工字组合梁整体式桥台节点受力性能与刚度计算

黄育凡; 方远威; 吴庆雄; 王渠; 陈洲宇; 陈明森

doi:10.19818/j.cnki.1671-1637.2025.05.022

工字组合梁整体式桥台节点受力性能与刚度计算

doi: 10.19818/j.cnki.1671-1637.2025.05.022

黄育凡^{1, 2},
方远威¹,
吴庆雄^{1, 3, ,},
王渠^{1, 2},
陈洲宇¹,
陈明森⁴

1.
福州大学土木工程学院，福建福州 350108
2.
福州大学福建省土木工程多灾害防治重点实验室，福建福州 350108
3.
福州大学工程结构福建省高校重点实验室，福建福州 350108
4.
福建省龙祥建设集团有限公司，福建福州 350301

基金项目:

国家自然科学基金项目 52578183

国家自然科学基金项目 51608125

福建省自然科学基金项目 2022J01093

详细信息

作者简介:
黄育凡(1986-)，男，福建罗源人，福州大学副教授，工学博士，从事组合结构桥梁、无伸缩缝桥梁研究

通讯作者:
吴庆雄(1973-)，男，福建南靖人，福州大学研究员，工学博士

中图分类号: U443.21
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- 文章访问数: 30
- HTML全文浏览量: 12
- PDF下载量: 1
- 被引次数: 0
出版历程
- 收稿日期: 2025-04-29
- 录用日期: 2025-09-26
- 修回日期: 2025-07-04
- 刊出日期: 2025-10-28

Mechanical performance and stiffness calculation of integral abutment joints in Ⅰ-shaped composite girders

HUANG Yu-fan^{1, 2},
FANG Yuan-wei¹,
WU Qing-xiong^{1, 3
, ,},
WANG Qu^{1, 2},
CHEN Zhou-yu¹,
CHEN Ming-sen⁴

1.
College of Civil Engineering, Fuzhou University, Fuzhou 350108, Fujian, China
2.
Fujian Provincial Key Laboratory on Multi-Disasters Prevention and Mitigation in Civil Engineering, Fuzhou University, Fuzhou 350108, Fujian, China
3.
Fujian Provincial University Key Laboratory of Engineering Structures, Fuzhou University, Fuzhou 350108, Fujian, China
4.
Fujian Longxiang Construction Group Co., Ltd., Fuzhou 350301, Fujian, China

Funds:

National Natural Science Foundation of China 52578183

National Natural Science Foundation of China 51608125

Natural Science Foundation of Fujian Province 2022J01093

More Information

Corresponding author: WU Qing-xiong (1973-), male, research fellow, PhD, wuqingx@fzu.edu.cn

Article Text (Baidu Translation)

摘要

摘要: 为研究不同桩基类型对工字组合梁整体式桥台节点力学性能的影响规律，以钢筋混凝土(RC)桩、H型钢桩、超高性能混凝土(UHPC)桩3种桩基形式为变量，开展整体式桥台节点足尺模型试验，构建了实体有限元模型，对比分析了节点的受力特性、传力机制与破坏模式，基于力法原理提出了节点刚度计算方法。分析结果表明：采用不同桩基形式的节点试件在整体升温荷载下的纵向变形性能良好，节点破坏形式均是由于桩基破坏而造成节点整体破坏，栓钉均未弯曲或破坏，节点整体性能良好；在截面竖向承载力相同情况下，钢桩的剪切刚度和抗弯刚度最大，钢筋混凝土桩次之，UHPC桩最小；H型钢桩适应纵桥向变形能力和承载力最佳，UHPC桩次之，钢筋混凝土桩最低；桩顶和桥面板梁台界面这2个刚度突变位置是工字组合梁整体式桥台节点设计的关键；对比理论公式与有限元计算，得到温度作用下桥梁纵向变形误差小于2.7%，可用理论公式计算整体桥纵向变形；提出的不同桩基形式的节点刚度计算方法与试验结果误差均小于5%。研究成果为工字组合梁整体式桥台节点精细化设计提供理论支撑。
- 桥梁工程 /
- 钢混组合梁 /
- 足尺模型试验 /
- 整体式桥台 /
- 桩基类型 /
- 破坏模式 /
- 节点刚度
Abstract: To investigate the influence law of different pile types on the mechanical performance of integral abutment joints in Ⅰ-shaped composite girders, reinforced concrete (RC) piles, H-shaped steel piles, and ultra-high-performance-concrete (UHPC) piles were used as variables to conduct full-scale model tests, develop finite element models, and analyze the mechanical characteristics, load-transfer mechanisms, and failure modes of the joints. A joint stiffness calculation method was proposed based on the principle of the force method. Analyse results show that all joint specimens with different pile types exhibit excellent longitudinal deformation performance under overall temperature rise loads. Failure forms of joints are caused by pile failure. The studs are not bent or damaged, and the overall performance of the joints is great. Under equivalent vertical bearing capacity conditions, steel piles demonstrate the highest shear and bending stiffness, followed by RC piles, while UHPC piles show the minimum values. H-shaped steel piles exhibit optimal longitudinal deformation adaptability and bearing capacity, followed by UHPC piles, with RC piles performing least favorably. Two stiffness mutation positions, including pile tops and beam-abutment interfaces, are identified as key points of the joint design of Ⅰ-shaped composite girders. By comparing the theoretical formula with the finite element results, the longitudinal deformation error of the bridge under temperature effects is less than 2.7%. verifying their reliability. The theoretical formula can be used to calculate the integral longitudinal deformation of the bridge. The proposed stiffness calculation method of different pile types achieves less than 5% deviation compared to experimental results. The research results provide theoretical support for the refined design of integral abutment joints in steel-concrete composite girders.
- bridge engineering /
- steel-concrete composite girder /
- full-scale model test /
- integral abutment /
- pile foundation type /
- failure mode /
- joint stiffness

