超低温和氯盐作用对超高韧性水泥基复合材料碳化性能的影响

钱维民; 苏骏; 李扬; 嵇威; 赵家玉

doi:10.13801/j.cnki.fhclxb.20220907.004

超低温和氯盐作用对超高韧性水泥基复合材料碳化性能的影响

doi: 10.13801/j.cnki.fhclxb.20220907.004

钱维民^1,,
苏骏^{1, 2, ,},
李扬¹,
嵇威¹,
赵家玉¹

1.
湖北工业大学　土木建筑与环境学院，武汉 430068
2.
湖北工业大学　工程技术学院，武汉 430068

基金项目: 湖北省自然科学基金(2020CFB860)The Natural Science Foundation of Hubei Province of China (2020CFB860)

详细信息

通讯作者:
苏骏，博士，教授，硕士生导师，研究方向为纤维混凝土及工程结构抗震　E-mail: sujun930@163.com

中图分类号: TB332
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- 被引次数: 0
出版历程
- 收稿日期: 2022-06-29
- 修回日期: 2022-08-13
- 录用日期: 2022-08-28
- 网络出版日期: 2022-09-08
- 刊出日期: 2023-06-15

Effect of ultra-low temperature and chloride on carbonation performance of ultra-high toughness cement-based composite

QIAN Weimin^1
,,
SU Jun^{1, 2
, ,},
LI Yang¹,
JI Wei¹,
ZHAO Jiayu¹

1.
School of Civil Engineering and Environment, Hubei University of Technology, Wuhan 430068, China
2.
Hubei University of Technology Engineering and Technology College, Wuhan 430068, China

摘要

摘要: 极地地区及海洋环境下的资源开采导致混凝土结构受到低温、碳化和氯离子渗透的共同作用，加剧了混凝土材料及其结构的劣化。超高韧性水泥基复合材料(UHTCC)作为一种新型复合材料，其耐久性是评价其工作性能的重要指标。通过对UHTCC材料在超低温作用和氯离子侵蚀后的快速碳化试验，研究了复杂环境作用下不同纤维体积掺量的UHTCC的抗碳化性能变化规律。结果表明：随着温度的降低，UHTCC材料的抗碳化性能明显降低，温度达到−160℃时其碳化深度最大增加约58.76%，适量的纤维掺入对UHTCC材料的抗碳化性能具有明显的提升作用，而超过最优掺量后其抗碳化性能反而有所降低，同时SEM表明氯离子能够细化混凝土内部孔隙，阻碍CO₂在材料内部的进一步扩散。提出了极端复杂环境下UHTCC的碳化深度回归模型，研究结论为UHTCC在复杂环境中的工程应用提供参考。
- 超低温 /
- 超高韧性水泥基复合材料 /
- 氯离子侵蚀 /
- 碳化作用 /
- 碳化因子
Abstract: The exploitation of resources in polar regions and marine environment leads to the joint action of low temperature, carbonation and chloride ion penetration on concrete structures, which aggravates the deterioration of concrete materials and structures. As a new type of composite material, the durability of ultra-high toughness cementitious composite (UHTCC) is an important index to evaluate its working performance. Through the rapid carbonization test of UHTCC material under ultra-low temperature and chloride ion erosion, the change law of carbonization resistance of UHTCC with different fiber volume contents under complex environment was studied. The results show that with the decrease of temperature, the carbonation resistance of UHTCC material is significantly reduced. When the temperature reaches −160℃, the carbonation depth of UHTCC material increases by about 58.76%. The appropriate amount of fiber has a significant effect on the carbonation resistance of UHTCC material. However, the carbonation resistance of UHTCC material decreases when the content exceeds the optimal content. At the same time, SEM shows that chloride ions can refine the internal pores of concrete and hinder the further diffusion of CO₂ inside the material. The regression model of UHTCC carbonation depth in extremely complex environment is proposed, and the research conclusion provides reference for the engineering application of UHTCC in complex environment.
- ultra-low temperature /
- ultra-high toughness cementitious composite /
- chloride ion erosion /
- carbonization /
- carbonization factor

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图 1 超高韧性水泥基复合材料(UHTCC)单轴拉伸应力-应变曲线

Figure 1. Uniaxial tensile stress-strain curve of ultra-high toughness cement-based composite (UHTCC)

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图 2 试验设备

Figure 2. Test equipment

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图 3 不同纤维掺量与UHTCC碳化深度关系

Figure 3. Relationship between different fiber content and carbonization depth of UHTCC

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图 4 氯离子侵蚀时间与UHTCC碳化深度关系

Figure 4. Relationship between chloride ion erosion time and carbonation depth of UHTCC

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图 5 温度与UHTCC碳化深度关系曲线

Figure 5. Relationship curves between temperature and carbonation depth of UHTCC

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图 6 UHTCC试样微观形态

Figure 6. Microstructures of UHTCC samples

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图 7 不同影响因素下UHTCC碳化模型及参数

Figure 7. Carbonation models and parameters of UHTCC under different influencing factors

