Seismic Testing and Calculation Method of Assembled Bridge Piers with Hybrid Connection of Engineered Cementitious Composites and Assembled Mortise-Tenon Joints
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摘要:
为提高装配式桥墩的受力性能和耐久性，提出采用现浇纤维增强水泥基复合材料（ECC）和预制榫卯混合连接的装配式桥墩，开展不同设计参数(凹槽深度和现浇ECC层厚度）的桥墩拟静力试验，建立经试验验证的ABAQUS有限元模型；同时进行拓展参数分析，在其基础上进行理论推导，提出混合连接装配式RC（reinforced concrete）桥墩的骨架曲线特征值计算方法和恢复力模型. 结果表明：3根桥墩试件破坏模式均为压弯破坏，各试件的ECC现浇段均未发生破坏；凹槽深度、现浇ECC段高度的变化对桥墩的延性系数、极限位移的影响较为显著；理论分析计算结果与有限元分析结果吻合良好，除峰值位移外，各公式计算值与有限元计算值之比均在0.85～1.14，计算结果可靠；混合连接装配式桥墩恢复力模型计算的滞回曲线与试验曲线吻合较好，可用于桥墩弹塑性计算.
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关键词:
- 桥梁工程 /
- 榫卯连接 /
- 抗震性能 /
- 纤维增强水泥基复合材料 /
- 恢复力模型
Abstract:In order to improve the force performance and durability of assembled bridge piers, it was proposed to adopt the assembled bridge piers with hybrid connection of cast-in-place fiber-reinforced engineered cementitious composites (ECC) and assembled mortise and tenon joints and carry out the pseudo-static tests of the bridge piers with different design parameters (depth of the groove and thickness of the cast-in-place ECC layer), so as to establish the experimentally-validated ABAQUS finite-element model. In addition, extended parametric analysis was carried out, and theoretical derivation was conducted on the basis of the finite element parametric analysis. The calculation method of the eigenvalue of the skeleton curve and the restoring force model of the hybrid-connected assembled RC bridge pier were proposed. The results show that the damage mode of the three bridge pier specimens is compression bending damage, and the cast-in-place ECC section of each specimen is not damaged; the changes in the depth of the groove and the height of the cast-in-place ECC section have significant effects on the ductility coefficient and ultimate displacement of the bridge piers. The results of the theoretical analysis coincide with the results of the finite element analysis. The ratio of the calculated values of the formulas to the values of the finite element analysis ranges from 0.85 to 1.14, except for peak displacement, and the results are reliable; the hysteresis curve calculated by the hybrid-connected assembled bridge pier restoring force model matches well with the test curve, which can be used for the elastic-plastic calculation of bridge piers.
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图 8 有限元模拟结果与试验破坏形态对比
Figure 8. Comparison of damage modes between finite element simulation and experiment
图 19 混合连接装配式RC桥墩曲率分布
Figure 19. Curvature distribution of hybrid-connected assembled RC bridge pier
图 23 HT-1试件试验结果与恢复力模型计算结果对比
Figure 23. Comparison between test results of HT-1 specimen and calculation results of restoring force model
表 1 不同ECC段高度的特征值
Table 1. Eigenvalues of different ECC section heights
编号 ECC厚度/
mmPy/kN Δy/mm Pmax/kN Δmax/
mmΔu/mm µu H1 100 90.5 4.5 103.9 20 48.9 10.9 H2 150 91.8 4.8 108.4 24 56.7 11.9 H3 200 92.1 5.2 112.4 24 65.6 12.6 H4 250 93.8 5.4 113.8 24 71.5 13.4 H5 300 93.5 5.4 114.5 24 75.3 13.9 
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表 2 不同凹槽深度的特征值
Table 2. Eigenvalues of different depths of groove
编号 凹槽深度/
mmPy/kN Δy/mm Pmax/kN Δmax/mm Δu/mm µu D1 100 97.3 5.4 118.7 20 59.0 11.0 D2 150 92.1 5.2 112.4 24 65.6 12.6 D3 200 92.4 6.6 113.9 24 47.8 7.2 D4 250 93.0 6.3 112.8 24 46.4 7.3 D5 300 89.4 6.0 110.3 24 45.2 7.6
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表 3 不同轴压比的特征值
Table 3. Eigenvalues of different axial compression ratios
编号 轴压比 Py/kN Δy/mm Pmax/kN Δmax/mm Δu/mm µu C1 0.10 71.4 5.2 89.3 24 74.9 14.5 C2 0.15 83.5 5.2 103.7 24 71.6 13.8 C3 0.20 92.1 5.2 112.4 24 65.6 12.6 C4 0.25 104.4 5.4 126.8 24 51.7 9.5 C5 0.30 115.2 5.8 136.1 24 45.3 7.8
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