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1. Introduction
With the rapid socioeconomic development and accelerated urbanization, urban infrastructure construction is facing unprecedented development worldwide. In this process, a series of engineering challenges exist, including improvement of weak ground, treatment of liquefied soil, remediation of contaminated soil, seepage and leakage control on dams, and dust and sand fixation. Conventional methods used to address these challenges have the disadvantages of high construction difficulty, long construction period, high energy consumption, single performance, and secondary pollution [1]. Microbially induced calcium carbonate precipitation (MICP) has emerged in recent years; it uses calcium carbonate (CaCO3) induced by bacteria to cement loose soil particles, thereby improving the mechanical properties of soil. Compared with conventional materials, MICP technology exhibits greater potential for application and environmental sustainability in geotechnical engineering area and is suggested as a feasible alternative by many researchers [2–4].
Since the 1960s, researchers have gradually realized that microbial metabolic activities are directly involved in redox processes in the environment, thereby altering the geological characteristics and affecting the material cycle and migration of the biosphere. In nature, there is a large number of microorganisms that continuously multiply, grow, and migrate in the soil; participate in mineralization reactions; produce secretions; and degrade organic matter [5]. Microbial mineralization is the process by which microorganisms use their metabolic reactions to produce the urease enzyme. This enzyme catalyzes the decomposition of urea in the surrounding environment to generate carbonate (CO32−), which reacts with calcium ion (Ca2+) to produce CaCO3 precipitates. MICP technology was initially applied in the field of seepage and leakage control of porous media materials and was later extended to the repair of cracks in ancient buildings and rock materials. Studies on soil improvement started relatively late [6]. Whiffin [7] was the first to propose the use of MICP technology for cement loose sand particles to improve soil mechanical properties such as the sand strength and stiffness of sand. Mitchell and Santamarina [8] identified the extensive application value and potential of microbially modified rocks and soils. The National Research Council of the United States established microbial geotechnical engineering technology as an important research topic of the 21st century [9]. Currently, MICP technology is mainly used in research on sand and is slowly being extended to other types of soil, such as silty soil, expansive soil, clayey purple soil, and red clay. Existing studies have shown that MICP technology can significantly improve the shear strength, liquefaction resistance, and erosion resistance of soils and substantially reduce the permeability of soils [10].
As a new research branch in geotechnical engineering, microbial environmental geotechnical engineering is an interdisciplinary subject of microbiology, chemistry, and geotechnical engineering that has been developed for over a decade. The biochemical reaction process of MICP is detailed in this review article, and the factors influencing MICP-treated soil are discussed. The relevant findings regarding MICP technology in applications such as ground improvement, rock-soil seepage control, ground erosion resistance, and contaminated soil remediation are summarized. The findings described in this review can provide a reference for the development and application of MICP technology in the geotechnical engineering field.
2. Principles of MICP Technology
2.1. Metabolic Process of MICP
MICP is a common phenomenon of microbial mineralization in nature [4, 6]. It involves a series of biochemical reactions with other substances in the environment through metabolic functions and absorbing, transforming, removing, and degrading these substances, and it induces the formation of mineral precipitates such as carbonate and sulfate through biological processes, thereby improving the mechanical properties of the soil. The production of CaCO3 precipitates mainly depends on the presence of CO32− and Ca2+ in an alkaline solution environment, which combine to reach a saturation state so that CaCO3 precipitates. Different metabolic types of microorganisms can form different ways of bioinduced mineralization, such as urea hydrolysis, denitrification, ferric reduction, and sulfate reduction [5, 11]. Among them, urea hydrolysis to precipitate carbonate is the most simple, directly and easily controlled mechanism of MICP, which is widely used [12].
The urea hydrolysis is that urease enzyme produced by bacteria catalyzes hydrolysis of urea to NH4+ and CO32− [13]. The production of NH4+ by ureolysis ultimately results in an increase in pH. The CO32− content in solution increases with increasing pH. In urease catalysis, urease breaks the covalent bonds of urea, and urease-urea reaction intermediates are formed between the active center of urease and the substrate molecules of urea through short-range noncovalent forces, for instance, hydrogen bonds, ionic bonds, and hydrophobic bonds. The main reactions of CO32− crystallization induced by urease-producing bacteria are expressed as follows [14, 15]:
Notably, the equilibrium state of NH4+ or NH3 in the solution is very important. The concentration of NH4+ or NH3 is governed by Henry’s law for gases dissolution, which makes it special in MICP because the bacteria represent a source of NH4+, and could be manipulated by changing the temperature or pH, by introducing a sink for NH3 or by releasing it out of the liquid by aeration. NH3 that results from urea hydrolysis inside the cell diffuses out of the cell membrane due to the concentration gradient, and the pH of the cytoplasm equilibrates at 8.4 (NH4+ : NH3 = 70 : 30). NH4+ diffuses out of the cell, increasing the membrane potential, which occurs since NH4+ and NH3 equilibrate when the surrounding solution reaches a pH of 9.25 [7, 16]. Lauchnor et al. [17] investigated the ureolysis rate with whole cells to determine the relationship between the ureolysis rate and the concentrations of NH4+. Lee et al. [18] investigated the NH4+ concentration in the MICP process and used meter-scale experiments for the removal of NH4+. Qin and Cabral [19] thought that NH3 exists mainly in the form of NH4+ ions within the temperature (25°C) and pH values (7) by studying the kinetics of urea hydrolysis catalyzed by urease. Krajewska [20] also investigated NH3 and considered that the role of urease in soil is to make urea available to plants by converting it to NH3; if the hydrolysis rate is too rapid, it may cause NH3 volatilization and then impact the environment [21]. Therefore, in the MICP process, the hydrolysis rate and ammonia and ammonium concentration should be of concern to investigators. In application, the method of inhibiting urease activity can be employed to avoid ammonia emission.
Based on the study of urea hydrolysis in solution and solid agar, realizing the metabolic process of MICP has some limitations at the microscale. Microfluidic chip technology can overcome this limitation and can be used for real-time observation of reactions, less reactant consumption, and excellent controllability of environmental factors. Wang et al. [22–24] utilized glass slides and microfluidic chips to carry out real-time in situ microscale experiments (Figure 1(a)) and realized the visualization of CaCO3 precipitation process. By observing the behavior of bacteria and CaCO3 crystals in this process, understanding MICP at the particle scale was improved. Based on microfluidic chip technology, He et al. [25] developed a visualization system for microbial reinforcement (Figure 1(b)) and carried out in situ microscopic research on the mechanism of CaCO3 mineralization induced by microorganisms. The deposition of CaCO3 crystals in the process of microbial reinforcement was observed, and its temporal and spatial distribution, deposition mode, and growth rate were quantified.
