高强不锈钢绞线网/ECC约束高强混凝土受压本构模型

王新玲; 李世伟; 金蕾蕾; 范家俊

doi:10.6052/j.issn.1000-4750.2022.01.0056

高强不锈钢绞线网/ECC约束高强混凝土受压本构模型

doi: 10.6052/j.issn.1000-4750.2022.01.0056

1.
郑州大学水利与土木工程学院，郑州 450001
2.
锦艺置业集团有限公司，上海 201100

基金项目: 国家自然科学基金面上项目(51879243，52108183)；中国博士后科学基金项目(2021TQ0302)；郑州大学青年人才企业合作创新团队项目(32320407)

详细信息

作者简介:
王新玲(1963−)，女，河南郑州人，教授，博士，主要从事新型复合材料研发与应用研究(E-mail: xinlingwang@zzu.edu.cn)

李世伟(1996−)，男，新疆塔城人，硕士生，主要从事新型复合材料研发与应用研究(E-mail: 1430407334@qq.com)

金蕾蕾(1995−)，女，河南濮阳人，硕士生，主要从事新型复合材料研发与应用研究(E-mail: 1436785441@qq.com)

通讯作者:
范家俊(1990−)，男，河南开封人，讲师，博士，主要从事新型复合材料研发与应用研究(E-mail: jiajun.fan@zzu.edu.cn)

中图分类号: TU528.58
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出版历程
- 收稿日期: 2022-01-11
- 修回日期: 2022-04-07
- 网络出版日期: 2022-04-23
- 刊出日期: 2023-09-06

STUDY ON THE COMPRESSIVE CONSTITUTIVE MODEL OF CONCRETE CONFINED BY HIGH-STRENGTH STAINLESS STEEL WIRE MESHES/ECC

1.
College of Water Conservancy and Civil Engineering, Zhengzhou University, Zhengzhou 450001, China
2.
Jinyi Real Estate Group Co., LTD, Shanghai 201100, China

摘要

摘要: 为将新型复合材料“高强不锈钢绞线网/ECC约束素混凝土”用于实际工程结构，基于高强不锈钢绞线网/ECC约束高强混凝土(简称HSME约束高强混凝土)复合材料轴心受压试验结果，分析ECC强度、核心混凝土强度以及横向钢绞线体积配网率等对其受压性能的影响规律。试验结果表明：HSME能够有效约束核心混凝土轴心受压，破坏模式具有明显的延性性能，根据试验数据绘出HSME约束高强混凝土复合材料受压应力-应变曲线，可以分为三个阶段：弹性阶段、弹塑性阶段和下降段。根据各阶段曲线的数学特征，建立HSME约束高强混凝土复合材料受压本构关系的全过程模型表达式。引入ECC特征值和横向钢绞线特征值，对本构模型的各参数进行分析，提出HSME约束高强混凝土复合材料的开裂压应变、峰值应力、峰值压应变和极限压应变等参数的表达式。将各参数代入所建立的受压本构关系绘出其应力-应变曲线，模型结果与试验所得应力-应变曲线吻合良好，开裂压应变与极限压应变的计算值与试验值对比范围分别为0.949~1.068和0.938~1.039。表明所提出的受压本构模型能够较好地反映HSME约束高强混凝土复合材料的应力-应变关系。
- 高强不锈钢绞线网/ECC /
- 受压本构模型 /
- 理论分析 /
- 约束混凝土 /
- 应力-应变关系
Abstract: To investigate the application of the novel composite material 'high-strength stainless steel wire mesh/ECC confined concrete' in engineering practice, based on the axial compression test results of high-strength stainless steel wire mesh/ECC confined high strength concrete (referred to as HSME confined high strength concrete) components, the effects of ECC's strength, strength of core concrete and transverse steel strand reinforcement ratio on the compressive performance are investigated and analyzed. The test results indicate that the HSME can effectively constrain the core concrete, and the specimens exhibit ductile failure pattern. The compressive stress-strain curves of the HSME confined high strength concrete are obtained based on the test results, which include three stages: elastic stage, elastoplastic stage and descending stage. According to the mathematical characteristics of the stress-strain curve at each stage, the constitutive model of HSME confined high strength concrete under the whole loading process is established. The ECC characteristic value and the transverse steel strand characteristic value are introduced to analyze various parameters of the proposed constitutive model. Then, the formulas of cracking strain under compression, peak stress, strain at the peak stress and the ultimate compressive strain, et al, are proposed. The stress-strain curves are obtained by substituting parameters into the proposed compressive constitutive relationship, which are in good agreement with the stress-strain curves obtained from the test results. The ratios of calculated value to the test value for the cracking strain under compression and the ultimate compressive strain are within 0.949-1.068 and 0.938-1.039, respectively. It demonstrates that the proposed compression constitutive model could accurately describe the stress-strain relationship of the HSME confined high strength concrete.
- high strength stainless steel wire mesh/ECC /
- compression constitutive model /
- theoretical analysis /
- confined concrete /
- stress-strain relationship

