钢绞线网增强ECC与混凝土刻槽式界面粘结性能试验

朱俊涛; 刘亚文; 王娟; 李可

doi:10.13801/j.cnki.fhclxb.20220721.001

钢绞线网增强ECC与混凝土刻槽式界面粘结性能试验

doi: 10.13801/j.cnki.fhclxb.20220721.001

郑州大学　水利与土木工程学院，郑州 450001

基金项目: 国家自然科学基金(51708511)；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(2020GGJS003)

详细信息

通讯作者:
李可，博士，副教授，研究方向为新型建筑复合材料性能及结构应用　E-mail：irwinlike@163.com

中图分类号: TB332；TU528.58
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出版历程
- 收稿日期: 2022-05-17
- 修回日期: 2022-06-16
- 录用日期: 2022-07-08
- 网络出版日期: 2022-07-22
- 刊出日期: 2023-05-15

Experimental on bond properties of grooved interface between high-strength steel wire mesh reinforced ECC and concrete

School of Water Conservancy and Civil Engineering, Zhengzhou University, Zhengzhou 450001, China

Funds: National Natural Science Foundation of China (51708511); Ministry of Housing and Urban Rural Development Science and Technology Program (2019-K-059); Young Backbone Teacher Project of Henan Province (2020GGJS003)

摘要

摘要: 为研究刻槽构造对钢绞线网增强工程用水泥基复合材料(High strength steel wire mesh reinforced engineered cementitious composites，HSSWM-ECC)与混凝土界面粘结性能的影响，考虑刻槽数量、刻槽深度、钢绞线直径、纵向钢绞线配筋率及ECC抗拉强度等因素，对设计制作的12组36个梁铰式试件进行了界面粘结性能试验。结果表明：HSSWM-ECC与混凝土界面粘结破坏形态有界面剥离破坏和钢绞线断裂破坏两种；在刻槽参与受力总宽度20 mm及槽深5 mm范围内，增加刻槽数量和刻槽深度均能有效提高界面粘结性能；而纵向钢绞线配筋率和ECC抗拉强度与界面粘结性能指标(粘结应力及对应滑移量)呈线性相关性。基于刻槽界面粘结机制分析，建立了考虑界面键槽特征(刻槽数量、槽深)及HSSWM-ECC层强度特征(钢绞线配筋率、钢绞线直径、ECC抗拉强度等)的刻槽处理界面抗剪承载力预测模型。经验证分析，该界面受剪承载力计算模型与试验结果吻合良好。
- 钢绞线网 /
- ECC /
- 刻槽界面 /
- 粘结性能 /
- 梁式试验 /
- 界面承载力
Abstract: In order to study the effect of grooved interface on the bonding properties of high-strength steel wire mesh reinforced engineered cementitious composites (HSSWM-ECC) and concrete, a total of 36 specimens in 12 sets were designed and fabricated for beam tests, considering the effect of the number of grooves, depth of grooves, steel strand diameter, longitudinal strand ratio and tensile strength of ECC. The results show that the damage patterns include interfacial peeling failure and strand fracture damage. Within the range of the total grooves involved width of 20 mm and the groove depth of 5 mm, the bond behavior between HSSWM-ECC and concrete can be effectively improved by increasing the number or depth of grooves. The longitudinal strand ratio and ECC tensile strength are linearly correlated with the interface bond performance indicators (bond stress and its corresponding slip). Based on the analysis of the bonding mechanism of the grooved interface, a prediction model of the shear bearing capacity considering the groove features (number of grooves, depth of grooves) and the strength characteristics of the HSSWM-ECC layer (longitudinal strand ratio, strand diameter, ECC tensile strength) is established, which is in good agreement with the test results.
- high-strength steel wire mesh /
- ECC /
- grooved interface /
- bond behavior /
- beam mode test /
- bearing capacity

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图 1 钢绞线网增强工程用水泥基复合材料(HSSWM-ECC)-混凝土试件详图

Figure 1. Detail of high-strength steel wire mesh reinforced engineered cementitious composites (HSSWM-ECC)-concrete specimens

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图 2 ECC拉伸应力-应变试验曲线

Figure 2. Tensile stress-strain test curves of ECC

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图 3 试验加载装置及测点布置图

LVDT—Linear variable differential transformer

Figure 3. Test loading device and measurement point location

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图 4 梁式试件受力模型

Figure 4. Force model of the beam test specimen

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图 5 HSSWM-ECC与混凝土粘结试件破坏模式

Figure 5. Failure modes of HSSWM-ECC-concrete specimens

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图 6 HSSWM-ECC与混凝土粘结试件典型荷载-滑移曲线