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2.2. Cementing Mechanism of MICP
The microbially induced formation of calcite may exhibit two extreme distribution states in the pores of soil particles. One is the formation of calcite of equal thickness around the soil particles. In this case, the cementation among soil particles is relatively weak, and there are no significant improvements in the soil properties. The other is the formation of calcite only at positions where soil particles are in contact with each other. This type of distribution allows calcites to be employed entirely for cementation among soil particles, which is beneficial to the improvement in soil properties [11]. Cui et al. [26] considered that the effective cementation of calcite crystals can be divided into two modes: (a) calcite-calcite cementation (caused by calcite crystal clusters between adjacent sand particles, Figure 2(a)); (b) particle-contact cementation (caused by calcite crystals precipitated at the particle-particle contacts, Figure 2(b)). Wang et al. [13, 23, 24, 27] used microfluidic chip technology to study the size, quantity, distribution, and morphology of CaCO3 in the MICP process. The results showed that the formation of CaCO3 crystals was distributed in both narrow and open pore throats. The higher the bacterial concentration was, the more the crystals formed in the same volume were. The shape and size of CaCO3 precipitates changed during the MICP process. Irregular-shaped CaCO3 precipitates formed during the initial stage but dissolved when new CaCO3 crystals formed. In addition, with the dissolution of irregular-shaped CaCO3, spherical and rhombohedral CaCO3 crystals formed. He et al. [25] carried out an in situ micromesoscopic study on the mechanism of microbially induced CaCO3 mineralization using a visualization system for microbial cementation. They concluded that the convection and diffusion of solute molecules significantly influence the distribution of CaCO3 crystals and that nonuniform spatial and temporal distributions of CaCO3 are present. The nonuniform temporal distribution was reduced as the reaction proceeded, while the nonuniform spatial distribution was maintained throughout the entire reaction process (0 to 2200 min). There were two patterns of CaCO3 precipitation, i.e., at the pores and at the sand contacts, in microsized pipes, with the CaCO3 at the pores growing uniformly and the CaCO3 at the sand contacts exhibiting axes with different growth rates.
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3. Analysis of the Influence Factors of Soil Solidification by MICP
Researchers have conducted in-depth and systematic studies on MICP-treated soils. The results showed that the main factors that affect the solidification results of MICP include enzyme activity, cementation solution concentration, pH, temperature, grouting method, and particle size [28].
3.1. Enzyme Activity
Urea hydrolysis mainly occurs through urease produced by microorganisms. Urease activity has a great influence on the formation of CaCO3 precipitation. Miftah et al. [29] conducted tube experiments under different enzyme concentrations of 1.25, 2.5, 5, 10, 11, and 15 mL/L to determine the appropriate concentration of enzyme that yields a higher mass of precipitation. The results showed that the mass of precipitation and the precipitation ratio at the enzyme concentration of 10 mL/L, which is equivalent to 4650 U/L, were larger than those at other concentrations, so this concentration was selected for enzyme-induced carbonate precipitation (EICP) solution. Almajed et al. [30] obtained sand specimens with a high strength (1.8 MPa) treated with EICP by adding nonfat powdered milk to the treatment solution. The unconfined compressive strength increased as the concentration of enzyme (from 0.85 g/L to 3 g/L) increased. Martin et al. [31] successfully used a similar method to enhance the UCS of Ottawa 20/30 silica sand, F85 silica sand, Soda-lime glass beads, and local washed quarry sand with 12,600 U/I urease enzyme. Their experimental results indicated that the strength of Ottawa 20/30 sand was the largest, reaching 1.5 MPa. Konstantinou et al. [32] carried out a cementation test of very coarse sands (mean particle size is 1820 μm) by controlling the urease activity in bacterial populations used for biological cementation. The results showed that MICP on very coarse-grained materials was successful when urease activities less than 10 mmol/L/h were used with bacterial populations with optical densities equal to or greater than 2. Baziar et al. [33] utilized soybean enzyme to induce carbonate precipitation to stabilize loose soil-inducing fugitive dust and conducted wind tunnel tests to examine their erosion performances. The results indicated that soybean enzyme was easy to prepare and could help the control of dust emission caused by wind erosion. Chen et al. [34] investigated the effects of soybean urease-induced carbonate precipitation on the water retention ability of the ISO standard sand; the sands treated with urease (urease activity was obtained as 5.4 mM/min) and 1 mol/L urea-calcium chloride solutions had greater water retention ability. Instead of bacteria, Yang et al. [35] applied urease directly to fine sand with a premixing method. The results indicated that saturated specimens (urease activity was 5.77 mM urea/min) obtained better moisture stability than unsaturated specimens (urease activity was 4.55 mM urea/min). Some scholars [36, 37] have also used urease extracted from soybean to induce CaCO3 deposition to solidify sand. In addition, urease can induce the formation of CaCO3 crystals, which is effective in sand fixing. However, the application cost of using purified urease is expensive [36]. Some scholars extracted urease from plants for research. Because the cultivation conditions favorable for bacterial growth could not guarantee stable urease production [7, 32], most scholars discussed the different MICP processes with a focus on controlling the bacterial concentration [38–43].
3.2. Cementation Solution Concentration
Currently, the cementation solutions used in MICP tests are mostly a mixture of urea and Ca2+ solutions. Different concentrations and compositions of cementation solution significantly affect the CaCO3 yield, mineralization efficiency, crystal structure, spatial distribution, and mechanical properties. Rebata-Landa [44] treated samples under the condition of circulating nutrient solution for 64 days using a 60 mL plastic syringe, showing that the CaCO3 content in samples gradually increased with increasing cementation solution concentration and reaction time. Nemati et al. [45] showed that the mineralization efficiency of CaCO3 in solution exceeded 80% when the CaCl2 concentration was less than 15 g/L, while the CaCO3 production was essentially zero when the concentration exceeded 20 g/L; that the mineralization efficiency of CaCO3 could reach 99% when the concentration ratio of CaCl2 and urea was 2.5 or 3.0; and that too high or too low concentration ratio decreased the mineralization efficiency. Qabany et al. [46] carried out tests on the MICP cementation of quartz sand using S. pasteurii and concluded that within the concentration range of 0.25 to 1.00 mol/L, the higher the concentration of cementation solution was, the larger the size and the more nonuniform the distribution of the generated calcite crystals (Figure 3). Qabany and Soga [47] treated sand samples using 0.1, 0.25, 0.5, and 1.0 mol/L solutions of urea and CaCl2 mixtures and found that the use of high concentrations rapidly reduced the permeability at an early stage. In addition, some scholars explored the CaCO3 deposition amount, sample strength, permeability, and optimal conditions for CaCO3 deposition for different concentrations of cementing solution (Table 1). The deposition of CaCO3 increases as the concentration of cementation solution increases, but there are differences in the optimal cementation schemes, such as [41, 48, 50] (Figure 4). According to the research results of [49, 51], the maximum deposition of CaCO3 occurs in cement solutions with high Ca2+ concentration. Therefore, the cementation solution significantly influences the bacterial activity, CaCO3 precipitation, and soil cementation in MICP (Table 1). In applications, appropriate cementation solutions and concentration ratios should be selected according to the specific reinforcement requirements to meet the needs of actual engineering projects.
