部分填充混凝土的端承式预制拼装钢桥墩抗震性能研究

吴庆雄; 郑其鑫; 袁辉辉; 秦志清; 张硕

doi:10.19818/j.cnki.1671-1637.2026.034

部分填充混凝土的端承式预制拼装钢桥墩抗震性能研究

doi: 10.19818/j.cnki.1671-1637.2026.034

吴庆雄^{1, 2,},
郑其鑫¹,
袁辉辉^{1, 3, ,},
秦志清⁴,
张硕⁵

1.
福州大学土木工程学院, 福建福州 350116
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 350116
3.
福州大学工程结构福建省高校重点实验室, 福建福州 350116
4.
福建省交通规划设计院有限公司, 福建福州 350004
5.
阳光学院智能建造学院, 福建福州 350015

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 51978169

福建省交通运输科技发展计划项目 202211

详细信息

作者简介:
吴庆雄（1973-），男，福建南靖人，研究员，工学博士，E-mail：wuqingx@fzu.edu.cn

通讯作者:
袁辉辉（1985-），男，福建柘荣人，研究员，博士生导师，工学博士，E-mail：yuanhh@fzu.edu.cn

中图分类号: U443.22
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- 文章访问数: 76
- HTML全文浏览量: 36
- PDF下载量: 15
- 被引次数: 0
出版历程
- 收稿日期: 2025-04-11
- 录用日期: 2025-08-25
- 修回日期: 2025-07-30
- 刊出日期: 2026-05-28

Research on seismic performance of end-bearing prefabricated steel bridge piers with partially filled concrete

WU Qing-xiong^{1, 2
,},
ZHENG Qi-xin¹,
YUAN Hui-hui^{1, 3
, ,},
QIN Zhi-qing⁴,
ZHANG Shuo⁵

1.
College of Civil Engineering, Fuzhou University, Fuzhou 350116, Fujian, China
2.
Fujian Provincial Key Laboratory on Multi-Disasters Prevention and Mitigation in Civil Engineering, Fuzhou University, Fuzhou 350116, Fujian, China
3.
Fujian Provincial University Key Laboratory of Engineering Structures, Fuzhou University, Fuzhou 350116, Fujian, China
4.
Fujian Communications Planning and Design Institute Co., Ltd., Fuzhou 350004, Fujian, China
5.
College of Intelligent Build, Yango University, Fuzhou 350015, Fujian, China

Funds:

National Natural Science Foundation of China 52578183

National Natural Science Foundation of China 51978169

Fujian Provincial Transportation Science and Technology Development Plan Project 202211

More Information

Corresponding author: YUAN Hui-hui, research fellow, PhD, E-mail: yuanhh@fzu.edu.cn

Article Text (Baidu Translation)

