Seismic performance of ECC shell-RC composite pier column and its plastic hinge developing mechanism
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摘要: 为提升钢筋混凝土(RC)墩柱的抗震性能并充分利用工程水泥基复合材料(ECC)的力学性能,提出了ECC壳-RC组合墩柱的构造;基于ABAQUS有限元软件建立了现浇ECC壳-RC组合墩柱数值分析模型,并基于既有试验结果验证;进而探究了ECC节段高度、ECC壳厚度、纵筋配筋率、体积配箍率、轴压比等参数对组合墩柱抗震性能的影响规律。在此基础上,探讨了该型组合墩柱塑性铰形成机制。结果表明:相较于RC墩柱,ECC壳-RC组合墩柱的承载能力、延性和耗能能力均有所提高。增加ECC节段高度,组合墩柱的峰值荷载有所增加,ECC节段高度达到1.4h (h为截面高度)后组合墩柱的抗震性能接近全高度ECC墩柱的抗震性能;增加ECC壳厚度及纵筋配筋率可同时提高组合墩柱的峰值荷载及延性,ECC壳厚度达到1/5h后继续增加ECC壳厚度对提升组合墩柱抗震性能效果不明显;增加轴压比可使试件初始刚度和峰值荷载增加,但对延性产生不利影响;减小塑性铰区域的体积配箍率试件延性明显降低,而承载力变化不明显;组合墩柱的塑性铰形成机制受ECC壳-RC组合节段高度影响显著,存在一个组合节段临界高度使该组合柱的塑性铰区不发生转移。
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关键词:
- 抗震性能 /
- 数值模拟 /
- ECC壳 /
- ECC壳-RC组合墩柱 /
- 塑性铰
Abstract: To improve the seismic performance of reinforced concrete (RC) pier column and fully utilize the mechanical properties of engineered cementitious composites (ECC), an innovative ECC shell-RC composite pier column was proposed. The numerical analysis model of the composite pier column was established and verified based on ABAQUS platform and existing experimental results, respectively. On this basis, the influence of common design parameters on the seismic performance of the composite pier column was systematically investigated, including the ECC segment height, ECC shell thickness, longitudinal reinforcement ratio, volume stirrup ratio and axial compression ratio. Finally, the plastic hinge development mechanism of the composite pier column was clarified. The results show that compared with RC pier column, the bearing capacity, displacement ductility and energy dissipating capacity of ECC shell-RC composite pier columns are improved. The peak loads of the composite pier columns increase with the ECC segment height increasing. The seismic performance of the composite pier columns can approach to that of the ECC pure pier column when the height of the ECC shell-RC composite segment is larger than 1.4h (Transverse dimension of the pier column h). The peak load and ductility of the composite pier column increase with the ECC shell thickness and longitudinal reinforcement ratio increasing. However, the seismic performance of the composite pier column will not significantly change when the ECC shell thickness is larger than 1/5h. The increase of the axial compression ratio can increase the initial stiffness and peak load of the specimen, while has a negative impact on its ductility. The decreasing of the volume stirrup ratio around the plastic hinge zone will significantly decrease the ductility of the specimen, but little affect its bearing capacity. The plastic hinge development mechanism of the composite pier column is significantly influenced by the height of the ECC shell-RC composite segment. There is a minimum critical height of the composite segment to make the plastic hinge zone not transfer. -
图 2 ECC本构关系模型
Figure 2. ECC constitutive relation model
σt, σtp, σt0—Tensile stress, ultimate tensile strength, nominal cracking strength; εt, εtu, εt0—Tensile strain, ultimate tensile strain, nominal cracking strain; σc, σec0—Compressive stress, peak compressive stress; εc, εec0, $\varepsilon _{\text{ecu}}^{*} $—Compressive strain, peak compressive strain, ultimate compressive strain
图 17 ECC壳(节段)-RC组合墩柱的弯矩分布
Figure 17. Moment distribution of ECC shell (segment)-RC composite pier
L0—Height of the concrete segment; F—Horizontal load; N—Axial load; LECC—Height of the ECC shell-RC composite segment; MA—Bending moment of critical section A; MB—Bending moment of critical section B; My,RC—Yield bending moment of RC pier; My,ECC-RC—Yield bending moment of the ECC shell-RC composite section; L*—Critial height of ECC shell-RC composite segment; L—Total height of the composite pier
表 1 试件具体信息
Table 1. Specific information of the specimens
Specimen H/mm b×h/mm2 he/mm t/mm S1 1 400 300×300 400 150 S2 100 Notes: H—Pier height; b—Section width; h—Section height; he—ECC height; t—ECC shell thickness. 表 2 试件抗震性能指标
Table 2. Seismic performance index of the specimen
Specimen Yield displacement/mm Yield load/kN Peak load/kN Ultimate displacement/mm Ultimate load/kN S1 Positive Test[36] 8.20 65.46 86.89 60 65.77 FEM 7.04 78.65 89.31 60 67.23 Error 14.10% −20.15% −2.79% 0% −2.22% Negative Test[36] −9.20 −68.47 −86.85 −60 −71.90 FEM −7.26 −70.67 −81.26 −60 −66.42 Error 21.09% −3.22% 6.44% 0% 7.62% S2 Positive Test[16] 7.39 64.24 87.20 60 60.37 FEM 8.42 76.14 86.85 60 69.64 Error −13.94% −18.52% 0.40% 0% −15.36% Negative Test[16] −8.31 −63.16 −87.35 −60 −66.48 FEM −7.27 −70.76 −80.34 −60 −68.84 Error 12.52% −12.03% 8.03% 0% −3.55% 表 3 ECC壳-RC组合墩柱基准设计参数
Table 3. Benchmark parameters of ECC shell-RC composite pier column
Parts z×b×h/mm3 Material Longitudinal reinforcement Stirrup (Encrypted zone) Axial compression ratio n Pier 2000×450×450 C40/E40 12C18 A10@100 (A10@50) 0.2 Cushion cap 700×1400×700 C40 A10@100 — Note: z—Height of the part. 表 4 各墩柱墩顶位移峰值
Table 4. Peak value of displacement at the top of the pier
Pier type Peak value of displacement/mm IV KC AR RC pier 58.28 29.24 40.77 ECC shell-RC composite pier 42.61 22.98 36.65 表 5 墩底剪力峰值
Table 5. Peak value of shear force at the pier bottom
Pier type Peak value of shear force/kN IV KC AR RC pier 237.64 191.99 181.90 ECC shell-RC composite pier 270.59 225.56 216.94 表 6 不同地震波各墩柱最大混凝土塑性损伤PEEQ值
Table 6. Maximum PEEQ value of the concrete of each specimen subjected to ground motions
Pier type Maximum PEEQ value/10−2 IV KC AR RC pier 2.10 1.70 1.50 ECC shell-RC composite pier 1.71 1.21 1.17 -
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