微生物加固渠基粉土的冻融特性及微细观机理研究

朱锐; 邢玮; 郭万里; 黄英豪; 周峰; 王旭东

doi:10.11779/CJGE20231014

微生物加固渠基粉土的冻融特性及微细观机理研究 English Version

朱锐^{1, 2, 3, 4,},
邢玮¹,
郭万里⁴,
黄英豪⁴,
周峰¹,
王旭东¹

1.
南京工业大学交通运输工程学院, 江苏南京 211816
2.
陆军工程大学土木工程博士后科研流动站, 江苏南京 210007
3.
中国水利水电科学研究院流域水循环模拟与调控国家重点实验室, 北京 100038
4.
南京水利科学研究院水利部水库大坝安全重点实验室, 江苏南京 210029

基金项目:

新疆自治区中央引导地方科技项目 ZYYD2024CG20

国家自然科学基金项目 52408372

中国博士后科学基金面上项目 2023M744276

江苏省自然科学基金项目 BK20220356

流域水循环模拟与调控国家重点实验室开放课题 IWHR-SKL-F202319

水利部水库大坝安全重点实验室项目 YK324009

详细信息

作者简介:
朱锐(1992—)，男，博士，讲师，主要从事桩土相互作用、特殊土边坡安全与防护方面研究工作。E-mail: zhurui@njtech.edu.cn

中图分类号: TU432
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出版历程
- 收稿日期: 2023-10-14
- 网络出版日期: 2024-05-19
- 刊出日期: 2025-01-31

Freeze-thaw performance and micro-mechanism of canal foundation silt treated by MICP

ZHU Rui^{1, 2, 3, 4,},
XING Wei¹,
GUO Wanli⁴,
HUANG Yinghao⁴,
ZHOU Feng¹,
WANG Xudong¹

1.
College of Transportation Engineering, Nanjing Tech University, Nanjing 211816, China
2.
Postdoctoral Station of Civil Engineering, Army Engineering University of PLA, Nanjing 210007, China
3.
State Key Laboratory of Simulation and Regulation of Water Cycle in River Basin, China Institute of Water Resources and Hydropower Research, Beijing 100038, China
4.
Key Laboratory of Dam Reservoir Safety of the Ministry of Water Resources, Nanjing Hydraulic Research Institute, Nanjing 210029, China

摘要

摘要: 渠基土性能冻融劣化是中国季冻区渠道结构损坏的主要原因，渠基土加固是保障供水渠道安全运行的重要手段。结合微生物岩土加固技术，开展微生物加固渠基粉土系列宏微观室内试验，刻画不同胶结液浓度、养护龄期、冻融循环下加固渠基粉土的体变率、渗透系数、孔隙率等宏微观指标的发展规律及其定量联系。结果表明：在不同胶结液浓度、养护龄期下，微生物加固可使得渠基粉土的冻融体变量削减约70%，渗透系数至少降低一个数量级、抗压强度提升约220.17%，抗剪强度指标最高增长约65.50%；当胶结液浓度为1.00 mol/L，养护龄期为28 d时，冻融循环下渠基粉土的微生物加固效果最优。此外，微生物诱导生成的碳酸钙沉淀通过填充、胶结、包裹等系列方式重塑了渠基粉土的微细观结构，使其在冻融风化作用下仍然保持整体性和完整性，这是微生物加固渠基粉土在冻融环境下仍然展现出良好工程特性的主要原因。
- 微生物诱导碳酸钙沉淀 /
- 粉土 /
- 渠道边坡 /
- 冻融循环 /
- 微观结构
Abstract: The freeze-thaw deterioration characteristics of foundation soil are the main cause for damages of canal slopes in seasonally frozen areas. The soil treatment is an important means to ensure the safe operation of canals. Based on the microbially induced calcium carbonate precipitation (MICP) technique, a series of laboratory tests on treated silt with different concentrations, curing ages and freeze-thaw cycles are conducted. The macro-and micro-indices of treated silt, such as volumetric rate, permeability coefficient and porosity, are described, and their quantitative relationships are established. The results show that under different concentrations and curing ages, the treatment can reduce the freeze-thaw deformation by 70%, decrease the permeability coefficient by at least one order of magnitude, increase the compressive strength by 220.17%, and improve the shear strength index by 65.50%. As the concentration is 1.00 mol/L and the curing age is 28 days, the treatment effects of silt under freeze-thaw cycles are the most significant. In addition, the calcium carbonate precipitation induced by the MICP reshapes the microstructure of silt through a series of processes such as filling, cementation and encapsulation, which ensures the integrity of silt subjected to freeze-thaw cycles. It is also the main reason for the good engineering properties of treated silt in freeze-thaw environments.
- MICP /
- silt /
- canal slope /
- freeze-thaw /
- micro-structure