Figure 6. Typical load-slip curves of HSSWM-ECC-concrete specimens

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图 7 HSSWM-ECC-混凝土粘结试件粘结范围内各测点应变分布情况

Figure 7. Strain distribution of measured points along bond length of HSSWM-ECC-concrete specimens

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图 8 N组HSSWM-ECC-混凝土粘结试件荷载-滑移曲线

Figure 8. Load-slip curves of HSSWM-ECC-concrete specimens in group N

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图 9 HSSWM-ECC-混凝土粘结试件界面承载力、最大滑移量与刻槽数量的关系曲线

F_u—Interfacial bearing capacity; s_u—Maximum slip

Figure 9. Relationship curves of bearing capacity, maximum slip of HSSWM-ECC-concrete specimens and the number of grooves

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图 10 H组HSSWM-ECC-混凝土粘结试件荷载-滑移曲线

Figure 10. Load-slip curves of HSSWM-ECC-concrete specimens in group H

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图 11 HSSWM-ECC-混凝土粘结试件界面承载力、最大滑移量与刻槽深度的关系曲线

Figure 11. Relationship curves of bearing capacity, maximum slip of HSSWM-ECC-concrete specimens and the height of grooves

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图 12 D组HSSWM-ECC-混凝土粘结试件荷载-滑移曲线

Figure 12. Load-slip curves of HSSWM-ECC-concrete specimens in group D

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图 13 HSSWM-ECC-混凝土粘结试件界面承载力、最大滑移量与钢绞线(HSSWR)直径的关系曲线

Figure 13. Relationship curves of bearing capacity, maximum slip of HSSWM-ECC-concrete specimens and the diameter of high-strength steel wire rope (HSSWR)

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图 14 R组HSSWM-ECC-混凝土粘结试件荷载-滑移曲线

Figure 14. Load-slip curves of HSSWM-ECC-concrete specimens in group R

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图 15 HSSWM-ECC-混凝土粘结试件界面承载力、最大滑移量与钢绞线配筋率关系曲线

Figure 15. Relationship curves of bearing capacity, maximum slip of HSSWM-ECC-concrete specimens and the ratio of HSSWR

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图 16 T组HSSWM-ECC-混凝土粘结试件荷载-滑移曲线

Figure 16. Load-slip curves of HSSWM-ECC-concrete specimens in group T

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图 17 HSSWM-ECC-混凝土粘结试件界面承载力、最大滑移量与ECC抗拉强度关系曲线

Figure 17. Relationship curves of bearing capacity, maximum slip of HSSWM-ECC-concrete specimens and ECC tensile strength

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图 18 HSSWM-ECC-混凝土粘结试件界面粘结机制

Figure 18. Interfacial bonding mechanism of HSSWM-ECC-concrete specimens

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图 19 HSSWM-ECC-混凝土粘结试件综合调整系数K_G回归分析

F_G—Test value of mechanical bite force provided by grooves; K_G—Comprehensive adjustment coefficient of mechanical bite force

Figure 19. Regression analysis of adjustment coefficient K_G of HSSWM-ECC-concrete specimens

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表 1 HSSWM-ECC-混凝土试件设计参数

Table 1. Design parameters of HSSWM-ECC-concrete specimens

Group number	Specimen number	Groove number	Groove height/mm	HSSWR diameter/mm	HSSWR ratio/%	ECC type
A	A0	0	0	2.4	0.627	Type 1
N	N3	3	5	2.4	0.627	Type 1
	N4	4	5	2.4	0.627	Type 1
	N5	5	5	2.4	0.627	Type 1
H	H3	4	3	2.4	0.627	Type 1
H	H7	4	7	2.4	0.627	Type 1
D	D3.2	4	5	3.2	0.878	Type 1
D	D4.5	4	5	4.5	0.855	Type 1
R	R3	4	5	2.4	0.376	Type 1
R	R7	4	5	2.4	0.877	Type 1
T	T2	4	5	2.4	0.627	Type 2
T	T3	4	5	2.4	0.627	Type 3
Notes: A—Control group; N—Groove number changed group; H—Groove height changed group; D—Strand diameter changed group; R—Longitudinal strand ratio changed group; T—ECC tensile strength changed group.

