高原高寒地区H形混凝土桥塔日照温度效应

张宁; 刘永健; 刘江; 季德钧; 房建宏; STIEMERS F

高原高寒地区H形混凝土桥塔日照温度效应

张宁^{1, 2,},
刘永健^2, ,,
刘江²,
季德钧³,
房建宏⁴,
STIEMERS F⁵

1.
西北农林科技大学水利与建筑工程学院, 陕西杨凌 712100
2.
长安大学公路学院, 陕西西安 710064
3.
青海省高等级公路建设管理局, 青海西宁 810008
4.
青海省交通科学研究院青藏高原公路建设与养护重点实验室, 青海西宁 810008
5.
不列颠哥伦比亚大学土木工程系, 哥伦比亚温哥华 V6T 1Z4

基金项目:

交通运输部建设科技项目 2014 318 363 230

交通运输部建设科技项目 2014 318 802 220

详细信息

作者简介:
张宁(1981-), 男, 辽宁大连人, 西北农林科技大学讲师, 工学博士, 从事桥梁工程研究

通讯作者:
刘永健(1966-), 男, 江西玉山人, 长安大学教授, 工学博士

中图分类号: U443.38
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出版历程
- 收稿日期: 2017-03-29
- 刊出日期: 2017-08-25

Temperature effects of H-shaped concrete pylon in arctic-alpine plateau region

1.
School of Water Resources and Architectural Engineering, Northwest A & F University, Yangling 712100, Shaanxi, China
2.
School of Highway, Chang'an University, Xi'an 710064, Shaanxi, China
3.
Qinghai Provincial Construction and Management Bureau of High-Grade Highway, Xining 810008, Qinghai, China
4.
Qinghai-Tibet Plateau Key Laboratory of Highway Construction and Maintenance, Qinghai Institute of Transportation Science, Xining 810008, China
5.
Department of Civil Engineering, University of British Columbia, Vancouver V6T 1Z4, Columbia

More Information

Author Bio:
ZHANG Ning(1981-), male, lecturer, PhD, +86-29-82334577, johning@live.cn

LIU Yong-jian(1966-), male, professor, PhD, +86-29-82334577, lyj.chd@gmail.com

摘要

摘要: 分析了混凝土结构温度场边界条件计算方法, 以青海省海黄大桥H形混凝土桥塔为工程背景, 计算了高原高寒地区四季典型气象条件下的桥塔温度场分布, 对比了四季的桥塔表面温差和塔壁局部温差, 确定了桥塔的最不利温度荷载, 建立了桥塔整体有限元模型, 分析了四季桥塔的偏位、竖向应力、横向应力和纵向应力等温度效应。分析结果表明: 桥塔表面温差与桥塔局部温差均在冬季最大, 最大值分别可达11.88℃、20.79℃, 在夏季最小, 最大值分别可达5.15℃、15.25℃; 横桥向和纵桥向桥塔表面温差最大值分别达到9.15℃、11.88℃, 远大于《公路斜拉桥设计细则》 (JTG/T D65-01—2007) 推荐值±5℃; 接近正南方向的塔壁局部温差最大, 沿壁厚方向的温差分布接近指数形式, 冬季和夏季温度衰减系数最大值分别为4.50、5.01, 故冬季桥塔壁板局部温度分布较夏季更不均匀; 桥塔温度效应同样在冬季最大, 1天中最大桥塔偏位超过40mm, 白天桥塔偏位变化值超过15mm, 不利于施工过程中的桥塔偏位监测; 桥塔根部竖向最大拉应力达到2.2MPa, 桥塔根部同样产生较大水平向拉应力, 纵桥向和横桥向最大拉应力分别为1.82、0.82 MPa, 均发生在桥塔内侧, 在与其他作用组合时可能会造成桥塔开裂, 建议在桥塔塔壁内侧布置一定量的钢筋网片来控制裂缝; 在进行高原高寒地区桥塔设计和施工控制时, 应充分考虑温度效应带来的不利影响。
- 桥梁工程 /
- 混凝土桥塔 /
- 高原高寒地区 /
- 有限元模型 /
- 温度分布 /
- 温度效应 /
- 混凝土开裂
Abstract: The boundary condition calculation method of concrete structure temperature field was analyzed. The H-shaped concrete pylon of Haihuang Bridge in Qinghai Province was taken as engineering background, and the temperature field distributions of pylon under typical meteorological conditions during all seasons in arctic-alpine plateau region were calculated. The temperature differences between pylon surfaces and parts of tower wall in all seasons were compared, and the most adverse temperature load of pylon was determined. The whole finite element model of pylon was established, the temperature effects of pylon such as the displacements, vertical stresses, horizontal stresses and longitudinal stresses in all seasons were analyzed. Analysis result shows that the temperature differences of surface and local of pylon reach maximum in winter, and the maximum values are 11.88 ℃ and 20.79 ℃, respectively. The temperature differences reach minimum in summer, and the maximum values are 5.15 ℃ and 15.25 ℃, respectively. The maximum transverse and longitudinal temperature differences of pylon surface are 9.15 ℃ and 11.88 ℃, respectively, and are much larger than ±5 ℃ recommended in Guidelines for Design of Highway Cable-stayed Bridge (JTG/T D65-01—2007). The local temperature difference of tower wall near the south direction is largest, and the temperature difference distribution along thickness direction is close to exponential form. The maximum temperature attenuation coefficient is 4.50 in winter and 5.01 in summer, so the local temperature distribution of pylon wallboard in winter is more nonuniform than in summer. The maximum thermal effect also appears in winter, the maximal displacement of pylon is more than 40 mm in a day, and the variation value of displacement is more than 15 mm during daytime, which is adverse to monitoring pylon displacement in construction. The maximum vertical tension stress of pylon root reaches 2.2 MPa, pylon root also has large horizontal tensile stresses, the maximum longitudinal and transverse tension stresses are 1.82 and 0.82 MPa, respectively, and both occur inside pylon. When the tensile stresses combined with other actions may cause pylon cracks, so a certain amount of reinforced net should be arranged inside pylon wall to control the cracks. In the design and construction control of pylon in arctic-alpine plateau region, the adverse temperature effects should be considered.
- bridge engineering /
- concrete pylon /
- arctic-alpine plateau region /
- finite element model /
- temperature distribution /
- temperature effect /
- concrete cracking