K—Carbonization factor; R²—Fit coefficient

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图 8 不同影响因素下UHTCC碳化因子关系曲线

Figure 8. Carbonation factor curves of UHTCC under different influencing factors

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图 9 不同影响因素下UHTCC损伤因子

Figure 9. Damage factors of UHTCC under different different influencing factors influencing factors

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图 10 复杂因素下UHTCC碳化深度计算值与试验值

Figure 10. Calculation and test values of carbonation depth for UHTCC under complex factors

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图 11 本文模型计算碳化深度与文献结果对比

Figure 11. Comparison between the calculated carbonation depth values of this model and the literature results

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表 1 聚乙烯醇(PVA)纤维性能指标

Table 1. Polyvinyl alcohol (PVA) fiber performance index

Name	Density /(g·cm⁻³)	Diameter /mm	Length /mm	Elastic modulus /MPa	Tensile strength /MPa
REC15×12	1.3	0.04	12	1200	526

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表 2 试件分组

Table 2. Specimen grouping

Group	Volume fraction φ/vol%	Temperature/℃	Chloride ion erosion time/day	Carbonation time/day	Fly ash/ (kg·m⁻³)	Cement/ (kg·m⁻³)	Sand/ (kg·m⁻³)	Silica fume/ (kg·m⁻³)
0vol%PVA/C0.2-E0	0	20/0/−40/−80/−120/−160	0	0/7/14/28	533.3	120	133.3	13.3
0.5vol%PVA/C0.2-E0	0.5	20/0/−40/−80/−120/−160	0	0/7/14/28	533.3	120	133.3	13.3
1.0vol%PVA/C0.2-E0	1.0	20/0/−40/−80/−120/−160	0	0/7/14/28	533.3	120	133.3	13.3
1.5vol%PVA/C0.2-E0	1.5	20/0/−40/−80/−120/−160	0	0/7/14/28	533.3	120	133.3	13.3
2.0vol%PVA/C0.2-E0	2.0	20/0/−40/−80/−120/−160	0	0/7/14/28	533.3	120	133.3	13.3
1.5vol%PVA/C0.2 -E7	1.5	20/0/−40/−80/−120/−160	7	0/7/14/28	533.3	120	133.3	13.3
1.5vol%PVA/C0.2 -E14	1.5	20/0/−40/−80/−120/−160	14	0/7/14/28	533.3	120	133.3	13.3
1.5vol%PVA/C0.2 -E28	1.5	20/0/−40/−80/−120/−160	28	0/7/14/28	533.3	120	133.3	13.3
Notes: C0.2—Cement mass ratio; E—Chloride ion erosion time.

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表 3 典型混凝土碳化经验模型

Table 3. Typical empirical carbonation models for concrete

Name	Calculation expression	Parameter note
Huang Shiyuan Carbonization Model^[21]	$\begin{array}{l}x_{\mathrm{c}}=104 k_{\rm v} k_{\mathrm{c}}^{0.54} k_{\mathrm{w}}^{0.47} \sqrt{t} \;\;\; (W / C> 0.6) \\x_{\mathrm{c}}=73.54 k_{\rm v} k_{\mathrm{c}}^{0.81} k_{\mathrm{w}}^{0.13} \sqrt{t}\;\;\; (W / C<0.6)\end{array} $	k_c—Influence coefficient of cement dosage; k_w—Influence coefficient of water cement ratio; k_v—Cement variety coefficient; x_c—Carbonation depth; W/C—Water cement ratio; t—Carbonation time
Bin tian-AnGu Model^[22]	$\begin{array}{l}x_{\mathrm{c}}=k_{\rm R} (W / C-0.25) \sqrt{\dfrac{t}{0.3(1.15+3 W / C)}} \quad(W / C > 0.6) \\x_{\mathrm{c}}=k_{\rm R} (4.6 W / C-1.76) \sqrt{\dfrac{t}{7.2}} \quad(W / C<0.6)\end{array} $	k_R—Relative carbonation depth, coefficients related to cement type, aggregate and admixture
Shandong Research Institute Model^[23]	$x_{\mathrm{c}}=(12.1 W / C-3.2) \sqrt{t} $
Soviet Union strength Model^[24]	$x_{\mathrm{c}}=k_{\rm A} \sqrt{\dfrac{0.639 f_{\mathrm{ce}}}{f_{\mathrm{cu} 28}+0.5 A f_{\mathrm{ce}}}}-0.245 \sqrt{t} $	f_ce—Cement strength; f_cu28—Concrete 28 days strength; k_A—Cement, aggregate variety, fluidity related coefficient;
Niu Ditao strength Model^[20]	$ x_{\mathrm{c}}=K \left(\dfrac{24.48}{\sqrt{f_{\text {cuk }}}}-2.74\right) \sqrt{t}$	K—Considering the coefficient of environment and maintenance time; f_cuk—Characteristic value of compressive strength of concrete cube

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