钢-混凝土组合箱梁抗震性能试验

周旺保; 蒋丽忠; 李方方; 黄志

钢-混凝土组合箱梁抗震性能试验

周旺保^1,,
蒋丽忠²,
李方方³,
黄志^{2, 4}

1.
武汉理工大学道路桥梁与结构工程湖北省重点实验室, 湖北武汉 430070
2.
中南大学土木工程学院, 湖南长沙 410075
3.
中铁隧道勘测设计院有限公司, 天津 300133
4.
宾夕法尼亚州立大学土木工程学院, 宾夕法尼亚帕克 17050

基金项目:

国家自然科学基金项目 51408449

国家自然科学基金项目 51378502

道路桥梁与结构工程湖北省重点实验室开放基金项目 DQJJ201309

中央高校基本科研业务费专项资金项目 2014-IV-049

详细信息

作者简介:
周旺保(1982-), 男, 湖南岳阳人, 武汉理工大学讲师, 工学博士, 从事组合结构稳定性与抗震研究

中图分类号: U448.34
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- 被引次数: 0
出版历程
- 收稿日期: 2014-06-26
- 刊出日期: 2014-12-25

Experiment of seismic performance for steel-concrete composite box-beam

1.
Hubei Key Laboratory of Roadway Bridge and Structure Engineering, Wuhan University of Technology, Wuhan 430070, Hubei, China
2.
School of Civil Engineering, Central South University, Changsha 410075, Hunan, China
3.
China Railway Tunnel Survey and Design Institute Co., Ltd., Tianjin 300133, China
4.
School of Civil Engineering, The Pennsylvania State University, Park 17050, Pennsylvania, USA

More Information

Author Bio:
ZHOU Wang-bao (1982-), male, lecturer, PhD, +86-27-87651786, zhwb@whut.edu.cn

摘要

摘要: 进行了4组不同剪力连接度与腹板高厚比的组合箱梁低周反复荷载试验, 对组合箱梁的失效模式、滞回性能、骨架曲线、耗能能力、延性、刚度退化规律等抗震性能进行了深入研究, 重点分析了腹板高厚比和剪力连接度对组合箱梁抗震性能的影响。研究结果表明: 由于腹板高厚比和剪力连接度的不同, 组合箱梁存在局部屈曲破坏、弯剪破坏、压弯破坏和剪切破坏4种失效模式; 荷载-挠度滞回曲线和骨架曲线可分为弹性、弹塑性与破坏3个阶段; 不同剪力连接度与腹板高厚比情况下的荷载-挠度滞回环丰满而稳定, 没有明显的捏缩现象, 体现良好的抗震性能; 剪力连接度越大, 组合箱梁骨架曲线越饱满, 耗能能力越强, 但延性变化不明显; 腹板高厚比越大, 组合箱梁延性越好, 耗能能力越强; 剪力连接度与腹板高厚比对组合箱梁刚度退化前期有较大影响, 后期影响变小。
- 桥梁工程 /
- 钢-混凝土组合箱梁 /
- 抗震性能 /
- 剪力连接度 /
- 腹板高厚比 /
- 延性
Abstract: Four steel-concrete composite box-beams (SCCBBs) with different shear connection degrees and height-width ratios of web were experimentally studied under low-cyclic reversed loading.The seismic performances, such as failure mode, hysteretic behavior, skeleton curve, energy-dissipating capacity, ductility, and rigidity degeneration rule, were deeply studied.The influences of shear connection degree and height-width ratio of web on the seismic performance were mainly analyzed.Study result shows that according to different shear connection degrees and height-width ratios of web, there are four types of failure modes, which are local buckling failure, bending-cutting failure, compressing-bending failure, and shear failure.Load-deflection hysteretic curve and skeleton curve can be divided into three stages that are elasticity, elastoplasticity, and failure.Load-deflection hysteretic loops, with different shear connection degrees and height-width ratios of web, are plump and do not have obvious rheostriction, which shows that SCCBB has good seismic performances.Skeleton curve becomes plumper and energy-dissipating capacity becomes higher when shear connection degree increases, but the change of ductility is not obvious.Ductility becomes better and energy-dissipating capacity bocomes higher when the height-width ratio of web increases.The influences of shear connection degree and height-width ratio of web on rigidity degeneration are greater at earlier stage and less at later stage.
- bridge engineering /
- steel-concrete composite box-beam /
- seismic performance /
- shear connection degree /
- height-width ratio of web /
- ductility

HTML全文

图 1 组合箱梁截面

Figure 1. Cross section of composite box-beam

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图 2 组合箱梁纵向剖面

Figure 2. Longitudinal profile of composite box-beam MPa

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图 3 组合箱梁加载装置示意

Figure 3. Schematic of loading device for composite box-beam

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图 4 组合箱梁加载装置实物

Figure 4. Realistic loading device of composite box-beam

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图 5 低周反复加载方法

Figure 5. Method of low-cyclic reversed loading

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图 6 竖向挠度测点布置

Figure 6. Arrangement of vertical deflection measuring-points

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图 7 试件破坏模式

Figure 7. Failure modes of specimens

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图 8 跨中荷载-挠度滞回曲线

Figure 8. Load-deflection hysteretic curves at mid-spans

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图 9 跨中荷载-挠度骨架曲线

Figure 9. Load-deflection skeleton curves at mid-spans

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图 10 试件屈服点的确定方法

Figure 10. Determination method of specimen yield point

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图 11 试件耗能-挠度曲线

Figure 11. Energy dissipation-deflection curves of specimens

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图 12 试件刚度退化

Figure 12. Rigidity degenerations of specimens

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表 1 组合箱梁试件参数

Table 1. Specimen parameters of composite box-beams

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表 2 钢材力学性能

Table 2. Mechanical properties of steels

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表 3 试件延性

Table 3. Ductilities of specimens

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