9

2.2.2 杆系单元划分原则································································9

2.2.3 节点的设置位置··································································9

2.3 毛截面几何特性计算·····································································10

3 内力计算及组合················································································11

3.1 作用·························································································11

3.1.1 结构重力作用·····································································11

3.1.2 支座不均匀沉降··································································12

3.1.3 活载作用···········································································12

3.2 主梁恒载内力计算及影响线计算·····················································12

· 孙家岩 2 号大桥施工图设计

`

3.3 主梁活载内力计算······································································15

3.3.1 车道横向分布调整系数························································15

3.3.2 冲击系数··········································································15

3.3.3 主梁活载内力计算结果························································16

3.4 温度及支座沉降次内力的计算·······················································18

3.4.1 荷载信息··········································································18

3.4.2 温度次内力计算·································································20

3.4.3 基础沉降引起的内力计算·····················································21

3.5 作用效应组合············································································23

3.5.1 作用效应组合的原理···························································23

3.5.2 承载能力计算状态内力组合··················································24

3.5.3 正常使用计算状态效应组合··················································26

4 预应力钢束的估算及布置··································································30

4.1 计算原则··················································································30

4.2 预应力钢筋估算·········································································30

4.2.1 材料性能参数····································································30

4.2.2 预应力钢筋数量的确定及布置···············································31

4.3 预应力筋束的布置原则································································32

4.4 预应力筋束的布置结果································································34

4.5 换算截面几何特性计算································································34

5 施工方案与工序··············································································35

5.1 受力特点··················································································35

5.2 构造特点··················································································35

5.3 施工特点··················································································36

5.4 施工阶段划分············································································36

6 预应力损失及有效预应力计算····························································39

6.1 预应力损失计算·········································································39

6.2 预应力损失及有效预应力计算结果··················································42

· 孙家岩 2 号大桥施工图设计

`

7 配束后主梁内力计算及内力组合·························································44

7.1 预应力效应················································································44

7.2 收缩徐变效应············································································44

7.3 内力组合··················································································44

8 强度验算·······················································································47

8.1 正截面抗弯能力验算···································································47

8.1.1 基本理论··········································································47

8.1.2 计算公式··········································································48

8.1.3 验算结果··········································································48

8.2 斜截面抗剪能力验算···································································49

9 抗裂验算·······················································································51

9.1 抗裂验算要求············································································51

9.2 抗裂验算公式············································································51

9.3 验算结果··················································································53

10 应力验算·······················································································55

10.1 持久状况截面应力验算······························································55

10.2 短暂状况界面应力验算······························································57

11 扰度验算·······················································································59

11.1 扰度验算要求··········································································59

11.2 扰度验算结果··········································································60

11.3 预拱度设置·············································································60

12 设计图绘制····················································································61

12.1 概述······················································································61

12.2 总体布置图··············································································61

12.3 主梁一般构造图·······································································61

12.4 主梁预应力钢束构造图······························································62

设计总结··························································································63

参考文献··························································································64

致谢································································································65

· 孙家岩 2 号大桥施工图设计

`

附录:推演图表

附件 1:开题报告

附件 2:外文翻译及原文

展开阅读全文
  大分享文库-在线教育资源分享平台 所有资源均是用户自行上传分享,仅供网友学习交流,未经上传用户书面授权,请勿作他用。
0条评论

还可以输入200字符

暂无评论,赶快抢占沙发吧。

关于本文
本文标题:【土木】孙家岩2 号大桥(右幅)施工图设计
链接地址:http://www.west960.com/p-257922.html
关于我们 - 网站声明 - 网站地图 - 资源地图 - 友情链接 - 网站客服客服 - 联系我们

copyright@ 2008-2018 大分享文库网 版权所有
经营许可证编号:豫ICP备11013292号-2

客服QQ:1965775022

收起
展开