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Table 1
Previous studies on different cementation solution concentrations.
| Reference | Bacteria | Cementation solution concentration | Conclusion |
| [41] | B. megaterium | 0.25, 0.5, 1.0 mol/L urea-calcium chloride | The shear strength of the specimens treated with 0.25 mol/L cementation reagent improved by 26–57%, and the hydraulic conductivity reduction ranged from 16 to 73% |
| [48] | S. pasteurii | 0.25, 0.5, 1.0 mol/L urea; 0.25, 0.5, 1.0, 2.0 mol/L calcium chloride | The UCS of sand column treated with 1 mol/L urea and CaCl2 solution is the largest |
| [49] | S. pasteurii | 2.5, 25, 250 mM Ca2+; 333, 666 mM urea | Increasing urea and Ca2+ concentrations increase the amount of carbonate precipitated. The CaCO3 precipitated depend more on the Ca2+ concentration than the amount of urea |
| [50] | S. pasteurii | 0.5, 1.0, 1.5 mol/L urea and calcium chloride, concentration ratio: 1 : 1, 1 : 2, and 2 : 1 | The CaCO3 content and peak strength of the samples increase with the increasing of the cementation solution concentration, with the maximum being at concentration ratio 2 : 1 |
| [51] | S. pasteurii | 0.25, 0.75, 1, 2 mol/L urea and calcium chloride | An increase in urea and calcium concentrations increased the CaCO3 precipitation. The greatest amount of CaCO3 was achieved at the condition of 1 mol/L urea and 2 mol/L calcium chloride |
3.3. pH
Most urease-producing bacteria commonly used in MICP are heterotrophic facultative aerobic bacteria, which are suitable for growth in slightly alkaline environments. Therefore, the pH value has an important influence on growth [28]. Henze and Randall [52] revealed that S. pasteurii survived in a solution of pH 11.2, which allows MICP to create durable building materials. Stocks-Fischer et al. [14] examined the effect of pH on the activity of urease extracted from B. pasteurii and found that the urease activity gradually increased with increasing pH and peaked at pH of 7.5–8.0. Whiffin [7] inoculated bacteria grown under different pH conditions into a standard test solution with a pH of 7 and urea concentration of 25 mM/L and then measured the urea decomposition rate after incubation at 25°C for 5 h. The unit urea decomposition rate of the bacteria was the highest between pH of 7 and 8, which is slightly lower than the optimum growth pH of S. pasteurii. pH values have an important role not only in the growth of bacteria but also in metabolism, CaCO3 deposition, and soil property improvement. Different pH values will change the concentrations of NH3, NH4+, CO32−, and HCO3− in the solution, thus changing the formation rate and yield of CaCO3 [53]. Li et al. [54] investigated the precipitation kinetics and crystal morphology of MICP at initial pH values of 6.0, 6.5, 7.0, and 8.0 and concluded that high pH favored CaCO3 precipitation (Figure 5). The CaCO3 precipitates were mainly calcite crystals, which gradually changed from prism to pyramid-like or irregular polyhedral shapes with increasing deposition time. Cheng et al. [55] carried out biocemented sand column tests using B. sphaericus under initial neutral, acidic, and alkaline pH conditions. They found that the CaCO3 content in the samples increased with increasing pH, whereas the cemented sand column had the highest strength under neutral conditions. Keykha et al. [56] employed S. pasteurii for the biocementation of silty clay soil at pH values of 5, 6, 8, and 9 and showed that both the CaCO3 content and the UCS of the sample increased with increasing pH. Ferris et al. [57] found that hydroxide ions improve the pH around the cells and that the appropriate pH for the MICP reaction ranges from 6.5 to 9.3. Urease still maintains good activity at pH of 9.0, and high pH can promote the conversion of bicarbonate ions to carbonate ions and the precipitation of CaCO3 [58]. In summary, pH has an important influence on the growth and metabolism of urease-producing bacteria as well as on CaCO3 precipitation and soil property improvement. High pH is conducive to the precipitation of CaCO3 and improvement in the solidified soil strength. In actual engineering projects, a higher pH should be selected for solidification by MICP while considering the specific engineering needs. The impact of pH on the growth of bacteria, bacterial metabolic activity, urease activity, CaCO3 morphology, CaCO3 precipitation, and strength is summarized in Table 2.
[figure omitted; refer to PDF]Table 2
Impact of pH on some factors.
| Factors | pH | Conclusion | Reference |
| Growth of bacteria | pH = 7, 8, 9 | The bacterial concentration is highest at pH of 9 | [59] |
| Bacterial metabolic activity | pH = 9.31, 11.15, 11.95, 12.24, 12.48 | The pH is kept above 12; the urease-producing bacteria are inactivated | [52] |
| Urease activity | pH = 6, 7, 8, 9, 10 | The enzyme activity increased at fast rate, peaking at pH of 8.0 and then decreasing slowly at higher pHs | [14] |
| pH = 7, 8, 9 | The highest urease activity occurred at pH = 9 | [59] | |
| CaCO3 morphology | pH = 6.0, 6.5, 7.0, 8.0 | High pH promoted CaCO3 precipitation, and precipitates were mainly calcite crystals, gradually changing from prism to pyramid-like or irregular polyhedral shapes | [54] |
| CaCO3 precipitation | pH = 3.5, 7, 9.5 | The maximum CaCO3 deposition at pH = 9.5 | [55] |
| pH = 9.31, 11.15, 11.95, 12.24, 12.48 | The initial pH decreased to below 11.15, and the Ca2+ concentration begins to decrease, hence CaCO3 precipitation | [52] | |
| pH = 5, 6, 8, 9 | The increase in pH increased the CaCO3 precipitation | [56] | |
| Strength | pH = 5, 6, 8, 9 | The compressive strength of silty clay soil samples increased steadily as pH increased from 5 to 9 | [56] |
3.4. Temperature
Changes in the ambient temperature affect the growth, reproduction, and functional metabolism of bacteria, thereby altering CaCO3 production, precipitation rate, crystal type, crystal morphology, particle size, and cementation pattern of CaCO3 between soil particles, which impacts the effectiveness of MICP-treated soil (Figure 6). Ferris et al. [57] investigated the effect of urease activity on the urea hydrolysis reaction in a groundwater environment of 10–20°C and found that urease activity depends on the temperature to a certain extent. A study by Nemati and Voordouw [61] showed that as the temperature increased from 20°C to 50°C, the urease activity and CaCO3 formation rate increased, which further affected the crystal morphology of the CaCO3 precipitates (Figure 7). Cheng et al. [55] found that the amount of precipitated CaCO3 at 50°C was more than three times that at 25°C, while the strength dropped by 60% as the temperature decreased from 50°C to 25°C. The main reason for these results is that when the temperature is high, the generated CaCO3 particles are relatively small and cover the surface of the sand particles, whereas when the temperature is low, less precipitation of CaCO3 occurs. However, the particles are relatively large, which can effectively bind the sand particles and thus increase the strength. Gillman et al. [62] pointed out that as the ambient temperature increased from 5°C to 20°C, the rate of urea decomposition by urease-producing bacteria increased nearly 18-fold. Kralj et al. [63] experimentally discovered that a change in the temperature of the inorganic salt solution influenced the precipitation rate of CaCO3 without affecting its crystal type. By comparing the effect of temperature on the improvement in the strength and water absorption of limestone with S. psychrophila and B. sphaericus, Muynck et al. [60] found that the bacteria more effectively reduced the water absorption of limestone at low temperature (37°C) and achieved the best improvement in the strength of samples at moderate temperatures (20°C and 28°C), while both bacteria exhibited poor performance in improving the strength and impermeability at low temperature (10°C). Keykha et al. [56] applied an equal amount of S. pasteurii solution to cement silty sand columns at pH of 9 and temperatures of 30, 40, and 50°C and found that the cemented sand column at 40°C had the highest UCS. Bang et al. [64] investigated the wind erosion resistance of S. pasteurii-cemented samples at 20, 35, and 45°C and concluded that the wind erosion resistance of the samples gradually increased as the curing temperature increased. Peng et al. [65] found that the lower the soil temperature was, the lower the strength and the higher the permeability of S. pasteurii-treated soil were. For example, the UCS of the sand column at 10°C was one-third of that at 25°C, while the permeability at 10°C was three orders of magnitude higher than that at 25°C (Figure 8). In summary, the appropriate temperature for the MICP process is similar to the optimum temperature for the growth and metabolism of urease-producing microorganisms. At low temperatures, the crystal particles of CaCO3 are large, CaCO3 is uniformly distributed between the particles, and overall strength of the cemented samples is high. In contrast, at high temperatures, the crystal particles of CaCO3 are small and the strength of the cemented samples is low, but the CaCO3 yield is high and the erosion resistance is enhanced.
