基于桁梁实桥试验的钢管混凝土界面传力机制

程高; 张之恒; 谢亮; 姬子田

doi:10.19818/j.cnki.1671-1637.2022.06.010

基于桁梁实桥试验的钢管混凝土界面传力机制

doi: 10.19818/j.cnki.1671-1637.2022.06.010

程高^{1, 2,},
张之恒¹,
谢亮³,
姬子田⁴

1.
长安大学公路学院，陕西西安 710064
2.
西藏天路股份有限公司，西藏拉萨 850000
3.
湖南省建筑设计院集团股份有限公司，湖南长沙 410208
4.
中铁大桥科学研究院有限公司，湖北武汉 430034

基金项目:

国家自然科学基金项目 51978061

中国博士后科学基金项目 2020M673601XB

陕西省秦创原"科学家+工程师"队伍建设项目 2022KXJ-036

陕西省交通运输科技项目 19-14K

陕西省交通运输科技项目 21-45

详细信息

作者简介:
程高(1988-)，男，河南泌阳人，长安大学高级工程师，工学博士，从事钢-混凝土组合结构桥梁研究

中图分类号: U441.5
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- 被引次数: 0
出版历程
- 收稿日期: 2022-06-02
- 网络出版日期: 2023-01-10
- 刊出日期: 2022-12-25

Interfacial force transfer mechanism of concrete-filled steel tube based on field truss bridge test

1.
School of Highway, Chang'an University, Xi'an 710064, Shaanxi, China
2.
Tibet Tianlu Co., Ltd., Lhasa 850000, Tibet, China
3.
Hunan Architectural Design Institute Group Co., Ltd., Changsha 410208, Hunan, China
4.
China Railway Bridge Science Research Institute Ltd., Wuhan 430034, Hubei, China

Funds:

National Natural Science Foundation of China 51978061

China Postdoctoral Science Foundation 2020M673601XB

"Scientist+Engineer" Team Building Foundation of Shaanxi Qinchuangyuan 2022KXJ-036

Transportation Science and Technology Project of Shaanxi Province 19-14K

Transportation Science and Technology Project of Shaanxi Province 21-45

More Information

Author Bio:
CHENG Gao(1988-), male, senior engineer, PhD, chengg@chd.edu.cn

摘要

摘要: 为分析钢管混凝土桁梁桥的承载性能和钢-混凝土组合作用机理，进行了桁梁上、下弦钢管混凝土界面传力行为实桥试验和全桥板壳-实体有限元参数分析；以主跨71 m的简支半穿式钢桁梁桥为依托，沿其上、下弦杆节间长度范围内共布设102个应变测点，测试并分析了加载车作用下钢管轴向应变分布和钢-混凝土界面传力特征；采用ABAQUS软件建立了试验桥板壳-实体有限元模型，经实测挠度与应变数据验证模型的可靠性后，进行了界面连接状态、界面抗剪刚度、钢管厚度、管内混凝土强度等对钢管混凝土界面传力性能的参数影响分析。分析结果表明：钢管轴向应变分布规律可反映钢管混凝土界面传力的基本特征；钢管混凝土桁架上、下弦杆节点区域均出现界面剪力不均匀分布现象，钢-混凝土界面有效传力范围内钢管轴向应变呈负指数函数分布，其他区域钢管轴向应变保持不变；完全脱黏的钢管混凝土桁架弦杆的钢管轴向应变在节点一定范围内呈二次抛物线函数分布；钢管轴向应变因界面连接状态所表现出的不同应变分布规律和剪力传递长度可用于评价钢管混凝土组合作用强弱和界面工作状态；桁架弦杆的剪力传递长度随钢管厚度和管内混凝土强度的增加而增大，钢管厚度的影响更显著；在钢管混凝土桁架弦杆内设置抗剪连接件可缩短剪力传递长度。
- 桥梁工程 /
- 钢管混凝土桁梁桥 /
- 钢-混凝土组合作用 /
- 界面传力机制 /
- 剪力传递长度 /
- 实桥试验 /
- 有限元分析
Abstract: To analyze the bearing performance of concrete-filled steel tubular truss bridge and steel-concrete composite action mechanism, the field truss bridge test on the interfacial force transfer behavior of concrete-filled steel tubes for the upper and lower chords and the finite element parameter analysis of shell and solid elements of the bridge were carried out. On the basis of the simply-supported half-through steel truss bridge with a main span of 71 m, 102 strain measuring points were arranged within the joint range along the upper and lower chords. The characteristics of axial strain distributions of steel tubes and the interfacial force transfer between steel and concrete were tested and analyzed under the action of the loading vehicle. The software ABAQUS was used to build the finite element model for the shell and solid elements of the test bridge, and the model reliability was verified by the measured deflection and strain. After that, the influences of parameters such as the interfacial connection state, interfacial shear stiffness, steel tube thickness, and concrete strength in the tube on the interfacial force transfer performance of concrete-filled steel tubes were analyzed. Analysis results show that the axial strain distribution laws of steel tubes can reflect the basic characteristics of the interfacial force transfer of the concrete-filled steel tube. The uneven distributions of interfacial shear force are shown in the joint areas of the upper and lower chords of the concrete-filled steel tubular truss. The axial strain of steel tubes at the steel-concrete interfaces within the effective force transfer range is distributed as a negative exponential function. In other areas, it remains unchanged. For the fully de-bonded chords of the concrete-filled steel tubular truss, the axial strain distribution of steel tubes is a quadratic function in a certain range of joints. As a result, the different axial strain distribution laws of steel tubes due to the interface connection state and the shear transfer length can be used to evaluate the steel-concrete composite action strength and interfacial working state between the concrete and the steel tube. The shear transfer length of the truss chord becomes longer with the increases in the steel tube thickness and strength of concrete in the tube, but the influence of steel tube thickness is more significant. Setting shear connectors in the chord of concrete-filled steel tubular truss can shorten the shear transfer length.
- bridge engineering /
- concrete-filled steel tubular truss bridge /
- steel-concrete composite action /
- interfacial force transfer mechanism /
- shear transfer length /
- field bridge test /
- finite element analysis

