ECC壳-RC组合墩柱抗震性能及塑性铰形成机制

王瑾; 许维炳; 杜修力; 丁梦佳; 陈彦江; 方荣; 闫晓宇

doi:10.13801/j.cnki.fhclxb.20240009.003

ECC壳-RC组合墩柱抗震性能及塑性铰形成机制

doi: 10.13801/j.cnki.fhclxb.20240009.003

1.
华北电力大学　水利与水电工程学院，北京 102206
2.
北京工业大学　城市建设学部，北京 100124
3.
国家开放大学　理工教学部，北京 100039

基金项目: 国家自然科学基金(52108428；52178446)；中央高校基本科研业务费专项资金资助项目(2023MS067)；北京工业大学重点实验室校外开放课题资助项目(2022B02)

详细信息

通讯作者:
许维炳，博士，副教授，博士生导师，研究方向为高性能混凝土在工程结构中的应用　E-mail: weibingx@bjut.edu.cn

中图分类号: TU528.58；TB333
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出版历程
- 收稿日期: 2023-11-07
- 修回日期: 2023-12-08
- 录用日期: 2023-12-29
- 网络出版日期: 2024-01-10
- 刊出日期: 2024-07-01

Seismic performance of ECC shell-RC composite pier column and its plastic hinge developing mechanism

1.
School of Water Resources and Hydropower Engineering, North China Electric Power University, Beijing 102206, China
2.
Faculty of Architecture, Civil and Transportation Engineering, Beijing University of Technology, Beijing 100124, China
3.
School of Engineering, The Open University of China, Beijing 100039, China

Funds: National Natural Science Foundation of China (52108428; 52178446); Fundamental Research Funds for the Central Universities (2023MS067); Open Research Fund of Key Laboratory of Beijing University of Technology (2022B02)

摘要

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。
- 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.
- seismic performance /
- numerical simulation /
- ECC shell /
- ECC shell-RC composite pier column /
- plastic hinge

HTML全文

图 1 工程水泥基复合材料(ECC)壳(节段)-钢筋混凝土(RC)组合墩柱构造

Figure 1. Engineered cementitious composites (ECC) shell (segment)-reinforced concrete (RC) composite pier structure diagram

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图 2 ECC本构关系模型

Figure 2. ECC constitutive relation model

σ_t, σ_tp, σ_t0—Tensile stress, ultimate tensile strength, nominal cracking strength; ε_t, ε_tu, ε_t0—Tensile strain, ultimate tensile strain, nominal cracking strain; σ_c, σ_ec0—Compressive stress, peak compressive stress; ε_c, ε_ec0, $\varepsilon _{\text{ecu}}^{*} $—Compressive strain, peak compressive strain, ultimate compressive strain

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图 3 模型边界条件及网格划分示意图

Figure 3. Model boundary conditions and meshing diagram

RP—Reference point

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图 4 模拟等效塑性应变(PEEQ)云图

Figure 4. Simulated equivalent plastic strain (PEEQ) cloud images

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图 5 试验和模拟滞回曲线对比

Figure 5. Hysteresis curves comparison between test and numerical results

FEM—Finite element method

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图 6 ECC壳-RC组合墩柱整体布置图

Figure 6. Overall layout of ECC shell-RC composite pier column

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图 7 ECC节段高度h_e的影响

Figure 7. Effect of ECC segment height h_e

K_s—Average secant stiffness; K₀—Initial stiffness

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图 8 不同h_e试件PEEQ云图

Figure 8. PEEQ cloud diagram of specimens with different h_e

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图 9 ECC壳厚度t的影响

Figure 9. Effect of ECC shell thickness t

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图 10 ECC壳-RC组合墩柱纵筋配筋率ρ_s的影响

Figure 10. Effect of longitudinal reinforcement ratio ρ_s of ECC shell-RC composite pier column

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图 11 ECC壳-RC组合墩柱的体积配箍率ρ_sv的影响

Figure 11. Effect of volume stirrup ratio ρ_sv of ECC shell-RC composite pier column

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图 12 ECC壳-RC组合墩柱的轴压比n的影响

Figure 12. Effect of axial compression ratio n of ECC shell-RC composite pier column

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图 13 规范设计反应谱与地震波反应谱对比

Figure 13. Comparison between seismic response spectrum and code design response spectra

IV—Imperial Valley-02 (1940) wave; KC—Kern County (1952) wave; AR—Artifical wave; T₁—Fundamental natural vibration period of the ECC shell-RC composite pier column

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图 14 地震波作用下墩顶位移时程曲线

Figure 14. Pier top displacement time history curves under different ground motions

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图 15 IV作用下混凝土PEEQ损伤云图

Figure 15. PEEQ of concrete for piers subjected to IV

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图 16 不同地震波作用下各墩柱滞回曲线

Figure 16. Hysteresis curves of the specimens under different waves

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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; L_ECC—Height of the ECC shell-RC composite segment; M_A—Bending moment of critical section A; M_B—Bending moment of critical section B; M_y,RC—Yield bending moment of RC pier; M_y,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

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图 18 不同ECC壳-RC组合节段高度时钢筋应变

Figure 18. Rebar strain with different ECC shell-RC composite segment height

LE—Logarithmic strain

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表 1 试件具体信息

Table 1. Specific information of the specimens

Specimen	H/mm	b×h/mm²	h_e/mm	t/mm
S1	1 400	300×300	400	150
S2	1 400	300×300	400	100
Notes: H—Pier height; b—Section width; h—Section height; h_e—ECC height; t—ECC shell thickness.

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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%

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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	12C18	A10@100	—
Note: z—Height of the part.

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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
Pier type	IV	KC	AR
RC pier	58.28	29.24	40.77
ECC shell-RC composite pier	42.61	22.98	36.65

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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
Pier type	IV	KC	AR
RC pier	237.64	191.99	181.90
ECC shell-RC composite pier	270.59	225.56	216.94

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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
Pier type	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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