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[figure omitted; refer to PDF][figure omitted; refer to PDF]3.5. Grouting Methods
The homogeneity of MICP-treated soil is currently one of the important factors restricting the development of MICP technology. Grouting methods determine the CaCO3 content and distribution homogeneity of the treated soil and further affect the strength and permeability of the soil. Common grouting methods include injection, soaking, and spraying (Table 3). Whiffin et al. [66] proposed a 2-phase grouting method, in which a bacterial suspension is injected into the soil and allowed to stand for a period of time. After the bacteria adhere to the surface of the soil particles, the cementation solution is injected to start solidification. This grouting method can prevent the clogging of the injection nozzle to a certain extent and improve the homogeneity of the CaCO3 that is generated inside the soil. Compared to the mixed injection method, this method can reduce the porosity of the solidified soil by an additional 20% using the same cementation solution and bacterial suspension [67]. Liang et al. [68] noted that the solidification result using the step-by-step grouting method on sand was superior to that using the soaking method. When the mixture of 0.5 mol urea and 0.5 mol calcium chloride was poured at 50 mL/h, the average UCS with the former method increased by 15.58% compared to that with the soaking method. Cui et al. [72] introduced 0.05 mol/L CaCl2 solution (referring to a mixed bacterial suspension) into a pure bacterial suspension for artificial intervention in the bacterial distribution and comparatively analyzed the effects of the injection of pure/mixed bacterial suspension, mixed bacterial suspension solution, and traditional pure bacterial suspension on the dynamic characteristics of biocemented sand. The test results showed that the injection of a pure/mixed bacterial suspension could effectively increase the uniformity of the distribution of CaCO3 crystals in the biocemented soil, thereby obtaining biocemented soil with a higher CaCO3 content, larger dynamic elastic modulus, and greater energy dissipation capacity. Xu et al. [69] used the electro-biogrouting method (EBM) to solidify silt and concluded that compared with the traditional gravity grouting method and the low-pressure grouting method, the EBM promoted the diffusion of microorganisms in soil pores by applying an electric field with a certain voltage gradient in the silt, resulting in more uniform dispersion of CaCO3. Zhan and Qian [70] treated sand with biocement using a spraying method; after seven spraying applications, the average hardness and compressive strength of the samples reached 31.5 GPa and 0.67 MPa, respectively. Andres et al. [71] compared the solidification results using the percolation method and reverse injection method to treat unsaturated soil samples and found that the percolation method achieved a better solidification result, with an average UCS of 19.7 MPa. In summary, the distributed grouting method, multiconcentration grouting method, and electroosmotic grouting method are more valuable than the single grouting method in terms of improving the uniformity of the distribution of CaCO3 and thereby increasing the overall strength of the solidified soil.
Table 3
Advantages and disadvantages of grouting methods.
| Method | Procedure | Advantage/disadvantage | Reference |
| Two-phase grouting method | Placement: bacterial injection, CaCl2 injection | Avoiding clogging | [66] |
| Parallel injection method | The bacteria and the cementation fluid were injected at the same time | Most calcite precipitating close to the inlet area | [67] |
| Repeated staged injection method | Bacterial injection, static period for 2 h, cementation fluid injection | Reducing porosity | [67] |
| Soaking method | Bacterial injection, soaking in the cementation fluid | The pores becoming smaller or even blocked, the cementation fluid being difficult to penetrate into | [68] |
| Electro-biogrouting method | Imposing electric field with a certain voltage gradient | Promoting the diffusion of biomass in soil pore, more uniform | [69] |
| Spraying method | Spraying bacteria solution evenly on the surface of sand practices | Improving the average hardness and compressive strength | [70] |
| Unsaturated percolation method | Using peristaltic pump to control the infiltration rate (the saturation is about 75%) | Having better curing effect, with the average compression strength being 19.7 MPa | [71] |
3.6. Particle Size
The soil particle size is an important factor affecting the MICP solidification results (Table 4), mainly because it affects the retention, adsorption, and transport of microorganisms between sand particles. Generally, bacterial cells have a size of approximately 0.5–3.0 μm; in particular, the sizes of Sporosarcina and Bacillus species are mostly 1–5 μm. Too small soil particles hinder the flow of bacteria and cementation solution in soil, meaning that CaCO3 cannot be formed or is unevenly distributed, thereby resulting in poor solidification [8]. In addition, only the CaCO3 deposited at the contact points between the soil particles can effectively improve the mechanical properties of the soil; excessively large particles reduce the number of contact points between soil particles, causing CaCO3 to be mostly distributed on the surface of coarse particles, which causes poor solidification. Regarding the size compatibility between soil particles and microorganisms, Li et al. [75] proposed a formula for judging the suitability of soil characterized by the permeability coefficient for MICP technology and verified the formula through tests on the mechanical properties of nine types of soil. Cui et al. [73] investigated the effect of particle size on biocementation and concluded that the interparticle pores of sand of smaller particle size are more easily densely filled by CaCO3 crystals, obtaining a larger proportion of effective CaCO3 crystals and thus a biocemented sample that is “structurally” stronger and has a higher UCS. Rebata-Landa [44] tested cemented soil columns composed of 11 types of soil including kaolin, silt, fine sand, coarse sand, and gravel, from which the particle size ranges for effective cementation were obtained, and proposed a formula for calculating the CaCO3 content suitable for two particle size ranges. Amarakoon and Kawasaki [74] compared the UCS of cemented silica sands with two particle size ranges (Mikawa sand D50 = 600 μm and Toyoura sand D50 = 200 μm) and found that the Mikawa sand, with a larger mean particle size, exhibited a better solidification result, with a UCS of 3 MPa, while the Toyoura sand, with a smaller mean particle size, showed a fair solidification result, with a UCS of approximately 1 MPa. Similar to that of Amarakoon and Kawasaki, a study by Zhao et al. [42] concluded that the solidification strength of Ottawa silica sand with D50 = 0.46 mm was more than two times that of Mississippi sand with D50 = 0.33 mm. In summary, particle size is the main factor affecting the MICP solidification results. Soil cementation and strength can be improved by enhancing the particle size gradation of soil. Solidification by MICP should consider the size of the soil particles. However, in practical engineering, the grades of soil particles vary, and different consolidation processes (concentration of the bacterial suspension, cementation solution concentration, grouting methods, etc.) could be used to consolidate the soil.