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图 1 测点8与5′的位置

Figure 1. Positions of observation points 8and 5′

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图 2 实测数据与有限元计算结果对比

Figure 2. Comparison of test data and FEM calculation results

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图 3 桥塔断面局部坐标系

Figure 3. Local coordinate system of pylon cross section

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图 4 春季桥塔太阳辐射强度

Figure 4. Solar radiation intensities of pylon in spring

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图 5 夏季桥塔太阳辐射强度

Figure 5. Solar radiation intensities of pylon in summer

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图 6 秋季桥塔太阳辐射强度

Figure 6. Solar radiation intensities of pylon in autumn

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图 7 冬季桥塔太阳辐射强度

Figure 7. Solar radiation intensities of pylon in winter

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图 8 春季桥塔温度曲线

Figure 8. Temperature curves of pylon in spring

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图 9 夏季桥塔温度曲线

Figure 9. Temperature curves of pylon in summer

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图 10 秋季桥塔温度曲线

Figure 10. Temperature curves of pylon in autumn

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图 11 冬季桥塔温度曲线

Figure 11. Temperature curves of pylon in winter

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图 12 四季桥塔外表面温差

Figure 12. Temperature differences of pylon out-surfaces in 4seasons

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图 13 四季塔壁最大温差(单位: ℃)

Figure 13. Maximum temperature differences of pylon wall in 4seasons (unit: ℃)

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图 14 东南面塔壁温度分布

Figure 14. Temperature distributions of pylon wall in southeast

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图 15 东北面塔壁温度分布

Figure 15. Temperature distributions of pylon wall in northeast

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图 16 西南面塔壁温度分布

Figure 16. Temperature distributions of pylon wall in southwest

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图 17 西北面塔壁温度分布

Figure 17. Temperature distributions of pylon wall in northwest

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图 18 桥塔有限元模型

Figure 18. Finite element model of pylon

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图 19 桥塔温度荷载

Figure 19. Temperature loads on pylon

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图 20 四季塔顶偏位

Figure 20. Displacements of pylon top in 4seasons

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图 21 四季主塔根部竖向应力

Figure 21. Vertical stresses of pylon bottom in 4seasons

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图 22 四季主塔横向最大应力

Figure 22. Maximum horizontal stresses of pylon in 4seasons

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图 23 冬季温度应力分布

Figure 23. Temperature stresses distributions in winter

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表 1 四季典型气象参数

Table 1. Typical meteorological parameters in 4seasons

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表 2 材料热工参数

Table 2. Thermal parameters of materials

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表 3 四季桥塔表面最大温差

Table 3. Maximum temperature differences of pylon surfaces in 4seasons

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表 4 四季塔壁局部温差参数

Table 4. Parameters of local pylon wall temperature difference in 4seasons

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