高强钢绞线网增强ECC与混凝土界面黏结-滑移关系研究

朱俊涛; 张凯; 王新玲; 李可

doi:10.6052/j.issn.1000-4750.2021.05.0399

高强钢绞线网增强ECC与混凝土界面黏结-滑移关系研究

doi: 10.6052/j.issn.1000-4750.2021.05.0399

朱俊涛^1,,
张凯^2,,
王新玲^1,,
李可^1, ,

1.
郑州大学土木工程学院，郑州 450001
2.
中南大学土木工程学院，长沙 410075

基金项目: 国家自然科学基金项目 (51879243，U1804137)；住房和城乡建设部科学技术计划项目(2019-K-059)；河南省青年骨干教师项目

详细信息

作者简介:
朱俊涛(1983−)，男，河南人，副教授，博士，主要从事新型复合材料性能及结构加固方面的研究(E-mail: juntaozhu@zzu.edu.com)

张　凯(1997−)，男，陕西人，博士生，主要从事新型复合材料性能研究(E-mail: zkai2766@163.com)

王新玲(1963−)，女，河南人，教授，博士，主要从事结构加固与改造方面的研究(E-mail: xinlingwang@zzu.edu.cn)

通讯作者:
李　可(1985−)，女，河南人，副教授，博士，主要从事新型复合材料性能及结构加固方面的研究(E-mail: irwinlike@163.com)

中图分类号: TU528
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出版历程
- 收稿日期: 2021-05-28
- 修回日期: 2021-12-02
- 录用日期: 2021-12-10
- 网络出版日期: 2021-12-10
- 刊出日期: 2022-09-01

STUDY ON INTERFACIAL BOND-SLIP RELATIONSHIP BETWEEN HSSWM-ECC AND CONCRETE

ZHU Jun-tao^1
,,
ZHANG Kai^2
,,
WANG Xin-ling^1
,,
LI Ke^{1
, ,}

1.
Zhengzhou University Institute of Civil Engineering, Zhengzhou 450001, China
2.
Central South University Institute of Civil Engineering, Changsha 410075, China

摘要

摘要: 良好的界面黏结是保证高强钢绞线网增强工程用水泥基复合材料(HSSWM-ECC)与混凝土协同工作的前提，其界面黏结的有效程度决定着HSSWM-ECC材料性能的发挥。为研究HSSWM-ECC与混凝土界面黏结性能，以混凝土抗压强度、界面黏结长度、黏结宽度和界面处理方式为参数，对设计制作的9组27个梁铰式试件进行了界面黏结性能试验。试验结果表明：界面黏结-滑移受力过程呈现明显的两阶段特征：非线性上升段和下降段。基于试验结果，探究了HSSWM-ECC与混凝土间界面黏结破坏特征和受力机理，构建了考虑各参数影响的界面黏结-滑移关系模型；采用微段分析法对模型特征参数进行了分析，结果表明：所建模型及特征参数计算与试验结果吻合良好，可较好表征HSSWM-ECC与混凝土界面黏结-滑移关系力学行为。
- 混凝土 /
- 高强钢绞线网增强ECC /
- 界面黏结性能 /
- 梁式试验 /
- 黏结-滑移关系
Abstract: Eminent interfacial bond behavior is a prerequisite to ensure the cooperative work between high-strength steel wire mesh reinforced engineered cementitious composite (HSSWM-ECC) and concrete, and the effectiveness of the interfacial bonding determines the utilization of the performance of HSWM-ECC. In order to study the interfacial bond performance between HSSWM-ECC and concrete, nine groups of modified beam specimens (totally 27 specimens) were designed and tested by considering the influences of the factors such as concrete compressive strength, interfacial bond length, interfacial bond width and, interfacial treatment methods. According to the test results, the bond failure characteristics and stress mechanism of the interface between HSSWM-ECC and ECC were explored, and the interfacial bond-slip relationship model was developed by considering the influences of design parameters. A micro-segment analysis method was used to analyze the characteristic parameters of the model. The study results showed that the proposed model and model parameter calculation formulas agree well with test results and can well characterize the mechanical behavior of the interfacial bond-slip relationship between HSSWM-ECC and concrete.
- concrete /
- HSSWM-ECC /
- interfacial bond performance /
- beam type test /
- bond-slip relationship

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图 1 界面试验试件示意图　/mm

Figure 1. The schematics of interfacial test specimens

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图 2 高强钢绞线网固定及绑扎方式

Figure 2. The method of fixing and binding the steel wire meshes

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图 3 界面黏结试验加载装置

Figure 3. The interfacial bonding test loading setup

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图 4 测点布置方案

Figure 4. The arrangement of measuring points

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图 5 界面黏结性能与不同影响参数关系曲线

Figure 5. The Phenetic relationships between the bonding performance and the various influencing factors

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图 6 试件破坏模式

Figure 6. The failure modes of specimens

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图 7 界面试验试件微段受力图

Figure 7. Micro-segment force diagram of interfacial test specimen

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图 8 界面试验试件应变分布规律图

Figure 8. Strain distribution diagram of interfacial test specimen

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图 9 HSSWM-ECC与混凝土界面黏结-滑移曲线

Figure 9. The interfacial bond-slip curves between HSSWM-ECC and concrete

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图 10 HSSWM-ECC与混凝土界面黏结-滑移模型

Figure 10. The interfacial bond-slip model between HSSWM-ECC and concrete

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图 11 验证组试件界面黏结-滑移对比曲线

Figure 11. The comparison of interfacial bond-slip curves of specimens in verification group