Table 4
Effect of soil particle size on consolidation.
| Material | Particle size | Conclusion | Reference |
| Sand | A: 1.25∼2.5 mm | Group C has the highest unconfined compression; the intergranular pores are easily filled by CaCO3 crystals | [73] |
| B: 0.5∼1.25 mm | |||
| C: 0.04∼0.5 mm | |||
| Sand | Mikawa D50 = 600 μm | The UCS of Mikawa sand is higher than that of Toyoura sand | [74] |
| Toyoura D50 = 200 μm | |||
| Sand | Ottawa silica D50 = 0.46 mm | The solidification strength of Ottawa silica sand is higher than that of Mississippi sand | [42] |
| Mississippi D50 = 0.33 mm | |||
4. Engineering Properties of Soil Solidified by MICP
4.1. Strength
UCS and shear strength are important indicators for characterizing soil strength. By comparing the strengths of intermediate compressible and highly compressible clays before and after solidification by MICP, Animesh and Ramkrishnan [76] found that the UCS values of the two types of soils increased 1.5 times and 2.9 times due to solidification and determined the optimum mixing ratio of the bacterial suspension and cementation solution. Van Paassen et al. [77] noted that CaCO3 crystals produced by MICP form bridges between sand particles, thereby increasing the strength and stiffness of the sand, and evaluated the feasibility of ground improvement by MICP through the analysis of the effects of the substrate solubility, CaCO3 yield, reaction rate, and side-products on MICP. Gowthaman et al. [78] found that the UCS of soil reached 420 kPa after 10 days of treatment of indigenous microorganisms with pure chemicals. In comparison, after treatment of the indigenous microorganisms with inexpensive low-grade chemicals, the UCS of the soil was significantly improved, reaching 820 kPa, and the treatment cost was reduced by 96%. Rong and Qian [79] presented the feasibility of the solidification of loose sandstone particles by MICP. The cemented biosandstone had a satisfactory compressive strength at certain ages, and as the magnesium carbonate content increased, the compressive strength and porosity both increased. Zhao et al. [42] compared the mechanical properties of soil treated with S. pasteurii and urease and found that the UCS of the biotreated soil was approximately five times that of the urease-treated soil, indicating that bacteria are more effective for soil solidification. Liu et al. [80] investigated the effect of ultrasound on MICP-treated sand and showed that after treatment by optimal ultrasonic irradiation, the production of CaCO3 in aqueous solution and in sand columns increased by 28.5% and 35.6%, respectively, and the UCS of the treated sand samples reached 1.25 MPa, which was 91.6% higher than that of the control group.
Although the MICP treatment method can significantly improve the strength of the soil, it can also cause significant brittle failure of the treated soil, which is a problem that can be effectively addressed using the fiber reinforcement method. Choi et al. [81] found that the use of polyvinyl alcohol (PVA) fiber reinforcement can increase the UCS and splitting tensile strength of sand by 138% and 186%, respectively, while decreasing the permeability by 126% and reducing the brittleness (expressed as the ratio of UCS to splitting tensile strength) to half that of plain sand. Fiber reinforcement can increase the precipitation rate and yield of microbially induced CaCO3, and the cementation effect of CaCO3 has a facilitating role in fiber reinforcement. Hence, fiber reinforcement technology and MICP technology can be combined to achieve complementary advantages (Figure 9). Fang et al. [82] pointed out that the addition of fibers not only reduced the permeability of MICP-treated coral sand but also improved the dry density and uniaxial tensile strength as well as the ductility, failure strain, and tensile strength. The fiber content had a greater effect on the mechanical properties of the treated coral sand than the fiber length, with an optimum added fiber content of 0.2% and optimum fiber lengths of 9 mm and 12 mm. Xie et al. [83] pointed out that the incorporation of fibers into biocemented sand could greatly improve the UCS and residual strength of the soil samples and significantly improve the toughness of the soil samples upon failure (Figure 10). When a sample is damaged, the fibers act as “bridging” (Figure 11) that crosses the fracture and can bear a certain tensile stress, thus effectively inhibiting the further development of the fracture and delaying the total failure of the sample. Zheng et al. [84] pointed out that, in the MICP process, CaCO3 crystals can be effectively deposited onto the surface of the fibers, improving their surface roughness, and that a mixture of CaCO3 and sand can provide anchorage to the fibers, thereby improving the shear strength and strain-softening properties of the biocemented sand to a certain extent. In summary, MICP technology can significantly improve the strength of soil, and a combination of MICP and fiber reinforcement can effectively solve the brittle failure problem of the solidified soil while improving the soil strength. In actual engineering projects, suitable solidification methods can be selected in response to engineering needs.
[figure omitted; refer to PDF][figure omitted; refer to PDF][figure omitted; refer to PDF]4.2. Stiffness
Stiffness is an important indicator for characterizing the ability of soil to resist elastic deformation and can be measured by the shear wave velocity obtained from shear modulus or bender element tests. DeJong et al. [11, 85, 86] used bender elements to monitor the variation in the shear wave velocity of microbially induced cemented sand and obtained the relationship between the shear wave velocity and the duration of injection and treatment. The shear wave velocity reached a maximum of 540 m/s at 1700 min, and the shear stiffness was significantly improved. In addition, grouting and treatment tests were carried out on a shallow foundation model, and static load test results showed that the bearing capacity and stiffness of the foundation were significantly improved, as demonstrated by a nearly fivefold decrease in the settlement under the same load. Van Paassen et al. [87, 88] carried out in situ grouting and improvement of a 100 m3 sand foundation. After the completion of treatment, shear wave velocities of different regions were detected. The shear wave velocities in different parts of the sand foundation increased significantly with an increase in cementation time, with an average shear wave velocity of 300 m/s, indicating that stiffness of the sand foundation increased effectively. In addition, it was suggested that the increase in stiffness should be quantified as a function of the volume of the injected solution and the distance from the injection points. Liu et al. [89] concluded that the role of CaCO3 in the MICP process is to strengthen the connection between adjacent soil particles and increase the stiffness of the soil so that it can bear higher stress under the same strain. In summary, MICP technology can significantly improve the soil stiffness and is effective in improving soils that are mainly subjected to compressive stress.
