正交异性钢桥面构造细节的日照温度次应力分析

祝志文; 桂飘; 滕华俊; FedericoAccornero

doi:10.6052/j.issn.1000-4750.2021.04.0313

正交异性钢桥面构造细节的日照温度次应力分析

doi: 10.6052/j.issn.1000-4750.2021.04.0313

祝志文^{1, 2, ,},
桂飘^1,,
滕华俊^2,,
FedericoAccornero^1,

1.
汕头大学土木与环境工程系，广东，汕头 515063
2.
湖南大学土木工程学院，湖南，长沙 410082

基金项目: 国家自然科学基金项目(51878269)

详细信息

作者简介:
桂　飘(1998−)，女，重庆人，硕士生，主要从事钢结构桥梁研究(E-mail: 19pgui@stu.edu.cn)

滕华俊(1996−)，男，山东人，硕士，主要从事钢结构桥梁研究(E-mail: 913170272@qq.com)

Federico Accornero (1983−)，男，意大利人，博士，主要从事疲劳和断裂研究(E-mail: federico.accornero@polito.it)

通讯作者:
祝志文(1968−)，男，湖南人，教授，博士，博导，主要从事钢结构桥梁研究(E-mail: zhuzw@stu.edu.cn)

中图分类号: U445.71
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- 被引次数: 0
出版历程
- 收稿日期: 2021-04-25
- 录用日期: 2021-11-26
- 修回日期: 2021-09-17
- 网络出版日期: 2021-11-26
- 刊出日期: 2022-08-01

THE SECONDARY STRESS AT THE DETAILS OF ORTHOTROPIC BRIDGE DECKS INDUCED BY THERMAL GRADIENT UNDER SOLAR RADIATION

1.
Department of Civil and Environmental Engineering, Shantou University, Shantou, Guangdong 515063, China
2.
School of Civil Engineering, Hunan University, Changsha, Hu’nan 410082, China

摘要

摘要: 为研究正交异性钢桥面板构造细节的日照温度次应力行为，多次在高温和强日照天气下现场实测了某自锚式悬索桥钢箱梁外周和实腹式横隔板上温度场，基于观测到的最大顶底板温差拟合了横隔板竖向温度梯度表达式；在ANSYS中建立了钢箱梁节段有限元模型并施加外周温度，计算其24 h温度场，并与横隔板实测竖向温度的对比校验了温度场模拟的合理性；开展了钢箱梁节段和子模型的精细化热应力分析，得到了纵肋−横隔板和弧形切口共4个构造细节的温度应力时程曲线。研究表明：在强太阳辐射和高温环境下，钢箱梁横向温差不明显，但存在明显的竖向温度梯度，横隔板竖向温度梯度可拟合为四折线形式，最大温差明显小于欧规值。正交异性钢桥面板产生热变形并在构造细节处产生明显热应力集中，特别是弧形切口热应力大。仅日照竖向温度梯度作用，或仅桥面货车通行加载，弧形切口均为无限疲劳寿命；但二者共同作用产生的应力幅，大于构造细节的常幅疲劳极限，可能是该构造细节出现疲劳开裂的原因。
- 钢箱梁 /
- 温度场 /
- 构造细节 /
- 热应力 /
- 疲劳 /
- 现场实测 /
- 有限元分析
Abstract: To investigate the secondary stress at the details of orthotropic steel decks (OSD) induced by thermal gradient in steel box girders, the temperature field of the steel box girder of a self-anchored suspension bridge is measured for multiple times under high environmental temperature and strong solar radiation. The vertical temperature gradient is fitted based on the measured maximum temperature difference between the roof and the floor. After establishing the sectional box girder model in ANSYS with the measured temperature applied on the box-girder surface, the temperature field in the sectional model is obtained. The temperature results on the floor beam agree well with the measured temperature, which validate the thermal analysis. Based on the simulated 24 h temperature field, the thermal stress field in the sectional box girder is first analyzed. Refined stress results are obtained based on a sub-model technology. The thermal stress time histories are determined at the four details around rib-to-floor beam (RF) connection and the cutout detail. It is found that, under strong solar radiation and high environmental temperature, the transverse temperature difference in the steel-deck box girder is not apparent, while the vertical thermal gradient is significant and can be fitted as a four-broken-line function with the maximum temperature difference lower than that of the Eurocode. Significant stress concentration appears at the details of the OSD, particularly at the cutout detail. The cutout detail will be fatigue-free if the thermal stress range resulting from the vertical temperature under solar radiation is considered, or if the stress range resulting from the truck loading is considered. The stress range at the cutout detail, which is jointly produced by the thermal effect of the vertical temperature and by the truck loading, is larger than the constant-amplitude fatigue limit and may contribute to the fatigue crack at the cutout detail.
- steel box girder /
- temperature field /
- connection details /
- thermal stress /
- fatigue /
- field measurement /
- FEA (Finite Element Analysis)

