【土木】株洲湘江五桥第 1 联施工图设计

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土木 株洲 湘江 五桥第 施工图 设计
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摘要

本设计为株洲湘江五桥(红港大桥)第 1 联施工图设计,其主要设计内容及过程如

下:

首先,根据湘江五桥第 1 联基本地形地质条件,严格按照任务书要求,拟定本设计

桥梁总跨径为 190m。由于此桥位地势平坦且无通航要求,依据公路桥梁设计相关规范,

选择 4×47.5m 等截面连续梁桥和 55m+80m+55m 变截面连续梁桥进行方案比选。经综合

比较,尽管二者各有优势,但变截面连续梁桥在设计、计算上较等截面连续梁桥略显复

杂,作者认为有必要克服一些难题以完成设计,故以 55m+80m+55m 变截面连续梁桥为本

次设计的桥型方案。考虑到桥面宽度和主梁的施工方法,本设计桥梁采取分两幅设计,

主梁横断面为分幅的单箱单室截面,并根据箱型截面相关要求确定箱梁的细部尺寸。

其次,本设计采用桥梁电算软件 Midas Civil 为主要设计软件,且只做单幅(由于

左幅和右幅结构设计相同)计算。施工方法采用悬臂浇筑法,整个施工过程共分为 16

个施工阶段。考虑到施工过程,主梁 Midas 模型划分了 78 个单元、79 个节点,主梁梁底

曲线取二次抛物线。通过模拟整个施工过程,运行计算得出承载能力极限状态、正常使

用极限状态作用短期效应组合以及长期效应组合的弯矩、剪力包络图。

根据短期效应组合弯矩包络图,按抗裂性要求估算预应力筋,再将估算数据予以调

整输入 Midas 进行验算。经过反复调整,最终确定预应力筋的配置。本设计主要进行施

工阶段法向压应力验算、受拉区钢筋拉应力验算、使用阶段正截面压应力验算、使用阶

段斜截面主压应力、使用阶段正截面抗裂验算、使用阶段正截面抗弯验算,且均可满足

规范要求。由于时间较为仓促,故未计算竖向预应力筋和普通钢筋的用量,因此未考虑

斜截面抗剪的验算。结合总体验算结果,可判定本设计合理,符合设计要求。

此外,作者通过对以上计算结果的整理绘制出施工图。并对题为《自锚式悬索桥》

的英文文献进行翻译。此文主要以日本大阪的此花大桥为例总结了自锚式悬索桥的起源

并分析其未来发展,探讨了这种独特桥梁形式的发展状况以及在过去一个世纪它的用途

 株洲湘江五桥第 1 联施工图设计

和优缺点。

关键词:验算方案比选;有限元;变截面连续梁;箱型截面;预应力;施工图设计

 株洲湘江五桥第 1 联施工图设计

THE FIRST SECTION CONSTRUCTION DESIGN OF

ZHUZHOU XIANGJIANG FIFTH BRIDGE

ABSTRACT

The design for the Zhuzhou Xiangjiang Fifth Bridge (Red Harbour Bridge) first section

construction design, and its main contents and design process is as follows:

First, according to basic topographic and geologic conditions of the first section of the

bridge, in strict accordance with the requirements of the mission statement, develop the

overall design of the bridge length is 190m. Because of the flat site and without navigation

requirements, according to the relevant highway bridge design specifications, the author has

chosen 4 × 47.5m continuous beam bridge and 55m +80 m +55 m uniform continuous beam

bridge as scheme comparison.There are their own advantages in constrast both of the different

types of bridges, but the design of continuous box beam of variable section bridge is slightly

more complex than continuous box beam of uniform section bridge in calculation.The author

believes it is necessary to overcome a number of challenges to complete the design, so the

choice of 55m +80 m +55 m uniform continuous beam bridge is the best scheme. There are

separate girders in design because of the width of the bridge girders and construction

methods.There is single cell box-section in the main beam of the cross section of framing. To

determine the size of box girder detail in accordance with the relevant requirements of box

section

Secondly, the design uses a bridge computing software Midas Civil as the main design

software.There is the only single width in calculations (due to the same between width left

and right pieces structural design). Using cantilever casting construction and the entire

construction process is divided into 16 construction stages. Taking into account the

construction process, the main beam model is divided into 78 elements and 79 nodes and the

main beam is in a parabola form. By simulating the entire construction process and running

 株洲湘江五桥第 1 联施工图设计

the calculated model ,there are internal force envelopes diagrams of the ultimate limit state

and the role of short-term and long-term effects combinations of limit state.

According to short-term effects of a combination of bending moment envelope,

estimating tendons in crack resistance requirements, then the estimates are adjusted by input

Midas to be checking. To finalize the tendons configuration after adjustments repeated. The

design is mainly for the check in construction phase normal stress, steel of tensile zone tensile

stress, normal section stress, oblique section compressive stress, normal section crack and

normal section bending. All of these can meet the specification requirements. Because of the

short time,there are no calculations of the vertical steel tendons and common usage so that the

auther did not check shearing resistant bearing capacity. The overall combination of checking

results have shown the rationality to meet the design requirements.

In addition, the author has drawn construction plans and translated English literature

entitled Self-anchored Suspension. This article mainly summarize the origins of self-anchored

suspension and analyze its future development in a example as the Konohana Bridge in Osaka,

Japan. It also discusses the development of this unique form of bridges, and its use and

advantages and disadvantages in the past century.

Key words: scheme comparison; finite element; uniform continuous beam; box section;

prestress; construction design

 株洲湘江五桥第 1 联施工图设计

目录

1 方案拟定 ........................................................ 1

1.1 设计资料 .................................................... 1

1.2 方案比选 .................................................... 2

2 设计要点及结构尺寸拟定 .......................................... 6

2.1 设计要点 .................................................... 6

2.2 结构尺寸拟定 ................................................ 6

3 内力计算及组合 .................................................. 8

3.1 计算模型建立 ................................................ 8

3.2 毛截面几何特性计算 .......................................... 8

3.3 恒载内力计算 ............................................... 11

3.4 活载作用效应计算 ........................................... 11

3.5 温度梯度变化内力 ........................................... 12

3.6 按承载能力极限状态 ......................................... 13

3.7 正常使用极限状态 ........................................... 17

4 预应力钢束的估算及布置 ......................................... 24

4.1 计算原则 ................................................... 24

4.2 预应力钢筋估算 ............................................. 24

4.3 预应力损失及有效预应力计算 ................................. 28

4.4 预应力钢筋估算结果 ......................................... 31

5 验算 ........................................................... 32

5.1 持久状况承载能力极限状态验算 ............................... 32

5.2 持久状况正常使用极限状态验算 ............................... 35

5.3 持久状况构件应力验算 ....................................... 37

5.4 短暂状况构件应力验算 ....................................... 38

 株洲湘江五桥第 1 联施工图设计

5.5 挠度验算 ................................................... 39

总结 .............................................................. 42

参考文献 .......................................................... 43

致谢 .............................................................. 44

附录 .............................................................. 45

附录 1 ......................................................... 45

附录 2 ......................................................... 51

附件 .............................................................. 79

附件 1 :开题报告 .............................................. 79

附件 2 :外文文献原文及译文 .................................... 89

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