4.3. Liquefaction Resistance
Saturated loose sand is prone to liquefaction under seismic or wave loads, causing severe damage to buildings or transportation infrastructure. Therefore, it is necessary to reinforce soil against liquefaction. As a new foundation treatment method, MICP reinforcement technology could effectively improve the antiliquefaction performance of liquefied sand foundation (Figure 12). After MICP treatment, the compactness of sand is increased, and the cement could improve the cementation between particles, which can improve the strength of soil, reduce the internal pore water pressure, inhibit the occurrence of large strain of sand, and protect against the liquefaction effect. Liu et al. [90] divided the development of the pore pressure in MICP-cemented calcareous sand into four stages: the initial stage, stable development stage, rapid development stage, and complete liquefaction stage. The dynamic shear stress ratio and deformation resistance of the cemented calcareous sand were markedly improved, indicating that MICP cementation can significantly improve the liquefaction resistance of calcareous sand. Zhang et al. [91] carried out shake table tests on MICP-treated calcareous sandy foundations in the South China Sea. Compared to those of untreated foundations, the excess pore water pressure and ground settlement of the MICP-treated calcareous sandy foundation decreased, indicating that the liquefaction resistance of the treated calcareous sandy foundation was considerably improved. Zamani and Montoya [92] investigated the liquefaction characteristics of MICP-treated fine silty sand and found that the liquefaction resistance of fine silty sand was significantly improved after MICP treatment, the efficiency of which depended on the fines content (dictating the relative density) and the fabric governing the structure, indicating that MICP is a potential method for silty sand improvement. Xiao et al. [93] argued that the cyclic shear stress and confining pressure are important factors affecting the liquefaction of calcareous sand; an increase in the confining pressure causes a decrease in the liquefaction resistance of plain sand and MICP-treated sand samples, and an increase in cyclic shear stress causes a decrease in the cyclic strength. The number of liquefaction cycles increased with an increase in CaCO3 content, indicating that MICP treatment can significantly improve the liquefaction resistance of calcareous sand. Han et al. [94] conducted dynamic triaxial tests of MICP-treated sand and concluded that solidified sands with different strengths can meet different engineering requirements, the solidification time can be shortened to 1 to 2 days by reducing the use of bacterial suspensions and nutrients, and MICP is effective in improving the liquefaction resistance of sand. Han and Cheng [95] characterized the effect of different calcium salts on the MICP solidification efficiency using ammonium and found that calcium acetate was the most effective in improving the mechanical properties of liquefiable sand and that the hydraulic permeability of the solidified sample was significantly reduced. Cheng et al. [96] explored the liquefaction resistance of solidified sand using dynamic triaxial tests and found that when the amount of CaCO3 that precipitated in the solidified sample was higher, the axial deformation of the sand sample was smaller, and the increase in the liquefaction resistance was more pronounced. The use of soil desaturation induced by microorganisms to alleviate soil liquefaction is also a method for preventing foundation liquefaction. The desaturation effect of soil is realized by the gas produced by the microbial denitrification process, which can effectively reduce the saturation of sand.
[figure omitted; refer to PDF]4.4. Permeability
The calcite formed by microbial mineralization fills the pores of soil particles, reducing the porosity and permeability of the soil (Figure 13). Lai et al. [97] tested the permeability of two kinds of sand using MICP technology at low pH; the results showed that the sample with a large decrease in permeability contained more CaCO3, while the sample with a small decrease in permeability contained less CaCO3. Therefore, the content of CaCO3 was the key factor that affected permeability. Chu et al. [98] used MICP technology to form a cementation layer of a certain thickness on the sand surface. When an average of 2.1 kg of calcium (Ca) per m2 of sand surface was precipitated, the permeability coefficient of the sand ranged from 10−4 m/s to 10−7 m/s. Qabany and Soga [47] investigated the permeability of British standard grade D silica sand with different dry densities and cementation concentrations. The results demonstrated that both loose samples and dense samples showed a reduction in permeability with an increase in the amount of CaCO3 precipitation. Shen et al. [99] used Bacillus megaterium to solidify sandy clayey purple soil. The results showed that, with the formation of CaCO3, its permeability initially decreased with an increase in CaCO3 content and then decreased by two orders of magnitude. Jawad and Zheng [100] pointed out that MICP technology has greater strength improvement and better solidification efficiency for dry sand and a better reduction in permeability for saturated sand. From the above-mentioned analysis, it can be concluded that, with CaCO3 precipitation, the soil permeability decreased significantly, and the permeability decreased rapidly as the CaCO3 content increased. Therefore, MICP technology has great prospects for the antiseepage of dams, embankments, and reservoirs. Notably, MICP has been utilized to improve soil properties for different purposes [101], but these properties are not independent. The permeability, strength, shear wave, and uniformity of precipitation are correlated. Dawoud et al. [102, 103] examined the relationship between hydraulic conductivity, s-wave velocity, and calcite content with different treatment solutions, confining pressure and back pressure. The results indicated that the s-wave velocity could be considered a direct indicator of the calcite content. All samples had similar characteristic, and the hydraulic conductivity at early stages of treatment decreased slightly and then decreased quickly. The lack of uniform precipitates caused earlier clogging of the pores and a dramatic decrease in hydraulic conductivity. The researchers suggested that less uniformity was attributed to the common distribution of the injected bacteria and examined the effect of surfactants on the transport and distribution of the bacteria and on MICP efficiency and distribution. The results indicated that less than 2% of the bacterial cells were retained in sand columns when surfactant was applied, and had a better distribution of calcite precipitation.
[figure omitted; refer to PDF]4.5. Durability
Durability is an important indicator for evaluating the long-term performance of MICP-treated sand under environmental parameters (such as wet-dry cycles, freeze-thaw cycles, acid rain, wind erosion, etc.). Cheng et al. [104] investigated the mechanical properties of MICP-cemented biobricks; showed that the compressive strength of biobricks prepared under partially saturated conditions was 9 MPa, which is twice that under fully saturated conditions; and evaluated their water absorption, resistance to salt attack, and fire resistance. The results showed that biobricks are suitable for use as a building material and could also be a green alternative to traditional fired clay or cement bricks. Liu et al. [105] employed MICP to treat tiles to form an erosion-resistant layer and found that MICP could significantly improve the water resistance of ceramics, with higher concentrations of bacteria and cementation reagents enabling the sediment layer to provide better protection. The concentration threshold reduced the positive effect of the bacterial concentration on the water resistance of the surface of the sample, and the protection layer provided satisfactory durability and effectively alleviated the weathering of the ancient clay roofing tiles. Chae et al. [106] found that, with a wind speed of 15 m/s, the amount of wind erosion of medium sand or fine sand after solidification using 0.5 M MICP solution was relatively small, so appropriate injection methods should be chosen to reduce soil erosion, considering the soil properties. According to the wind tunnel test results, Nikseresht et al. [107] argued that an increase in penetration resistance decreased the soil loss of soil MICP solidified with vinasse and molasse to approximately one-third of that of the blank sample, indicating that the soil treated by molasse and vinasse had a high resistance to wind erosion. Huang et al. [108] pointed out that due to the poor cementation between particles within the MICP-grouted shale residual soil, when the frost heave force generated by the pore water during the freeze-thaw cycle is greater than the MICP cementation strength, the cementation fails, which causes cracking of the sample, and the shedding area increases with an increase in water content and the number of freeze-thaw cycles. Gomez et al. [109] applied a bacterial suspension and cementation solution to cement and stabilize the surface of loose tailings sand, eventually forming a 2.5 cm thick hard cementation layer. The test results showed that the effective improvement depth reached 28 cm, significantly increasing the erosion resistance of the loose tailings sand. Jiang et al. [110] conducted a series of seepage erosion tests on mixed soil samples (sand : kaolin = 5 : 1) after biocementation and solidification. The results showed that the critical hydraulic gradient and shear stress of the solidified soil were significantly improved, while the amount of internal erosion under the same hydraulic conditions was significantly reduced. Cheng et al. [111] continuously injected artificial acid rain (pH = 3.5) into cemented sand columns. He found that mass was continuously lost and that the strength was reduced by up to 40%, indicating that biocemented sand has a low resistance to acid rain erosion, mainly because the H+ in acid rain reacts with the CaCO3 between the sand particles, destroying the cementation of CaCO3. Liu et al. [112] conducted a series of experiments on the long-term engineering performance of MICP-treated sandy soil under wet-dry cycles, freeze-thaw cycles, and acid rain conditions. The results showed that the durability of MICP-treated soil was weak under these conditions. The drop in UCS was nearly 80% after one wet-dry cycle, 58% after 15 freeze-thaw cycles, and 83% after 15 days of immersion in acid rain solution. In conclusion, the resistance to wind and water erosion of MICP-treated sand is significantly improved; freeze-thaw and wet-dry erosion are weak; and the resistance to acid rain erosion is poor because of the dissolution of CaCO3 in acid.
