橡胶/混凝土盐冻循环后性能劣化及微观结构

姚韦靖; 刘雨姗; 王婷雅; 庞建勇

doi:10.13801/j.cnki.fhclxb.20210202.005

橡胶/混凝土盐冻循环后性能劣化及微观结构

姚韦靖^{1, 2,},
刘雨姗^1,,
王婷雅^1,,
庞建勇^1, ,

1.
安徽理工大学　土木建筑学院，淮南 232001
2.
安徽理工大学　土木工程博士后流动站，淮南 232001

基金项目: 安徽省高等学校自然科学研究重点项目(KJ2020A0297)；中国博士后科学基金面上资助(2020M681974)；安徽理工大学校级重点项目(QN2019115)

详细信息

通讯作者:
庞建勇，博士，教授，博士生导师，研究方向为水泥混凝土类材料　E-mail：pangjyong@163.com

中图分类号: TU528
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出版历程
- 收稿日期: 2020-12-06
- 录用日期: 2021-01-17
- 网络出版日期: 2021-02-01
- 刊出日期: 2021-11-30

Performance degradation and microscopic structure of rubber/concrete after salt freeze-thaw cycles

1.
School of Civil Engineering and Architecture, Anhui University of Science and Technology, Huainan 232001, China
2.
Postdoctoral Station of Civil Engineering, Anhui University of Science and Technology, Huainan 232001, China

摘要

摘要: 制备普通混凝土(Normal concrete，NC)和橡胶/混凝土基体(Rubber/NC)，研究盐冻循环60次内，表观现象、剥落量、抗压强度损失等性能指标劣化过程，采用超声波无损检测法评价混凝土盐冻循环破坏前后超声参数变化，建立相对波速、损伤度与抗压强度的关系，利用SEM观察盐冻循环损伤前后试件微结构变化。结果表明：随盐冻循环次数增加，混凝土试件表面剥蚀愈显著，剥落量增加，内部损伤、强度损失逐渐加剧，超声参数与抗压强度具有密切相关性；混凝土经历盐冻破坏后，内部结构呈疏松絮状，孔隙、裂纹愈加显现，密实度下降，造成宏观力学性能劣化。但弹性橡胶细集料掺入后有效缓解结冰压引起的内部开裂和孔隙扩大，各阶段橡胶/混凝土基体劣化程度均优于普通混凝土，以橡胶掺量 (与胶凝材料质量比) 10% (10%Rubber/NC)各性能指标最优，经历60次盐冻循环后，普通混凝土抗压强度损失率为58.5%，10%Rubber/NC抗压强度损失率为48.0%。
- 橡胶/混凝土 /
- 盐冻循环 /
- 超声波无损检测 /
- 性能劣化 /
- 微观分析
Abstract: The normal concrete (NC) and rubber/NC were prepared. The performance degradation process of concrete specimens within 60 salt freeze-thaw cycles was studied, which includes changes of apparent phenomenon, flaking amount and compressive strength loss. The adaptation of ultrasonic test in evaluating the performance of concrete after salt freeze-thaw cycles was investigated. The relationships between relative velocity, damage degree and compressive strength were comparative analyzed. The micro-structure changes of concrete specimens after salt freeze-thaw cycles were observed by SEM. The results show that the surface erosion of concrete becomes more obvious, the flaking amount, internal damage and strength loss gradually increase, with the increasing number of salt freeze-thaw cycles. It has good correlation between the ultrasonic parameters and compressive strength. After the concrete undergoing salt freeze-thaw damage, the internal structure becomes loose and flocculent, increasing pores and cracks appear, and the density decreases, which results in deterioration of macro-mechanical properties. However, the deterioration degree of rubber/concrete is better than that of normal concrete at all cycle stages, because the elastic rubber fine aggregate can effectively alleviate internal cracking and pore expansion caused by icing pressure. The rubber/concrete with 10% rubber content (mass ratio to cementitious material) (10%Rubber/NC) has the best performance indicators. After 60 salt freeze-thaw cycles, the compressive strength loss rates of normal concrete and 10%Rubber/NC are 58.5% and 48.0%, respectively.
- rubber/concrete /
- salt freeze-thaw cycle /
- ultrasonic non-destructive testing /
- performance deterioration /
- microscopic analysis

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图 1 橡胶实拍 (a) 及微观形貌 (b)

Figure 1. Picture (a) and microscopic structure (b) of rubber

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图 2 混凝土盐冻试验示意图

Figure 2. Schematic diagram of concrete salt freezing test

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图 3 混凝土盐冻循环表观现象

Figure 3. Apparent phenomenon of concrete after salt freezing cycles

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图 4 混凝土盐冻循环剥落量变化

Figure 4. Flaking amount change of concrete after salt freezing cycles

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图 5 混凝土盐冻循环次数与超声参数的关系

Figure 5. Relationship between ultrasound parameters and number of salt freezing cycles