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图 12 验证组试件荷载-端部滑移对比曲线

Figure 12. The comparison of load-end slip curves of specimens in verification group

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表 1 试件参数及界面粗糙度

Table 1. The parameters of specimens and interfacial roughness

组号	编号	混凝土等级	界面尺寸/ (mm×mm)	界面处理方式	界面粗糙度/ mm	均值/ mm
A	A1-I	C30	75×120	凿毛	1.06、1.10、1.11	1.09
	A2-I	C40	75×120	凿毛	0.75、0.62、0.59	0.65
	A3-I	C50	75×120	凿毛	1.08、1.05、1.09	1.07
B	B1-I	C40	60×120	凿毛	1.10、1.09、1.12	1.10
B	B2-I	C40	90×120	凿毛	1.15、1.03、1.06	1.08
C	C1-I	C40	75×180	凿毛	0.73、0.64、0.65	0.67
C	C2-I	C40	75×240	凿毛	1.17、1.19、1.18	1.18
D	D1-II	C40	75×120	高压水冲	2.14、1.91、1.88	1.98
D	D2-III	C40	75×120	刻槽	1.00、1.00、1.00	1.00
注：界面粗糙度为同工况3个试件实测粗糙度。

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表 2 混凝土配合比

Table 2. Mix proportion of concrete

材料	C30/(kg/m³)	C40/(kg/m³)	C50/(kg/m³)
水泥	270.00	365.24	442.56
水	158.08	168.01	185.87
粗骨料	1423.86	1344.09	1275.46
细骨料	555.52	522.66	496.11

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表 3 水泥基材料(ECC)配合比

Table 3. Mix proportion of ECC

材料	单位体积用量/(kg/m³)
水泥	347.5
粉煤灰	1042.5
硅灰	32.0
石英砂	139.0
水	397.0
PVA纤维	26.0
减水剂	20.0

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表 4 HSSWM-ECC与混凝土的界面黏结性能

Table 4. The interfacial bonding performance between HSSWM-ECC and concrete

试件编号	破坏模式	界面承载力/kN	承载力均值/kN	端部滑移/ mm	端部滑移均值/mm
A1-I-1	剥离	7.269	7.620	0.0045	0.0041
A1-I-2	剥离	8.181		0.0040
A1-I-3	剥离	7.411		0.0038
A2-I -1	剥离	9.318	8.727	0.0065	0.0060
A2-I-2	剥离	8.015		0.0048
A2-I-3	剥离	8.848		0.0067
A3-I-1	剥离	12.250	12.223	0.0076	0.0080
A3-I-2	剥离	12.020		0.0082
A3-I-3	剥离	12.400		0.0083
B1-I-1	剥离	9.251	8.932	0.0084	0.0081
B1-I-2	剥离	7.853		0.0078
B1-I-3	剥离	9.732		0.0081
B2-I-1	剥离	9.163	9.328	−	0.0052
B2-I-2	剥离	10.240		0.0049
B2-I-3	剥离	8.582		0.0055
C1-I-1	剥离	14.640	14.013	0.0073	0.0066
C1-I-2	剥离	13.470		0.0067
C1-I-3	剥离	13.930		0.0057
C2-I-1	钢绞线断裂	14.220	13.550	0.0078	0.0076
C2-I-2	钢绞线断裂	13.530		−
C2-I-3	剥离	12.900		0.0074
D2-II-1	剥离	16.610	15.127	0.0137	0.0137
D2-II-2	钢绞线断裂	13.010		−
D2-II-3	钢绞线断裂	15.760		−
D3-III-1	混凝土拉断	17.140	15.487	−	−
D3-III-2	混凝土拉断	12.670		−
D3-III-3	钢绞线断裂	16.650		−

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表 5 迭代分析计算结果

Table 5. Iterative calculation results

编号	G_e/(N·mm)	α	P_u计算值/kN	P_u试验值/kN	计算/试验
A1-I	0.15	0.036	7.940	7.620	1.04
A2-I	0.18	0.054	9.118	8.727	1.04
B1-I	0.23	0.064	8.976	8.939	1.00
C1-I	0.18	0.106	13.580	14.010	0.97
注：G_e为界面破坏能；α为式(10)中的系数α；P_u为黏结承载力。

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表 6 参数试验值与计算值

Table 6. The calculated values and test values of parameters

编号	τ_u			S_u			G_e
编号	T	C	T/C	T	C	T/C	T
A3-I-1	1.60	1.63	0.98	0.0076	0.0080	0.95	0.2338
A3-I-2	1.59	1.63	0.97	0.0082	0.0080	1.03	0.2338
A3-I-3	1.56	1.63	0.96	0.0083	0.0080	1.04	0.2338
B2-I-1	−	1.11	−	−	0.0055	−	0.1598
B2-I-2	0.98	1.11	0.88	0.0049	0.0055	0.89	0.1598
B2-I-3	1.13	1.11	1.01	0.0055	0.0055	1.00	0.1598
C2-I-1	1.32	1.34	0.97	0.0078	0.0066	1.18	0.1921
C2-I-2	−	1.34	−	−	0.0066	−	0.1921
C2-I-3	1.29	1.34	0.96	0.0074	0.0066	1.12	0.1921
D2-II-1	2.46	2.54	0.97	0.0137	0.0125	1.10	0.3649
注：τ_u/MPa为界面峰值黏结应力；S_u/mm为峰值黏结应力对应滑移量；G_e/(N·mm)为界面破坏能；T代表基于试验计算所得结果；C代表基于所给参数计算表达式计算所得结果。

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