5. Engineering Applications of Soil Solidification Using MICP
5.1. Ground Improvement
MICP technology can significantly improve the strength, stiffness, and liquefaction resistance of soil and is suitable for ground improvements such as improving the permeability of sand. Van Paassen et al. [87, 88, 113] carried out a large-scale in situ sand foundation grouting and improvement experiment (Figure 14). First, a 1 m3 sand pile experiment was conducted. With a single-point injection method, the bacterial suspension and cementation solution were sequentially injected from the center of the cubic sand pile at a constant flow rate. After 40 days of continuous treatment, the average content of CaCO3 precipitates in the sand body was 100 kg/m3, and the highest uniaxial compressive strength of the sand sample was 9 MPa. On this basis, a 100 m3 large-scale grouting experiment was conducted. Three injection wells and three pumping wells were arranged, and treatment was carried out continuously for 16 days using grout of the same composition to obtain a 40 m3 clearly visible cemented sand body with a wedge shape. The average amount of CaCO3 precipitation was 110 kg/m3, the uniaxial compressive strength of the cored samples ranged from 0.7 to 12.4 MPa, and the average shear wave velocity of the sand foundation was 300 m/s, indicating that the strength of the foundation after MICP treatment was significantly improved. Liu et al. [114] carried out an in situ experimental study of the MICP treatment of calcareous foundations on an artificially reclaimed island. The results showed that after three to four MICP treatments, a gradual increase in ground surface strength was detected. After nine MICP treatments, the surface strength was greater than 10 MPa and reached 20 MPa; the treated depth of the foundation reached 70 cm; and the UCS reached 821 kPa. Montoya et al. [115] conducted MICP treatment tests on the liquefiable sand free field using a centrifuge shake table and found that, after treatment, the pore pressures at different depths of the site decreased to varying degrees with different seismic intensities and that the postshaking surface settlement of the MICP-treated site was significantly smaller than that of untreated loose sand but that the surface acceleration was enhanced to some extent compared to that of untreated loose sand. Darby et al. [116] conducted 80 g centrifuge shake table tests on three different sets of treatment models with CaCO3 contents of 0.8%, 1.4%, and 2.2%; the results showed that, after MICP treatment, the cone penetration resistance of the sand increased from 2 MPa to 5, 10, and 18 MPa and that the shear wave velocity increased from 140 m/s to 200, 325, and 660 m/s. As the level of cementation increased, the liquefaction resistance increased, no further liquefaction occurred, and the mechanical properties of the model sample gradually changed from those of soil to those of rock. He et al. [117] conducted shake table tests using microbial denitrification to produce gas bubbles and found that, at an acceleration of 0.5 m/s2, the untreated saturated loose sand was completely liquefied, with an excess pore pressure ratio near 1; the surface settled markedly; and the volumetric change reached 5%. After different levels of microbial treatment, the saturation of the sand decreased within the range 95%–80%. For the model with 80% saturation and at an acceleration of 0.5 m/s2, the excess water pressure ratio was only 0.1, and almost no settlement occurred at the surface.
[figure omitted; refer to PDF]5.2. Foundation Seepage Control
The application of microorganisms in the field of soil antiseepage mainly uses the mineralization of microorganisms and microbial membranes. Compounds produced by microbial mineralization have the effect of filling and cementing in materials. Extracellular polymeric substances (EPS) secreted by microorganisms can be attached to the surface and interior of porous materials to form microbial membranes, which reduces the permeability of porous materials. Chu et al. [98] used microbial technology to construct a reservoir using 2.1 kg of CaCl2 per m2 of the sand surface, and after MICP surface treatment, the permeability of the sand could be reduced from an order of 10−4 m/s to an order of 10−7 m/s. Subsequently, samples were taken from the pool bottom for a four-point flexural test, the flexural strengths were found to be 90 to 256 kPa, and the UCSs of the sidewalls and pool bottom were found to be 215 to 932 kPa. Subsequently, samples were taken from the base of the pond for a four-point bending test; their flexural strengths were found to fall into the range of 90 to 256 kPa; and the UCSs of the samples taken from the walls and the base of the pond bottom were found to fall between 215 and 932 kPa; that is, different parts of the pond had strengths of varying degrees (Figure 15(a)). Liu et al. [119] reinforced the levee model by spraying microbial cells and nutrient salts and performed flume tests on the treated model. After multiple days of scouring, no erosion damage occurred in the overall model, except for a small amount of fine sand on both sides of the model sample, which was produced by the water flow. The permeability coefficient of the surface soil decreased from 4 × 10−4 m/s to 7.2 × 10−7 m/s, and the maximum UCS was 9 MPa. Tan et al. [118] carried out field tests of MICP seepage control in three sections of the clay banks of the Dawa Reservoir by utilizing the mineralization of microorganisms and monitored both internal water heads with the pressure measuring pipe inside the dam and the leakage amount at the leakage site. The results showed that this technology could rapidly reduce the permeability coefficient of the clay bank by two orders of magnitude (Figure 15(b)). Gao et al. [120] proposed a construction process for seepage control channels by MICP treatment: the channel site to be constructed was treated using the injection pipe process, followed by excavation, and then the channel surface was treated using spray and soaking techniques (with treatment liquid consisting of ureolytic bacteria, 0.5 mol/L calcium chloride, and 0.5 mol/L urea). The test results showed that the construction process can effectively reduce the permeability coefficient of the sand surface and thus meet the engineering requirements. Cheng et al. [121] applied CaCO3 precipitation techniques combined with the reaction of sodium alginate with Ca2+ ions to form a gel-like calcium alginate for sand seepage control treatment. The test results showed that the permeability of the treated sand decreased from 5.0 × 10−4 m/s to 2.2 × 10−9 m/s and that the seepage control efficiency increased by one to two orders of magnitude compared to that treated with pure MICP technology. Blauw et al. [122] were among the earliest to apply biofilm technology to seal leakages in clay-core embankments along the Danube River, Austria, using in situ microbial growth for 23 days of nutrient injection. After 10–14 weeks, the discharge of the dam per unit time significantly decreased from 17.33 m3 per day before repair to 2.35 m3 per day after repair. The leakage at the grout inlet was tested again after 5 months and was found to be only 10% to 20% of that prior to treatment, indicating the feasibility of biofilm technology in the restoration of Earth structures. Therefore, microbial technology can achieve soil seepage prevention. For different engineering problems, different types of microbial reaction processes and construction techniques can be adopted. However, the natural environment of an actual project is relatively complex, and its durability needs further study.