摘要

摘要:
为探究端承式部分填充混凝土的预制拼装钢桥墩（PS-PFC）的抗震性能，在已有研究的基础上，以混凝土填充率为参数，增加了2个填充率分别为0和50%的大比例试件的拟静力试验，并通过ABAQUS进行了该类桥墩的有限元模拟与拓展参数分析。试验结果表明：端承式PS-PFC到达极限状态时的共同破坏形态表现为柱底钢板的弯曲变形和锚杆的拉伸变形，此外，未填充混凝土的桥墩还出现了柱底加劲肋上方钢管的鼓曲和撕裂，这说明部分填充混凝土能有效遏制钢管局部屈曲的发生；该类桥墩的滞回曲线呈较为饱满的捏拢状，具有良好的抗震性能；当填充率由0增加至25%时，桥墩的弹性刚度增加了9.5%，水平承载力增加了17.1%，继续增加填充率至50%，试件的刚度和承载力未见明显变化；与未填充混凝土的桥墩相比，填充率为25%和50%的桥墩的累积滞回耗能增加了约88%，并表现出更强的抗强度退化和刚度退化的能力；有限元模拟结果与试验结果吻合较好，桥墩的抗震性能随混凝土填充率的增大有所提升，然而当填充率增加到一定程度时，继续填充混凝土对桥墩水平承载力的影响并不显著；提出的端承式PS-PFC弹性刚度、水平承载力和最优混凝土填充率的理论计算方法，计算结果与试验结果和有限元模拟结果吻合良好。
- 桥梁工程 /
- 预制拼装钢桥墩 /
- 拟静力试验 /
- 抗震性能 /
- 有限元分析 /
- 部分填充混凝土 /
- 端承式柱脚 /
- 理论计算方法
Abstract:
This paper aims to investigate the seismic performance of end-bearing prefabricated steel bridge piers with partially filled concrete (PS-PFC). Based on existing research, two large-scale specimens with concrete filling ratios of 0 and 50% were added for quasi-static tests by employing the concrete filling ratio as a parameter. Additionally, finite element simulations and extended parametric analyses of such piers were performed by adopting ABAQUS software. The results show that the common failure mode of the end-bearing PS-PFC in the ultimate state is characterized by the bending deformation of the column base plate and tensile deformation of the anchor rods. Additionally, piers without filled concrete exhibit bulging and tearing of the steel tube above the stiffeners at the column base, indicating that partially filled concrete can effectively suppress local buckling of steel tubes. The hysteresis curves of such piers are relatively full and pinched, indicating good seismic performance. When the filling ratio increases from 0 to 25%, the elastic stiffness and horizontal bearing capacity of piers increase by 9.5% and 17.1%, respectively. Further increasing the filling ratio to 50% produces no significant changes to the specimen's stiffness and bearing capacity. Compared with piers without filled concrete, bridge piers with 25% and 50% filling ratios exhibit an approximately 88% increase in cumulative hysteretic energy dissipation, and demonstrate enhanced resistance to both strength degradation and stiffness degradation. The finite element simulations show good agreement with the experimental results, and the seismic performance of bridge piers improves with the increasing concrete filling ratios. However, when the filling ratio reaches a certain threshold, its further increase has a negligible effect on the horizontal bearing capacity of bridge piers. The proposed theoretical calculation methods for the elastic stiffness, horizontal bearing capacity and optimal concrete filling ratio of end-bearing PS-PFC yield results in good agreement with the test results and finite element simulation results.
- bridge engineering /
- prefabricated steel bridge pier /
- quasi-static test /
- seismic performance /
- finite element analysis /
- partially filled concrete /
- end-bearing column base /
- theoretical calculation method

HTML全文

图 1 试件尺寸与柱脚三维构造（单位：mm）

Figure 1. Dimensions of specimens and three-dimensional construction of the column base (unit: mm)

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图 2 试件安装与加载

Figure 2. Installation and loading of specimens

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图 3 加载装置与测点布置（单位：mm）

Figure 3. Test setup and measurement points arrangement (unit: mm)

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图 4 试件破坏形态

Figure 4. Failure modes of specimens

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图 5 各试件关键截面钢管应变-荷载曲线

Figure 5. Strain-load curves of steel tube of key sections of specimens

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图 6 各试件滞回曲线和骨架曲线

Figure 6. Hysteretic curves and skeleton curves of specimens

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图 7 滞回耗能能力对比

Figure 7. Comparison of hysteretic energy dissipation capacities

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图 8 刚度退化对比

Figure 8. Comparison of stiffness degradations

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图 9 强度退化对比

Figure 9. Comparison of strength degradations

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图 10 有限元模型

Figure 10. Finite element model

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图 11 有限元模型的验证

Figure 11. Validation of finite element models

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图 12 混凝土填充率参数分析骨架曲线对比

Figure 12. Comparison of skeleton curves for parametric analysis of concrete filling ratio

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图 13 端承式PS-PFC等效抗弯刚度计算

Figure 13. Equivalent bending stiffness calculation of end-bearing PS-PFC

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图 14 空钢管截面受力计算

Figure 14. Force calculation for empty steel tube section

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图 15 柱底截面受力计算

Figure 15. Force calculation for column base section

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表 1 试件主要参数

Table 1. Main parameters of specimens

试件编号	L/mm	D/mm	t/mm	n	L_c/mm	η/%
DC-0	3 000	500	10	0.15	0	0
DC-25^[19]	3 000	500	10	0.15	750	25
DC-50	3 000	500	10	0.15	1 500	50

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表 2 钢材力学性能

Table 2. Mechanical properties of steel

材料	E_s/GPa	υ	f_y/MPa	f_u/MPa
钢管	206	0.30	425	610
锚杆	215	0.29	420	625
管内纵筋	198	0.30	342	516

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表 3 混凝土力学性能

Table 3. Mechanical properties of concrete

强度等级	E_c/GPa	f_cu/MPa	υ
C50	34.6	52.5	0.22

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表 4 试验与有限元模拟的骨架曲线特征值对比

Table 4. Comparison of characteristic values of skeleton curves between test and FEM simulation