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表 2 ECC配合比

Table 2. Mix proportion of ECC wt%

ECC	Cement	Sand	Fly ash	Micro silica	Water	Water reducer	Thickener	Polyvinyl alcohol (PVA) fiber
Type 1	1	0.4	3	0.073	1.02	0.0407	0	0.072
Type 2	1	0.4	3	0.073	1.02	0.0407	0.00182	0.072
Type 3	1	0.4	3	0.073	1.15	0.0407	0	0.072

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表 3 ECC力学性能结果

Table 3. Mechanical properties results of ECC

ECC	Cracking strength/MPa	Cracking strain/%	Tensile strength/MPa	Ultimate tensile strain/%	Compressive strength/MPa
Type 1	1.842	0.031	2.516	3.587	31.2
Type 2	1.606	0.055	2.107	3.512	26.5
Type 3	2.315	0.043	3.282	3.724	25.4

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表 4 HSSWR力学性能结果

Table 4. Mechanical properties results of HSSWR

Diameter/mm	Measured area/mm²	Elastic modulus/GPa	Ultimate tensile strength/MPa	Ultimate tensile strain/%
2.4	2.82	110.348	1566.53	3.195
3.2	4.95	103.805	1581.30	3.787
4.5	9.64	97.782	1564.82	4.108

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表 5 HSSWM-ECC与混凝土粘结试件试验结果

Table 5. Test results of HSSWM-ECC-concrete specimens

Specimen number	F_u/kN	τ_a,p/MPa	σ_s,p/MPa	s_u/mm	Failure mode
A0-1	4.24	0.39	300.71	0.0645	A
A0-2	4.42	0.41	313.48	0.0620	A
A0-3	3.68	0.34	260.99	0.0558	A
N3-1	10.21	0.95	724.11	0.1365	B
N3-2	11.64	1.08	825.40	0.1442	B
N3-3	11.96	1.11	848.55	0.1576	B
N4-1	15.18	1.41	1076.60	0.1190	B
N4-2	14.27	1.32	1012.06	0.0830	B
N4-3	14.85	1.38	1053.19	0.1070	B
N5-1	15.69	1.45	1112.77	0.0970	B
N5-2	–	–	–	–	B
N5-3	14.94	1.38	1059.57	0.0850	B
H3-1	10.63	0.98	754.07	0.1726	B
H3-2	10.66	0.99	756.03	0.1651	B
H3-3	9.72	0.90	689.36	0.1789	B
H7-1	15.31	1.42	1085.82	0.0920	B
H7-2	14.90	1.38	1056.74	0.1043	B
H7-3	13.86	1.28	982.98	0.1279	B
D3.2-1	14.71	1.36	743.16	0.1093	B
D3.2-2	16.52	1.53	834.34	0.1155	B
D3.2-3	16.98	1.57	857.59	0.1263	B
D4.5-1	14.49	1.34	751.56	0.1171	C
D4.5-2	14.73	1.36	763.78	0.1252	C
D4.5-3	15.32	1.42	794.61	0.1535	C
R3-1	11.44	1.06	1352.01	0.1213	D
R3-2	12.23	1.13	1445.21	0.1281	D
R3-3	10.75	1.00	1271.05	0.1451	D
R7-1	16.63	1.54	842.55	0.0863	B
R7-2	17.71	1.64	897.34	0.0825	B
R7-3	16.47	1.53	834.57	0.0950	B
T2-1	12.41	1.15	880.40	0.1117	C
T2-2	13.54	1.25	960.51	0.1240	C
T2-3	13.16	1.22	933.56	0.1290	C
T3-1	16.51	1.53	1170.59	0.0882	B
T3-2	16.20	1.50	1148.97	0.0844	B
T3-3	15.68	1.45	1111.80	0.0914	B
Notes: F_u—Ultimate load; τ_a,p—Interface peak bond stress; σ_s,p—Peak nominal tension of longitudinal HSSWR; s_u—Maximum slip; A—Peeling failure in interface; B—Peeling failure in concrete layer; C—Peeling failure in HSSWM-ECC layer; D—Strand fracture damage.

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表 6 HSSWM-ECC-混凝土粘结试件界面承载力预测模型验证结果

Table 6. Validation results of bearing capacity prediction model of HSSWM-ECC-concrete specimens

Group number	Specimen number	Test data/kN	Calculated value/kN	Test data/Calculated value
D4.5	D4.5-1	14.49	13.95	1.039
	D4.5-2	14.73	13.95	1.056
	D4.5-3	15.32	13.95	1.098
T2	T2-1	12.41	13.01	0.954
	T2-2	13.54	13.01	1.041
	T2-3	13.16	13.01	1.012
N5	N5-1	15.69	16.48	0.952
	N5-2	—	—	—
	N5-3	14.94	16.48	0.907
H7	H7-1	15.31	15.81	0.968
	H7-2	14.90	15.81	0.942
	H7-3	13.86	15.81	0.876

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