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图 1 试验所用渠基土料

Figure 1. Soil materials for laboratory tests

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图 2 试样制备及试验流程

Figure 2. Specimen preparation and testing processes

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图 3 未加固与加固试样体积变化率

Figure 3. Volumetric rates of untreated and treated specimens

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图 4 代表性试样应力-应变关系

Figure 4. Typical strain-stress relations of specimens

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图 5 未加固与加固试样弹性模量对比图

Figure 5. Elastic moduli of untreated and treated specimens

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图 6 未加固与加固试样破坏强度对比图

Figure 6. Failure strengths of untreated and treated specimens

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图 7 未加固与加固试样黏聚力对比图

Figure 7. Cohesions of untreated and treated specimens

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图 8 未加固与加固试样内摩擦角对比图

Figure 8. Internal friction angels of untreated and treated specimens

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图 9 未加固与加固试样渗透系数对比图

Figure 9. Permeability coefficients of untreated and treated specimens

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图 10 试样损伤度随冻融循环的变化曲线

Figure 10. Variation curves of damage degree with freeze-thaw cycles

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图 11 不同胶结液浓度、养护龄期下加固试样微观形态对比图（未经历冻融）

Figure 11. Microstructures of treated specimens under different concentrations and curing ages (freeze-thaw cycle of 0)

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图 12 冻融循环下未加固与加固试样微观形态

Figure 12. Microstructures of untreated and treated specimens subjected to freeze-thaw cycles

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图 13 未加固与加固试样孔隙面积对比图

Figure 13. Pore areas of untreated and treated specimens

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图 14 未加固与加固试样孔隙率对比图

Figure 14. Porosities of untreated and treated specimens

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图 15 未加固与加固试样分形维数对比图

Figure 15. Fractal dimensions of untreated and treated specimens

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图 16 冻融循环下加固试样微观参数与宏观指标的定量联系

Figure 16. Quantitative relationships between micro-parameters and macro-indices of treated specimens under freeze-thaw cycles

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图 17 加固试样物相组成

Figure 17. Phase compositions of treated specimens

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图 18 试样颗粒级配随冻融循环的变化曲线

Figure 18. Variation curves of PSD with freeze-thaw cycles

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图 19 微生物加固提升渠基粉土冻融性能的微细观机理

Figure 19. Micro-mechanism of improvement of freeze-thaw performance of treated silt

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表 1 试验土料的基本参数

Table 1 Fundamental properties of soil materials

相对质量密度	最大干密度/ (g·cm^-3)	最优含水率/%	液限/ %	塑限/ %	塑性指数
2.67	1.86	14.2	38.0	19.3	18.7

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表 2 培养基具体成分与用量

Table 2 Specific ingredients and dosages of culture medium

成分	用量
蛋白胨	10 g/L
牛肉浸粉	3 g/L
NaCl	5 g/L
去离子水	1000 ml
pH	8.0~9.0（NAOH溶液）
注：细菌培养过程中，必要时可加入2%溶液体积的尿素或10 mg/L MnSO₄^.H₂O可促进产胞。

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表 3 试验方案

Table 3 Test scheme

工况	胶结液浓度/(mol·L^-1)	养护龄期/d	冻融循环次数
未加固	—	—	0, 3, 7, 15
加固	0.5, 0.75, 1.0, 1.25	0, 3, 7, 14, 28	0, 3, 7, 15

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