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图 6 混凝土盐冻循环相对抗压强度变化

Figure 6. Relative compressive strength change of concrete after salt freezing cycles

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图 7 混凝土盐冻循环超声参数与抗压强度的拟合关系

Figure 7. Fitted relationship between ultrasound parameters and compressive strength of concrete after salt freezing cycle

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图 8 普通混凝土(NC)盐冻循环微观形貌

Figure 8. Microscopic structure of normal concrete (NC) after salt freezing-thaw cycles

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图 9 10%Rubber/NC的微观形貌

Figure 9. Microscopic structure of 10%Rubber/NC

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图 10 10%Rubber/NC盐冻循环微观形貌

Figure 10. Microscopic structures of 10%Rubber/NC after salt freezing-thaw cycles

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表 1 P·C 42.5级水泥技术参数

Table 1 Technical parameters of P·C 42.5 cement

Fineness/ (m²·kg⁻¹)	Ignition loss/%	Water requirement of standard consistency/%	Setting time/min		Compressive strength/MPa		Stability
Fineness/ (m²·kg⁻¹)	Ignition loss/%	Water requirement of standard consistency/%	Initial	Finial	3 days	28 days	Stability
342	3.5	25.9	165	220	29.9	49.75	Conformity

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表 2 粉煤灰化学成分组成

Table 2 Chemical composition of fly ash

Composition	SiO₂	Al₂O₃	Fe₂O₃	CaO	MgO	Na₂O
Content/wt%	53.26	34.72	4.07	2.47	0.39	1.90

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表 3 混凝土配合比

Table 3 Concrete mixture ratio kg·m⁻³

Concrete number	Cementing material		Fine aggregate		Gravel	Water	Water reducer
Concrete number	Cement	Fly ash	Sand	Rubber	Gravel	Water	Water reducer
NC	310	50	791.0	0	1115	150	3.4
5%Rubber/NC	310	50	769.4	18	1115	150	3.4
10%Rubber/NC	310	50	747.8	36	1115	150	3.4
15%Rubber/NC	310	50	726.2	54	1115	150	3.4
20%Rubber/NC	310	50	704.6	72	1115	150	3.4
Notes: NC—Normal concrete; 5%Rubber/NC, 10%Rubber/NC, 15%Rubber/NC and 20%Rubber/NC—Rubber/NC with rubber content (mass ratio to cementitious material) of 5%, 10%, 15% and 20%, respectively.

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表 4 混凝土性能测试结果

Table 4 Concrete performance test results

Concrete number	Workability		28 days apparent density/(kg·m⁻³)	28 days compressive strength/MPa	28 days tensile strength/MPa
Concrete number	Slump/mm	Slump flow/mm	28 days apparent density/(kg·m⁻³)	28 days compressive strength/MPa	28 days tensile strength/MPa
NC	170	340	2423	40.68	4.52
5%Rubber/NC	195	365	2412	36.91	4.05
10%Rubber/NC	215	390	2403	32.69	3.78
15%Rubber/NC	240	425	2398	29.38	3.25
20%Rubber/NC	265	460	2387	26.06	2.89

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表 5 混凝土盐冻循环后超声参数与抗压强度损失拟合结果

Table 5 Fitting results of ultrasound parameters and compressive strength of concrete after salt freezing cycle

Concrete number	Ultrasound parameter	Fitting formula	R²
NC	Relative velocity V_R	${F_{\rm{R}}} = 0.15{{\rm{e}}^{2.389{V_{\rm{R}}}}} - 0.416$	0.98
NC	Damage degree D	${F_{\rm{R}}} = - 0.377\ln D + 0.004$	0.93
5%Rubber/NC	Relative velocity V_R	${F_{\rm{R}}} = 0.001{{\rm{e}}^{6.629{V_{\rm{R}}}}} + 0.251$	0.98
5%Rubber/NC	Damage degree D	${F_{\rm{R}}} = - 0.272\ln D + 0.088$	0.97
10%Rubber/NC	Relative velocity V_R	${F_{\rm{R}}} = 0.0002{{\rm{e}}^{7.909{V_{\rm{R}}}}} + 0.382$	0.99
10%Rubber/NC	Damage degree D	${F_{\rm{R}}} = - 0.127\ln D + 0.357$	0.95
15%Rubber/NC	Relative velocity V_R	${F_{\rm{R}}} = 0.634{{\rm{e}}^{1.541{V_{\rm{R}}}}} - 1.724$	0.96
15%Rubber/NC	Damage degree D	${F_{\rm{R}}} = - 0.380\ln D - 0.111$	0.93
20%Rubber/NC	Relative velocity V_R	${F_{\rm{R}}} = 0.077{{\rm{e}}^{2.875{V_{\rm{R}}}}} - 0.194$	0.99
20%Rubber/NC	Damage degree D	${F_{\rm{R}}} = - 0.364\ln D + 0.010$	0.98
Note: F_R—Relative compressive strength.

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