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图 1 试件示意图　/mm

Figure 1. Specimen diagram

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图 2 加载装置

Figure 2. The test setup

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图 3 CA3试件裂缝破坏形态

Figure 3. Typical crack failure mode of Specimen CA3

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图 4 典型HSME约束高强混凝土复合材料受压应力-应变曲线

Figure 4. Typical compressive stress-strain curve of HSME confined high strength concrete composite

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图 5 HSME约束高强混凝土复合材料受压应力-应变曲线计算值与试验值比较

Figure 5. Comparison of calculated value and test value of compressive stress-strain curve of HSME confined high strength concrete composite

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表 1 试件设计

Table 1. Design of specimens

分组	编号	混凝土强度等级	ECC水胶比	s/mm	ρ_w/(%)
CA	CA1	C55	0.25	50	0.18
	CA2	C55	0.28	50	0.18
	CA3	C55	0.25 (增稠剂)	50	0.18
CB	CB1	C60	0.25	70	0.13
	CB2	C60	0.25	50	0.18
	CB3	C60	0.25	30	0.30
CC	CC2	C65	0.25	50	0.18
CC	CC3	C70	0.25	50	0.18
注：s 为横向钢绞线间距；ρ_w为横向钢绞线体积配箍率。

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表 2 主要试验结果

Table 2. Main test results

编号	f_co/ MPa	f_m,t/ MPa	σ_cr/ MPa	f_ecc/ MPa	σ_cr/ f_ecc	ε_eco	σ_s/ MPa	σ_s/ f_ecc	ε_ecu
CA1	36.2	3.98	13.73	41.87	0.33	0.0032	30.13	0.72	0.0051
CA2	36.2	3.04	14.05	40.41	0.35	0.0030	31.31	0.77	0.0048
CA3	36.2	4.34	14.95	42.95	0.35	0.0031	29.89	0.70	0.0055
CB1	38.4	3.59	13.84	42.01	0.33	0.0030	32.22	0.77	0.0048
CB2	38.4	3.63	11.90	42.23	0.28	0.0031	32.52	0.77	0.0048
CB3	38.4	3.65	13.82	42.14	0.33	0.0032	32.37	0.77	0.0061
CC2	42.6	3.72	15.55	50.09	0.31	0.0032	37.52	0.75	0.0046
CC3	47.9	3.70	19.54	53.70	0.36	0.0030	41.81	0.78	0.0044
注：f_co为核心混凝土轴心抗压强度；f_m,t为ECC抗拉强度平均值；σ_cr为HSME约束高强混凝土复合材料的开裂应力；f_ecc为HSME约束高强混凝土复合材料的峰值应力(即抗压强度)；ε_eco为HSME约束高强混凝土复合材料的峰值压应变；σ_s为HSME约束高强混凝土复合材料横向钢绞线拉断时的应力；ε_ecu为横向钢绞线拉断时对应的应变(定义为极限压应变)。

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表 3 开裂压应变与极限压应变计算值与试验值对比

Table 3. Comparison of calculated value and test value of cracking strain under compression and ultimate compressive strain

编号	λ_e/(%)	λ_w/(%)	ε_ecr/(%)		比值	ε_ecu/(%)		比值
编号	λ_e/(%)	λ_w/(%)	试验值	计算值	比值	试验值	计算值	比值
CA1	1.4	1.6	0.0513	0.0527	1.030	0.51	0.53	1.039
CA2	1.1	1.6	0.0538	0.0527	0.981	0.48	0.49	1.021
CA3	1.6	1.6	0.0540	0.0531	0.983	0.55	0.55	1.000
CB1	1.2	1.1	0.0508	0.0553	1.088	0.48	0.45	0.938
CB2	1.2	1.5	0.0511	0.0553	1.082	0.48	0.49	1.029
CB3	1.2	2.5	0.0570	0.0553	0.970	0.61	0.60	0.984
CC2	1.1	1.4	0.0601	0.0601	1.002	0.46	0.47	1.022
CC3	1.0	1.2	0.0694	0.0661	0.957	0.44	0.43	0.977
注：λ_e为约束层ECC特征值；λ_w为横向钢绞线特征值；比值为计算值/试验值。

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