试件编号		DC-0			DC-25			DC-50
加载方向		正向	负向	均值	正向	负向	均值	正向	负向	均值
K_a	试验值/（kN·mm^-1）	6.83	10.38	8.61	9.56	9.30	9.43	9.31	9.60	9.46
	有限元结果/（kN·mm^-1）	7.64	8.20	7.92	9.48	10.04	9.76	10.62	11.34	10.98
	误差/%	11.9	-21.0	-8.0	-0.8	8.0	3.5	14.1	18.1	16.1
P_y	试验值/kN	208.0	261.5	234.8	271.0	295.9	283.5	274.0	288.1	281.1
	有限元结果/kN	245.0	244.2	244.6	269.2	268.2	268.7	275.8	269.7	272.8
	误差/%	17.8	-6.6	4.2	-0.7	-9.4	-5.2	0.7	-6.4	-3.0
δ_y	试验值/mm	48.0	47.7	47.9	47.4	48.1	47.8	47.8	47.2	47.5
	有限元结果/mm	49.8	48.3	49.1	48.0	48.0	48.0	49.6	47.2	48.4
	误差/%	3.7	1.3	2.5	1.3	-0.2	0.5	3.8	0.0	1.9
K_y	试验值/（kN·mm^-1）	4.33	5.48	4.91	5.72	6.15	5.93	5.73	6.10	5.92
	有限元结果/（kN·mm^-1）	4.92	5.06	4.99	5.61	5.59	5.60	5.56	5.71	5.64
	误差/%	13.5	-7.8	1.6	-1.9	-9.2	-5.7	-3.0	-6.4	-4.7
P_m	试验值/kN	280.5	315.4	298.0	331.4	366.4	348.9	360.8	377.6	369.2
	有限元结果/kN	275.9	274.9	275.4	328.0	323.2	325.6	328.7	324.1	326.4
	误差/%	-1.6	-12.8	-7.6	-1.0	-11.8	-6.7	-8.9	-14.2	-11.6
δ_m	试验值/mm	92.2	95.8	94.0	119.3	120.1	119.7	119.0	119.8	119.4
	有限元结果/mm	96.0	96.0	96.0	96.0	96.0	96.0	96.0	96.0	96.0
	误差/%	4.1	0.2	2.1	-19.5	-20.1	-19.8	-19.3	-19.9	-19.6

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表 5 缩尺尺度下试验结果、理论计算结果与有限元结果对比

Table 5. Comparison of test results, theoretical calculation results and finite element results at reduced scale

填充率/%	K_a，T/（kN·mm^-1）	K_a，FEM/（kN·mm^-1）	K_a，C/（kN·mm^-1）	K_a，T/K_a，C	K_a，FEM/K_a，C	P_m，T/kN	P_m，FEM/kN	P_m，C/kN	P_m，T/P_m，C	P_m，FEM/P_m，C
0	8.61	7.92	7.77	1.11	1.02	298.0	275.4	295.9	1.01	0.93
5		8.01	8.20		0.98		285.0	295.9		0.96
15		9.08	9.07		1.00		304.8	321.1		0.95
25	9.43	9.76	9.92	0.95	0.98	348.9	325.6	342.5	1.02	0.95
50	9.46	10.98	11.74	0.81	0.94	369.2	326.4	343.5	1.07	0.95
75		11.87	12.77		0.93		327.7	343.8		0.95

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表 6 实桥尺度下理论计算结果与有限元结果对比

Table 6. Comparison between theoretical calculation results and finite element results at prototype scale

填充率/%	K_a，FEM/（kN·mm^-1）	K_a，C/（kN·mm^-1）	K_a，FEM/K_a，C	P_m，FEM/kN	P_m，C/kN	P_m，FEM/P_m，C
0	26.12	23.31	1.12	2 050.4	2 214.0	0.93
5	26.17	24.60	1.06	2 308.2	2 514.4	0.92
15	29.72	27.21	1.09	2 315.3	2 520.0	0.92
25	31.47	29.77	1.06	2 324.2	2 524.4	0.92
50	34.58	35.22	0.98	2 347.3	2 531.2	0.93
75	36.66	38.30	0.96	2 350.0	2 533.8	0.93

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