带钢管剪力键的装配式混凝土桥墩抗震性能

欧智菁; 谢铭勤; 秦志清; 林上顺; 俞杰

doi:10.3969/j.issn.0258-2724.20191177

带钢管剪力键的装配式混凝土桥墩抗震性能

doi: 10.3969/j.issn.0258-2724.20191177

1.
福建工程学院土木工程学院，福建福州 350118
2.
福建省交通规划设计院，福建福州 350103

基金项目: 国家自然科学基金（51878172）；福建省自然科学基金（2019J01779，2019H6020）

详细信息

作者简介:
欧智菁（1975—），女，教授，研究方向为钢管混凝土组合结构，E-mail：sina99@163.com

中图分类号: U443.22；U442.55
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- 文章访问数: 496
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- PDF下载量: 18
- 被引次数: 0
出版历程
- 收稿日期: 2020-02-04
- 修回日期: 2020-03-19
- 网络出版日期: 2020-05-20
- 刊出日期: 2020-05-20

Seismic Performance Test and FEM Analysis of Assembled Concrete Pier with Sleeve and Steel Tube Shear Connector

1.
College of Civil Engineering，Fujian University of Technology，Fuzhou 350118, China
2.
Fujian Provincial Transportation Planning and Design Institute，Fuzhou 350103, China

摘要

摘要:
为研究不同连接方式装配式混凝土桥墩的抗震性能，进行了2根装配式混凝土桥墩（连接构造分别为钢管剪力键和灌浆套筒）和1根现浇整体式混凝土桥墩的拟静力试验，分析对比试件的滞回曲线、骨架曲线、延性、刚度退化和耗能能力，采用ABAQUS通用程序建立有限元模型，并开展了有限元参数分析. 研究结果表明：3类桥墩试件水平荷载-位移滞回曲线较饱满，具有良好的抗震性能，均为整体压弯破坏，无明显的强度退化，累积耗能能力相近；在不同轴压比、长细比、混凝土强度和钢筋强度条件下，带钢管剪力键的装配式混凝土桥墩的水平峰值荷载和位移延性系数均优于传统灌浆套筒连接的装配式桥墩，提高幅值分别为4%～32%和8%～36%；轴压比、长细比、钢管剪力键嵌入深度和钢管直径是影响钢管剪力键连接的装配式混凝土桥墩抗震性能的重要参数.
- 装配式桥墩 /
- 钢管剪力键 /
- 拟静力试验 /
- 抗震性能 /
- 骨架曲线
Abstract:
In order to study the seismic performance of assembled concrete piers in different connection modes, the quasi-static test of two assembled concrete piers (using steel tube shear connector and grouting sleeve connection, respectively) and a cast-in-place integral concrete pier was conducted, the hysteresis curve, skeleton curve, ductility, stiffness degradation and energy consumption capacity of the comparison test specimens were analyzed, the finite element model was established by ABAQUS general procedure ,and the finite element parameters were analyzed. The results show that the hysteretic loops of the three types of piers are full and have good seismic performance, the failure mode of specimens is integral bending failure, there is no obvious strength degradation, and the piers have similar energy dissipation capabilities. Under the conditions of different axial compression ratio, slenderness ratio, concrete strength and steel strength, the horizontal peak load and displacement ductility coefficients of assembled concrete piers with steel tube shear connector are better than that connected with traditional grouting sleeves, and the increase amplitude is 4%−32% and 8%−36%, respectively. Axial compression ratio, slenderness ratio, embedding depth of steel tube shear connector and steel tube diameter are important parameters that affect the seismic performance of assembled concrete piers connected by steel tube shear connector.
- prefabricated pier /
- steel tube shear connector /
- quasi-static /
- seismic performance /
- skeleton curve