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图 1 实桥有限元模型与计算结果

Figure 1. Finite element model and calculation results of a real bridge

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图 2 采用RC桩的足尺节点模型构造(单位：cm)

Figure 2. Construction of full-scale joint model by RC pile (unit: cm)

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图 3 采用H型钢桩的足尺节点模型构造(单位：cm)

Figure 3. Construction of full-scale joint model by H-shaped steel pile (unit: cm)

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图 4 采用UHPC桩的足尺节点模型构造(单位：cm)

Figure 4. Construction of full-scale joint model by UHPC steel pile (unit: cm)

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图 5 加载装置与位移计测点布置(单位：cm)

Figure 5. Layout of loading device and displacement meter measuring point (unit: cm)

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图 6 节点模型加载

Figure 6. Loading of joint models

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图 7 节点力学响应骨架曲线对比

Figure 7. Comparative of skeleton curves of joint mechanical responses

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图 8 RC桩试件实体有限元模型

Figure 8. Finite element model of RC pile specimen

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图 9 有限元与试验节点弯矩-转角曲线对比

Figure 9. Comparison of moment-rotation curves between finite elements and experimental joints

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图 10 应力云图对比

Figure 10. Comparison of stress cloud maps

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图 11 主应力迹线对比

Figure 11. Comparison of principal stress traces

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图 12 节点力学模型

Figure 12. Mechanical model of joints

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图 13 节点弯矩

Figure 13. Moment of joints

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图 14 节点变形示意

Figure 14. Deformation schematic of joint

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图 15 不同桩基形式节点弯矩-转角曲线对比

Figure 15. Comparison of moment-rotation curves of joints with different pile types

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表 1 不同形式桩基参数对比

Table 1. Comparison of parameters of different pile types

试件序号	桩基类型	材料强度	截面尺寸/mm
1	RC桩	C30	直径为1 000
2	H型钢桩	Q345	高度为770，宽度为765，腹板厚度为16，翼缘厚度为16
3	UHPC桩	R130	高度为434，厚度为420，腹板厚度为100，翼缘厚度为100

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表 2 温度作用下桥梁纵向变形

Table 2. Longitudinal deformation under temperature action

荷载作用	理论计算值/mm	有限元计算值/mm	误差/%
整体升温	8.42	8.66	2.7
整体降温	-1.30	-1.33	2.6

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表 3 节点刚度对比

Table 3. Comparison of joint stiffness

桩型	剪切刚度/(10⁵ kN·m^-1)	剪切刚度与RC桩试件对比/%	抗弯刚度/(10⁵ kN·m·rad^-1)	抗弯刚度与RC桩试件对比/%
RC桩	3.20		1.54
H型钢桩	3.54	10.63	1.60	3.90
UHPC桩	2.44	-23.75	1.19	-22.73

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表 4 破坏模式对比

Table 4. Comparison of failure modes

部位	RC桩	H型钢桩	UHPC桩
桥面板
桥台
桩基

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表 5 纵向变形能力对比

Table 5. Comparison of longitudinal deformation capacity

桩型	破坏位移/mm	破坏位移与RC桩试件对比/%	极限荷载/kN	极限荷载与RC桩试件对比/%
RC桩	35.2		925.1
H型钢桩	102.3	190.6	1 687.0	82.4
UHPC桩	66.9	90.1	1 058.0	14.4

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表 6 节点抗弯刚度对比

Table 6. Comparison of joint bending stiffnesses

桩型	抗弯刚度/(kN·m·rad^-1)
桩型	试验值/10⁵	有限元/10⁵	误差/%
RC桩	1.54	1.46	5.1
H型钢桩	1.60	1.47	8.1
UHPC桩	1.19	1.14	4.2

下载: 导出CSV

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