高强不锈钢绞线网与工程水泥基复合材料黏结锚固性能试验

朱俊涛; 赵亚楼; 李燚; 王新玲

doi:10.13801/j.cnki.fhclxb.20191010.001

高强不锈钢绞线网与工程水泥基复合材料黏结锚固性能试验

doi: 10.13801/j.cnki.fhclxb.20191010.001

朱俊涛^1,,
赵亚楼^1,,
李燚^2,,
王新玲^1, ,

1.
郑州大学　土木工程学院，郑州 450001
2.
成都基准方中建筑设计有限公司郑州分公司，郑州 450003

基金项目: 国家自然科学基金(51708511；U1804137；51879243)；河南省自然科学基金(182300410210)；河南省交通运输科技计划项目（2020J-2-7）

详细信息

通讯作者:
王新玲，博士，教授，研究方向为新型建筑复合材料性能及结构应用　E-mail：xinlingwang@zzu.edu.cn

中图分类号: TU528.58
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- 文章访问数: 947
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- 被引次数: 0
出版历程
- 收稿日期: 2019-08-04
- 录用日期: 2019-09-26
- 网络出版日期: 2019-10-10
- 刊出日期: 2020-07-15

Experiment on bonding and anchoring performance between high-strength stainless steel wire mesh and engineered cementitious composites

ZHU Juntao^1
,,
ZHAO Yalou^1
,,
LI Yi^2
,,
WANG Xinling^{1
, ,}

1.
School of Civil Engineering, Zhengzhou University, Zhengzhou 450001, China
2.
JZFZ Architectural Design Co. Ltd., Zhengzhou Branch, Zhengzhou 450003, China

摘要

摘要: 为研究高强不锈钢绞线网在工程水泥基复合材料(ECC)中的黏结锚固性能，考虑了横向钢绞线间距、相对锚固长度和钢绞线直径三个影响因素，对设计制作的17组51个试件进行了单边拉拔试验。结果表明：横向钢绞线的设置使黏结破坏具有明显的延性破坏特征；横向钢绞线间距对黏结强度影响不大，但延性强化段长度(延性)随横向钢绞线间距的减小而增大；钢绞线网与ECC的峰值平均黏结应力与锚固长度及钢绞线直径均呈负相关，其延性随钢绞线直径的增大而提高，但随锚固长度的增大而降低。试验结果及分析验证了钢绞线网在ECC中的临界锚固长度计算可采用单根钢绞线的临界锚固长度计算公式。
- 高强不锈钢绞线网 /
- 工程水泥基复合材料(ECC) /
- 黏结锚固 /
- 拉拔试验 /
- 黏结-滑移
Abstract: In order to investigate the bonding and anchoring performance of high-strength stainless steel wire mesh in engineered cementitious composites (ECC), three parameters of transverse steel strand spacing, relative anchorage length and steel strand diameter were considered, and a total of 51 specimens in 17 groups were designed and carried out by the uniaxial pull-out test. The results show that the setting of transverse steel strand has obvious ductile failure characteristics. The transverse steel strand spacing has little effect on the bond strength, but the length of ductile strengthening section (ductility) increases with the decreasing of transverse steel strand spacing. The peak average bonding stress between the steel wire mesh and ECC is negatively correlated with the anchorage length and the steel strand diameter. The ductility increases with the increasing of the steel strand diameter, but decreases with the increasing of the anchorage length. The test results and analysis verify that the critical anchorage length calculation of the steel wire mesh in ECC can be calculated by using the critical anchorage length formula of a single steel strand.
- high-strength stainless steel wire mesh /
- engineered cementitious composites (ECC) /
- bond anchorage /
- pull-out test /
- bond-slip

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图 1 高强不锈钢绞线网增强ECC试件详图

Figure 1. Detail of high-strength stainless steel wire mesh reinforced ECC specimens

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图 2 钢绞线织网方式

Figure 2. Weaving form of steel strand

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图 3 试验加载装置

LVDT—Linear variable differential transformer

Figure 3. Test loading device

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图 4 钢绞线应力-应变试验曲线

Figure 4. Stress-strain test curves of steel strand

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图 5 ECC拉伸应力-应变试验曲线

Figure 5. Tensile stress-strain test curve of ECC

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图 6 高强不锈钢绞线网增强ECC试件破坏模式

Figure 6. Failure modes of high-strength stainless steel wire mesh reinforced ECC specimens

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图 7 高强不锈钢绞线(网)增强ECC典型黏结-滑移(τ-S)曲线

Figure 7. Typical average bond stress-slippage(τ-S) curves of high-strength stainless steel strand (mesh) reinforced ECC

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图 8 不同横向钢绞线间距高强不锈钢绞线网增强ECC试件的τ-S曲线

Figure 8. τ-S curves of high-strength stainless steel wire mesh reinforced ECC specimens with different transverse steel strand spacing

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图 9 峰值荷载对应的平均滑移量(S_u)和延性强化段长度(l_BC)与横向钢绞线间距(l_d)的关系