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图 1 桥墩构造

Figure 1. Configuration of piers

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图 2 G-1桥墩制作流程

Figure 2. Pier production process of G-1

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图 3 桥墩试件试验装置图及加载实景

Figure 3. Testing device of bridge pier and loading scene

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图 4 桥墩试件破坏形态

Figure 4. Overall failure of pier specimen

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图 5 桥墩试件的滞回曲线

Figure 5. Hysteresis loops of pier specimens

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图 6 各试件的骨架曲线

Figure 6. Skeleton curves of specimens

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图 7 各试件的累积耗能

Figure 7. Cumulative energy consumption capacity of piers

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图 8 刚度退化曲线

Figure 8. Stiffness degradation curves

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图 9 峰值荷载对比

Figure 9. Peak load comparison

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图 10 位移延性系数对比

Figure 10. Displacement ductility coefficient comparison

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图 11 不同轴压比下骨架曲线对比

Figure 11. Skeleton curves under different axial comparison ratios

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图 12 不同长细比下各构件骨架曲线比较

Figure 12. Skeleton curves with different slenderness ratios

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图 13 不同嵌入深度骨架曲线对比

Figure 13. Skeleton curves under different embedded depths

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图 14 不同钢管壁厚时骨架曲线对比

Figure 14. Skeleton curves under different steel tube thicknesses

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图 15 不同钢管直径骨架曲线对比

Figure 15. Skeleton curves under different steel tube diameters

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表 1 材料性能参数

Table 1. Mechanical property parameters of material

材料类型	弹性模量/MPa	屈服强度/MPa	极限强度/MPa	泊松比
C40 混凝土	32500		44.2
灌浆料	38600		121.8
HRB400 钢筋	206000	424.2	604.3	0.30
钢套筒	206000	202.5	302.1	0.30
钢管	206000	365.0	433.5	0.29

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表 2 骨架曲线主要参数对比

Table 2. Comparison of main parameters of skeleton curves

试件	P_y/kN	Δ_y/mm	P_max/kN	P_u/kN	Δ_u/mm	µ_u
Z-1	23.74	9.42	39.60	33.66	88.82	9.43
T-1	20.07	9.34	34.20	29.07	94.06	10.07
G-1	23.29	9.35	39.50	33.58	100.00	10.70
注：P_y为屈服荷载；Δ_y为屈服位移；P_max为水平峰值荷载；P_u为极限荷载；Δ_u为极限位移；µ_u为位移延性系数.

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表 3 骨架曲线特征值对比

Table 3. Comparison of skeleton curve characteristics

试件编号	弹性刚度			屈服荷载			峰值荷载			峰值荷载位移			下降段刚度
试件编号	试验/ （kN•mm⁻¹）	模拟/ （kN•mm⁻¹）	误差/ %	试验/ kN	模拟/ kN	误差/ %	试验/ kN	模拟/ kN	误差/ %	试验/ mm	模拟/ mm	误差/ %	试验/ （kN•mm⁻¹）	模拟/ （kN•mm⁻¹）	误差/ %
Z-1	2.47	2.37	−4.20	23.74	25.20	5.80	39.60	41.69	5.00	40.01	39.95	−0.20	−0.17	−0.16	−6.30
T-1	2.15	2.19	1.80	18.07	19.34	6.60	34.20	35.67	4.10	50.00	50.10	0.20	−0.14	−0.13	−7.70
G-1	2.41	2.49	3.20	23.29	24.15	3.60	39.50	40.67	2.90	49.20	48.63	−1.20	−0.98	−0.96	2.10

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参考文献(14)

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带钢管剪力键的装配式混凝土桥墩抗震性能

doi: 10.3969/j.issn.0258-2724.20191177

作者简介: 欧智菁（1975—），女，教授，研究方向为钢管混凝土组合结构，E-mail：sina99@163.com

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出版历程

Seismic Performance Test and FEM Analysis of Assembled Concrete Pier with Sleeve and Steel Tube Shear Connector

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目录

作者简介:
欧智菁（1975—），女，教授，研究方向为钢管混凝土组合结构，E-mail：sina99@163.com