干湿循环作用下聚丙烯纤维对酶诱导碳酸盐沉淀固化砂土的耐久性研究

张建伟; 吕子壮; 李想; 郑俊杰; 盛桂琳; 李青飞

干湿循环作用下聚丙烯纤维对酶诱导碳酸盐沉淀固化砂土的耐久性研究

张建伟^{1, 2},
吕子壮¹,
李想³,
郑俊杰⁴,
盛桂琳^{1, 2, ,},
李青飞¹

1.
河南大学　土木建筑学院, 开封 475004
2.
河南省历史建筑智能保护与修复工程研究中心, 开封 475004
3.
上海寰球工程有限公司, 上海 200030
4.
武汉大学　土木建筑工程学院, 武汉 430072

基金项目: 国家自然科学基金项目(42177454)；河南省科技研发计划联合基金项目(225200810005)；河南省自然科学基金项目(232300420073)

详细信息

通讯作者:
盛桂琳，硕士，副教授，研究方向为建筑材料　E-mail:shengguilin1214@163.com

中图分类号: TU443
计量
- 文章访问数: 88
- HTML全文浏览量: 41
- 被引次数: 0
出版历程
- 收稿日期: 2024-03-19
- 修回日期: 2024-04-22
- 录用日期: 2024-05-12
- 网络出版日期: 2024-06-07

Durability study of polypropylene fibers on enzyme-induced carbonate precipitation cured sandy soil under dry-wet cycling

1.
School of Civil Engineering and Architecture, Henan University, Kaifeng 475004, China
2.
Henan Province Research Center for Intelligent Protection and Restoration of Historical Buildings, Kaifeng 475004, China
3.
Shanghai Huanqiu Contracting & Engineering Corp, Shanghai 200030, China
4.
School of Civil and Architectural Engineering, Wuhan University, Wuhan 430072, China

Funds: National Natural Science Foundation of China (42177454); Joint fund of the technical R&D program of Henan Province (225200810005); Natural Science Foundation of Henan Province (232300420073);

摘要

摘要: 为了研究砂土在干湿循环作用下的耐久性，进行纤维加筋法改良EICP的研究。将废弃口罩粉碎后作为纤维加筋，研究了不同纤维掺量和不同循环次数下砂土的无侧限抗压强度、质量损失率、浸泡吸水率、碳酸钙含量的变化，并结合扫描电子显微镜从微观层面分析聚丙烯纤维联合EICP固化砂土的机理。研究结果表明：随着干湿循环次数的增加，改良砂土的无侧限抗压强度逐渐减小，并且在纤维掺量为0.2%组时试样强度损失率最小，纤维过少无法形成“桥梁作用”，过多容易出现团聚体；并且纤维加筋能显著提高EICP固化砂土的碳酸钙生成率，还可以起到固定碳酸钙晶体的作用；质量损失率随干湿循环次数先减小后增大，纤维掺量为0.2%时最小；聚丙烯纤维加入后，可以生成更多碳酸钙填充空隙，减少干湿循环中水流的侵蚀作用。
- EICP /
- 聚丙烯纤维 /
- 大豆脲酶 /
- 干湿循环 /
- 微观分析
Abstract: To study the durability of sand under the action of dry and wet cycling, the fiber reinforcement method to improve EICP was studied. Utilizing the waste mask as fiber reinforcement after crushing, the unconfined compressive strength, mass loss rate, soaking water absorption rate, and calcium carbonate content of sand under different fibers content and different dry-wet cycles were studied. Additionally, the method of EICP combined with polypropylene fiber solidification of sand soil was integrated with scanning electronic microscopy under the microscope. The results demonstrate that the improved sand soil's unconfined compressive strength gradually decreases as the number of dry-wet cycles increases. At the minimum sample strength loss rate at the fibers content of 0.2% set, too few fibers are unable to form the "bridge effect" and too many fibers are too prone to clustering. Additionally, the fibers reinforcement can significantly increase the production of calcium carbonate in EICP-solidified sand soil and can also play a role in fixing calcium carbide crystals. The number of wet-dry cycles causes the quality loss rate to first decline before increasing and the rate is lowest when the fibers content is 0.2%; following the addition of polypropylene fibers, more calcium carbide is generated to fill in gaps and lessen the erosion effect of water flow in the dry-wet circulation.
- EICP /
- polypropylene fiber /
- soybean urease /
- wet-dry cycle /
- microscopic analysis

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图 1 砂土颗粒级配曲线

Figure 1. Sand particle grading curve

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图 2 制样流程

Figure 2. Sample Preparation Process

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图 3 浸湿过程

Figure 3. Wetting process

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图 4 干湿循环下EICP固化砂土的无侧限抗压强度变化情况

Figure 4. Changes in unconfined compressive strength of EICP solidified sand under wet-dry cycles

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图 5 不同聚丙烯纤维掺量下EICP固化砂土的强度损失率变化情况

Figure 5. Changes in strength loss rate of EICP solidified sand under different polypropylene fiber contents

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图 6 干湿循环下EICP固化砂土的质量损失率变化情况

Figure 6. Changes in mass loss rate of EICP Solidified Sand under wet-dry cycles

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图 7 干湿循环下EICP固化砂土的吸水率变化情况

Figure 7. Changes in water absorption of EICP solidified sand under wet-dry cycles

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图 8 干湿循环下EICP固化砂土的碳酸钙含率变化情况

Figure 8. Changes in calcium carbonate content of EICP solidified sand under dry-wet cycles

T—Top; M—Middle; B—Bottom

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图 9 干湿循环下EICP固化砂土的碳酸钙含率平均值

Figure 9. The average calcium carbonate content of EICP solidified sand under dry-wet cycles

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图 10 不同聚丙烯纤维掺量下干湿循环11轮后试样状态

Figure 10. Sample state after 11 cycles of wet-dry cycles under different polypropylene fiber contents

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图 11 干湿循环下加筋前后EICP固化砂土的SEM微观图像

Figure 11. SEM micrographs of EICP-cured sandy soil before and after reinforcement under wet-dry cycles

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表 1 标准砂的物理力学性质

Table 1. Physical and Mechanical Properties of standard sand

Effective particle size/mm			Relative density	Curvature coefficient	Nonuniformity coefficient	Maximum dry density /(g·cm⁻³)	Minimum dry density/(g·cm⁻³)
D₁₀	D₃₀	D₆₀	Relative density	Curvature coefficient	Nonuniformity coefficient	Maximum dry density /(g·cm⁻³)	Minimum dry density/(g·cm⁻³)
0.13	0.3	0.66	2.65	1.05	5.07	1.9	1.54

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表 2 聚丙烯纤维的物理力学性质

Table 2. Physical and Mechanical properties of polypropylene fiber

Specific gravity	Melting point/℃	Water absorption/%	Tensile strength/MPa	Elongation at break/%	Tensile strength at break/MPa
0.91	160	9.5	4.25	118.9	4.18

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表 3 工况设置

Table 3. Operating condition settings

Test conditions	Fiber content /%	Dry wet cycle number/times
W-D	0, 0.1, 0.15, 0.2, 0.25, 0.3	1, 3, 5, 7, 9, 11
Notes: W—Wet; D—Dry.

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