Figure 9. Relationship of average slippage corresponding to peak load (S_u), ductile strengthening section length (l_BC) and transverse steel strand spacing (l_d)

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图 10 不同锚固长度的高强不锈钢绞线网增强ECC试件的荷载-滑移曲线

Figure 10. Load-slip curves of high-strength stainless steel wire mesh reinforced ECC specimens with different anchorage lengths

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图 11 高强不锈钢绞线网增强ECC的峰值平均黏结应力(τ_u)与相对锚固长度(l_a)的关系曲线

Figure 11. Relationship curves of peak average bond stress (τ_u) and relative anchorage length (l_a) of high-strength stainless steel wire mesh reinforced ECC

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图 12 高强不锈钢绞线网增强ECC的峰值荷载对应的平均滑移量(S_u)与相对锚固长度(l_a)的关系曲线

Figure 12. Relationship curves of average slippage corresponding to peak load (S_u) and relative anchorage length (l_a) of high-strength stainless steel wire mesh reinforced ECC

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图 13 高强不锈钢绞线网增强ECC的延性强化段长度(l_BC)与相对锚固长度(l_a)的关系曲线

Figure 13. Relationship curves of ductile strengthening section length (l_BC) and relative anchorage length (l_a) of high-strength stainless steel wire mesh reinforced ECC

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图 14 不同钢绞线直径的高强不锈钢绞线网增强ECC试件的荷载-滑移曲线

Figure 14. Load-slip curves of high-strength stainless steel wire mesh reinforced ECC specimens with different steel strand diameters

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图 15 高强不锈钢绞线网增强ECC试件的钢绞线直径(d)与峰值平均黏结应力(τ_u)关系曲线

Figure 15. Relationship curves of steel strand diameter (d) and peak average bond stress (τ_u) of high-strength stainless steel wire mesh reinforced ECC specimens

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图 16 不同锚固长度高强不锈钢绞线网增强ECC试件的钢绞线直径(d)与峰值荷载对应的平均滑移量(S_u)关系曲线

Figure 16. Relationship curves of steel strand diameter (d) and average slippage corresponding to peak load (S_u) of high-strength stainless steel wire mesh reinforced ECC specimens with different relative anchorage lengths

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图 17 高强不锈钢绞线网增强ECC试件钢绞线直径(d)-延性强化段长度(l_BC)关系曲线

Figure 17. Relationship curves of steel strand diameter (d) and ductile strengthening section length (l_BC) of high-strength stainless steel wire mesh reinforced ECC specimens

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表 1 水泥基复合材料(ECC)配合比

Table 1. Mix proportion of engineered cementitious composites (ECC)

Material	Proportion (Mass ratio)
Cement	1
Sand	0.4
Fly ash	2.5
Water	1.15
Addition agent	0.151
PVA fiber	2% (Volume ratio)
Note: PVA—Polyvinyl alcohol.

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表 2 高强不锈钢绞线网增强ECC试件参数

Table 2. Parameters of high-strength stainless steel wire mesh reinforced ECC specimens

Group number	d/mm	l_a/mm	l_d/mm	Size(a×b×c)/mm
A1	4.5	15d	0	150×150×50
A2	4.5	15d	20
A3	4.5	15d	30
A4	4.5	15d	40
B1	4.5	18d	30	150×150×50
B2	4.5	20d	30
B3	4.5	22d	30
B4	4.5	25d	30	150×170×50
B5	4.5	28d	30	150×170×50
C1	3.2	15d	30	150×100×37
C2	3.2	18d	30
C3	3.2	20d	30
C4	3.2	22d	30
D1	2.4	15d	30	150×100×27
D2	2.4	18d	30
D3	2.4	20d	30
D4	2.4	22d	30
Notes: d—Diameter of steel strand; l_a—Relative anchorage length; l_d—Spacing of transverse steel strand.

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表 3 钢绞线性能参数

Table 3. Performance parameters of steel strand

d/mm	Ultimate load/kN	Ultimate tensile strength/MPa	Modulus of elasticity/GPa	Ultimate tensile strain/%
2.4	4.42	1 568.30	130	3.07
3.2	7.87	1 589.23	97	4.08
4.5	16.23	1 687.45	108	3.78

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表 4 高强不锈钢绞线网与ECC黏结锚固性能试验结果

Table 4. Test results of bonding and anchoring performance between high-strength stainless steel wire mesh and ECC