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图 1 试验桥立面布置

Figure 1. Elevation arrangement of tested bridge

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图 2 试验桥横截面布置

Figure 2. Cross section arrangement of tested bridge

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图 3 轮重测试

Figure 3. Wheel load test

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图 4 荷载布置方式

Figure 4. Arrangement of loads

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图 5 试验桥终级加载

Figure 5. Tested bridge under final load

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图 6 跨中截面测点布置

Figure 6. Measuring points arrangement on middle section

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图 7 应变测区

Figure 7. Strain measuring region

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图 8 应变测点布置(单位: mm)

Figure 8. Arrangement of strain measuring points (unit: mm)

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图 9 测点布设与数据采集

Figure 9. Measuring points layout and data collection

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图 10 钢管轴向应变试验数据

Figure 10. Test data of steel tube axial strain

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图 11 钢-混凝土界面传力模式

Figure 11. Interfacial force transfer mechanism of steel tube and concrete

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图 12 试验桥有限元模型

Figure 12. Finite element model of tested bridge

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图 13 不同界面黏结状态下钢管轴向应变对比

Figure 13. Comparison of axial strains of steel tubes in different bonding conditions

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图 14 是否设PBL抗剪连接件时钢管轴向应变对比

Figure 14. Comparison of axial strains of steel tubes with or without PBL shear connector

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图 15 不同钢管厚度下钢管轴向应变对比

Figure 15. Comparison of axial strains of steel tubes with different steel tube thicknesses

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图 16 不同混凝土强度等级下钢管轴向应变对比

Figure 16. Comparison of axial strains of steel tubes with different concrete strength grades

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表 1 试验桥参数

Table 1. Parameters of tested bridge mm

名称	编号	截面形式		截面尺寸
名称	编号	截面形式		长度(直径)	宽度	厚度
上弦杆	S	圆形钢管混凝土		1 000	24
下弦杆	X	方钢管混凝土		900	900	30
腹杆	F	圆形空钢管		700	700	26
端横梁	H1	矩形钢管混凝土		1 000	560	22
中横梁	H2	工字钢	上翼缘	450		20
			下翼缘	700		45
			腹板加劲肋	130		12

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表 2 加载车实测轴重

Table 2. Measured weights of loading vehicles

车辆编号	轴距/m		轴重/kN		总重/kN
车辆编号	前轴	后轴	前轴	后轴	总重/kN
1	3.5	1.4	71.8	243.6	315.4
2	3.5	1.4	85.2	235.2	320.4
3	3.5	1.4	77.8	246.0	323.8
4	3.5	1.4	89.2	239.8	329.0

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表 3 试验与模拟结果比较

Table 3. Comparison of test and simulation results

测试内容	试验值	模拟值	相对误差/%
跨中挠度/mm	11.69	10.62	9.15
上弦杆应变/10^-4	1.41	1.31	7.09
下弦杆应变/10^-4	1.82	1.72	5.49

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