HTML全文

图 1 某大桥内横隔板弧形切口的长疲劳裂纹

Figure 1. Long fatigue crack at floor beam cutout detail observed in a bridge

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图 2 桥梁立面布置图　/m

Figure 2. Elevation layout of bridge

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图 3 钢箱梁横断面及测点布置　/mm

Figure 3. Cross section of steel box girder and layout of measuring points

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图 4 正交异性钢桥面布置　/mm

Figure 4. Layout of OSD

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图 5 温度测点布置和测温仪 /mm

Figure 5. Layout of measuring points and temperature-measuring device

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图 6 顶板不同时刻横向温度及其变化

Figure 6. Transverse temperature on roof and its variation with time

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图 7 底板不同时刻横向温度及变化

Figure 7. Transverse temperature on floor and its variation with time

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图 8 三个断面相同高度测点温度变化

Figure 8. Temperature variation of measuring points along three sections with same height

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图 9 工况1截面 B 实测24 h温度和温差

Figure 9. Condition 1 Measured 24 h temperature and its gradient on section B

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图 10 工况2截面 A 实测24 h温度和温差

Figure 10. Measured 24 h temperature and its gradient on Section A of Case 2

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图 11 工况1温差曲线和竖向温度梯度拟合曲线

Figure 11. Condition 1 Temperature difference curve and fitted curve of vertical thermal gradient

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图 12 有限元模型

Figure 12. Finite element model

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图 13 节段模型14:00温度云图

Figure 13. Temperature contour plot of sectional model at 14:00

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图 14 不同时刻有限元与实测温度结果的对比

Figure 14. FEA results in comparison with measured results at different moments

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图 15 正交异性钢桥面子模型

Figure 15. Sub-model of OSD

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图 16 网格划分

Figure 16. Mesh arrangement

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图 17 构造细节位置及应力方向

Figure 17. Location and stress direction of details

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图 18 4个构造细节的热应力和竖向温差在24 h内变化

Figure 18. Thermal stress variation at four details and vertical temperature difference during 24 h

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图 19 RF-R细节应力云图　/MPa

Figure 19. Stress contours at RF detail

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图 20 OSD变形　/mm

Figure 20. Deformation of OSD

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图 21 弧形切口构造细节应力云图　/MPa

Figure 21. Stress contours around cutout detail

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图 22 弧形切口第一主应力方向

Figure 22. Direction of first principal stress around cutout detail

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图 23 钢箱梁节段模型 /m

Figure 23. Segmental model of steel box girder

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图 24 纵肋-横隔板连接和弧形切口周围网格

Figure 24. Mesh around rib-to-floor beam connection and cutout detail

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图 25 弧形切口构造细节应力随轮载纵桥向的变化

Figure 25. Stress at cutout detail versus wheel location in bridge longitudinal direction

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图 26 弧形切口Mises应力云图

Figure 26. Mises stress contour at cutout detail

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表 1 热效应分析参数

Table 1. Parameters used in analysis of thermal effects

参数	材料密度 ρ/(kg/m³)	比热容 C/(J/(KG·℃)	导热系数 k/(W/(m·℃))	材料弹性模量 E/MPa	泊松比ν
取值	7850	460	60.5	206 000	0.3

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表 2 钢箱梁内温度

Table 2. Temperature in steel box girder

时刻	0:00	2:00	6:00	8:00	10:00	12:00	14:00	16:00	18:00	20:00	22:00
箱内温度/(℃)	37.3	35.2	32.6	32.0	34.6	35.8	36.2	38.8	41.3	40.8	39.9

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表 3 4个构造细节热应力幅值

Table 3. Thermal stress range at four details

构造细节	应力最大值/MPa	应力最小值/MPa	应力幅计算值/MPa
RF-F	−4.6	−13.6	9.0
RF-R	−14.6	−40.6	26.0
RF-W	−5.9	−17.7	11.8
Cutout	39.2	1.5	37.6

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