Group number	Specimen number	F_u/kN	τ_u/MPa	S_u/mm	S_B/mm	S_C/mm	l_BC/mm	Result
A1	4.5-15d-0-1	10.74	11.18	0.91	−	−	−	P
	4.5-15d-0-2	10.92	11.37		−	−	−	P
	4.5-15d-0-3	10.80	11.24		−	−	−	P
A2	4.5-15d-20-1	11.14	11.59	0.71	1.79	8.99	7.20	P
	4.5-15d-20-2	10.66	11.09		1.76	8.87	7.11	P
	4.5-15d-20-3	10.74	11.18		1.72	8.66	6.94	P
A3	4.5-15d-30-1	11.10	11.55	0.73	1.71	6.31	4.60	P
	4.5-15d-30-2	10.65	11.08		1.75	6.40	4.65	P
	4.5-15d-30-3	10.63	11.06		1.86	6.29	4.43	P
A4	4.5-15d-40-1	10.38	10.80	0.85	1.96	4.16	2.20	P
	4.5-15d-40-2	10.14	10.55		1.78	4.17	2.39	P
	4.5-15d-40-3	10.64	11.07		1.82	4.22	2.40	P
B1	4.5-18d-30-1	12.11	10.58	0.75	1.82	8.42	6.60	P
	4.5-18d-30-2	12.84	11.22		1.91	5.14	3.23	P
	4.5-18d-30-3	12.75	11.14		−	−	−	R
B2	4.5-20d-30-1	12.81	10.07	0.77	2.79	6.16	3.37	P
	4.5-20d-30-2	13.49	10.61		1.95	5.33	3.38	P
	4.5-20d-30-3	13.56	10.66		1.92	5.42	3.50	P
B3	4.5-22d-30-1	14.11	10.09	0.81	1.97	4.28	2.31	P
	4.5-22d-30-2	14.21	10.16		2.14	6.08	3.94	P
	4.5-22d-30-3	14.89	10.64		1.92	4.41	2.49	P
B4	4.5-25d-30-1	14.93	9.35	0.99	1.72	3.53	1.81	P
	4.5-25d-30-2	16.24	9.39		−	−	−	R
	4.5-25d-30-3	15.03	9.41		1.81	4.03	2.22	P
B5	4.5-28d-30-1	16.18	9.09	1.55	−	−	−	R
	4.5-28d-30-2	16.34	9.18		−	−	−	R
	4.5-28d-30-3	16.26	9.13		−	−	−	R
C1	3.2-15d-30-1	5.49	11.38	0.77	1.28	4.42	3.14	P
	3.2-15d-30-2	5.46	11.31		1.32	5.02	3.70	P
	3.2-15d-30-3	5.45	11.30		1.24	4.85	3.61	P
C2	3.2-18d-30-1	6.47	11.17	0.82	1.46	4.15	2.69	P
	3.2-18d-30-2	6.39	11.05		1.54	4.04	2.50	P
	3.2-18d-30-3	5.37	9.28		−	−	−	P
C3	3.2-20d-30-1	7.08	11.04	0.96	1.59	3.95	2.36	P
	3.2-20d-30-2	7.59	11.79		−	−	−	R
	3.2-20d-30-3	7.07	10.02		1.69	4.04	2.36	P
C4	3.2-22d-30-1	7.56	10.75	1.04	−	−	−	R
	3.2-22d-30-2	7.77	11.01		−	−	−	R
	3.2-22d-30-3	7.86	11.17		−	−	−	R
D1	2.4-15d-30-1	3.19	11.76	0.89	1.63	3.06	1.64	P
	2.4-15d-30-2	3.08	11.27		−	−	−	P
	2.4-15d-30-3	3.04	11.12		−	−	−	P
D2	2.4-18d-30-1	3.73	11.25	0.93	1.60	2.54	1.41	P
	2.4-18d-30-2	3.67	11.08		1.54	2.42	1.22	P
	2.4-18d-30-3	3.72	11.21		−	−	−	P
D3	2.4-20d-30-1	3.94	10.88	1.10	1.34	2.97	1.52	P
	2.4-20d-30-2	3.97	10.97		1.94	2.70	1.09	P
	2.4-20d-30-3	4.05	11.19		1.81	3.28	0.99	P
D4	2.4-22d-30-1	4.37	10.94	1.16	−	−	−	R
	2.4-22d-30-2	4.34	10.87		−	−	−	R
	2.4-22d-30-3	4.37	10.94		−	−	−	R
Notes: F_u—Peak load; τ_u—Peak average bond stress; S_u—Average slippage corresponding to peak load; S_B—Slippage of point B; S_C—Slippage of point C; l_BC—Ductile strengthening section length; Specimen number: 4.5-15d-0-1 (a-b-c-d), in which 4.5 (a) represents the diameter of the steel strand, 15d (b) represents the relative anchorage length, 0 (c) represents the transverse steel strand spacing and 1 (d) is the specimen number in the same group; P—Pull-out failure; R—Rupture failure.

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表 5 高强不锈钢绞线网增强ECC试件临界锚固长度对比

Table 5. Comparison of critical anchorage length of high-strength stainless steel wire mesh reinforced ECC specimens

d/mm	f_t/MPa	f_y/MPa	l_a,c/mm	l_a,u/mm	l_a,c/l_a,u
2.4	2.83	1 568.30	54.53	53	0.97
3.2	2.83	1 589.23	73.68	70	0.95
4.5	2.83	1 687.45	112.46	115	1.02
Notes: l_a,c—Calculated value of critical anchorage length; l_a,u—Measured value of critical anchorage length.

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