[figures omitted; refer to PDF]
5.3. Erosion Resistance of Foundations
MICP-treated soil has good resistance to hydraulic and wind erosion. Bang et al. [64] conducted six biocement surface spray treatments of a sandy embankment model. The flume scour test of the hydraulic model showed that the treated model experienced continuous erosion from the overtopping water with different flow rates for 30 days without collapse. The anatomical test of the model revealed that CaCO3 aggregated within 3 cm of the surface and formed a crust-like layer. In addition, biocement can be utilized to control piping erosion within the soil. Jiang et al. [110] showed that, after the sand-kaolin mixture was treated with biocement, the critical hydraulic gradient increased significantly, and the mass of solid particles carried away by water erosion was greatly reduced. To prevent and control the erosion damage to embankments caused by overtopping flow, Liu et al. [119] improved the mechanical properties of embankment surface sand by spraying microbial cells and nutrient salts into the embankment surface layer so that the gelation of CaCO3 could rapidly precipitate in the sand pores. The results showed that the maximum UCS could be 9 MPa and that the permeability coefficient was reduced from 4 × 10−4 m/s to 7.2 × 10−7 m/s. MICP technology can effectively improve the erosion resistance of the surface of the embankment model to prevent and control damage caused by overtopping flow (Figure 16). Naeimi and Chu [123] performed wind tunnel tests to verify the ability of microorganisms to treat sand surfaces for dust suppression and wind erosion resistance and estimated the amount of biological dust suppressants needed, which was less than the amount of conventional dust suppressant currently used for road and airport field applications. To study the feasibility, stability, and vegetation recoverability of the field stabilization of surface sand, Gomez et al. [109] conducted field tests of MICP-treated surfaces at a Canadian mine site. The test area consisted of four treated plots of different concentrations of MICP reaction solution, where each plot had an area of 2.4 m × 4.9 m and a design treatment depth of 0.3 m. After surface treatment, dynamic penetration tests showed that the ground penetration resistance significantly increased, with the crust thickness ranging from 0.64 to 2.5 cm. The CaCO3 content on the surface of the crust was approximately 2.1%, and the formed CaCO3 decreased with an increase in depth and was only 0.5% at a depth of approximately 10 cm. The results from the standard penetration test showed no significant degradation of the ground strength on day 64. Zhan et al. [124] used the enzymatic action of Paenibacillus mucilaginosus to absorb and transform CO2 to produce carbonate ions, which then react with calcium ions present in the environment to mineralize and form a calcite cementation layer with certain mechanical properties for dust suppression, and carried out a 900 m2 field application using this technique. After biotreatment, the treated field area had an average solidification thickness of 13.2 mm and Shore hardness of 24.6. In a wind erosion test with a wind speed of 12 m/s, the mass loss of the treated soil was 30 g/(m2·h), representing a decrease from 2600 g/(m2·h) of the original untreated soil. In the rainfall erosion test, the mass loss of the biotreated soil was approximately 60 g/(m2·h), showing a decrease in the mass loss of 750 g/(m2·h) of the original untreated soil, and the residual Shore hardness remained more than 90% of that prior to rainfall erosion. In addition, the hard structure of the calcite surface layer formed by microbial mineralization can also improve soil moisture retention, which is beneficial to soil water retention and plant growth. Li et al. [125] combined straw checkerboard barrier (SCB) technology and MICP technology to study desertification prevention and control, for which 16 key factors were summarized and their parameters and effects were analyzed in detail. The results showed that MICP technology can effectively compensate for the deficiencies of SCB technology, and a combination of the two technologies could achieve satisfactory results in mitigating desertification and accelerating the process of sand fixation, vegetation recovery, and ecological restoration.
[figure omitted; refer to PDF]5.4. Fixation of Heavy Metals
Microbial mineralization converts ionic heavy metals into solid-phase minerals and precipitates heavy metal ions, resulting in a decrease in their bioavailability. The metabolites (sulfur ions and phosphate ions) of some microorganisms undergo precipitation reactions with metal ions, converting toxic and harmful metal elements to nontoxic or low-toxicity metal precipitates. Fujita et al. [126] conducted tests on the remediation of 90Sr contamination at a site in the state of Washington in the Unites States, testing the addition of urea and molasses to promote the growth of native ureolytic microbes and the solidification and precipitation of heavy metals in the field and circulating the treatment using injection piping several meters apart during treatment and pumping. The test results showed that MICP technology can be employed to treat 90Sr contaminants in the field. Xu et al. [127] also carried out a field experimental study on the removal of heavy metal ions by MICP. Gram-positive bacteria were utilized as the strain for mineralization to treat an abandoned iron ore mine, with a field remediation depth of 20 cm and an area of 1000 m2. The exchangeable concentrations of As, Pb, Cd, Zn, and Cu in the contaminated soil were 14.01, 4.95, 0.64, 33.46, and 12.95 mg/kg before treatments. The parameters for field MICP spray treatment included an ambient temperature of 30°C, pH of 5.5, urea dosage of 12.65 kg, and bacterial dosage of 160 L. After remediation, the exchangeable concentrations of the abovementioned heavy metals were reduced to 2.37, 1.25, 0.311, 16.67, and 3.42 mg/kg, respectively. Tests have shown that treatment of heavy metal-contaminated soil by spraying with salt mineralization microbes is effective, with the highest heavy metal removal rate being 83%, thereby significantly lowering the risk that heavy metal ions will be absorbed by crops. Cheng et al. [128] selected soil Bacillus bacteria as carbonate mineralization bacteria and used their substrate-induced enzymatic decomposition to produce CO32− and thus mineralize and solidify the available heavy metals in the soil, such as the precipitation of Cd2+ to a stable state of carbonate, obtained in an available heavy metal removal rate that exceeds 50%. Ganesh et al. [129] used iron-reducing bacteria (Shewanella alga) and sulfate-reducing bacteria (Desulfovibrio desulfuricans) to reduce hexavalent uranium to tetravalent uranium and then precipitated tetravalent uranium to form uraninite (UO2 (s)), which was then removed from aqueous solution. Macaskie et al. [130] showed that the Gram-negative bacterium Citrobacter secretes large amounts of hydrogen phosphate ions via phosphatases to form minerals with heavy metals on the bacterial surface. Sondi et al. [131] successfully precipitated heavy metal ions from SrCl2 and BaCl2 solutions using urease to obtain SrCO3 and BaCO3 and investigated the effect of urease on the crystal growth process and final crystal shape during the precipitation process. Uniform nanoscale spherical particles were formed at the initial stage of the reaction, and the spherical particles were transformed into rod-like clusters of alkaline minerals in the subsequent stage of the reaction. Deng et al. [132] isolated a strain of Penicillium chrysogenum from soil contaminated by smelter slag and applied it to the remediation of contaminated soil, leaching out 62.8% of the Cd, 55.5% of the Cu, 53.9% of the Zn, and 14.4% of the Pb. Ren et al. [133] explored the leaching efficiency of Aspergillus niger for heavy metal-contaminated soils in Shenyang Smeltery and discovered that the leaching efficiency was the highest with a soil-solution ratio of 5%, reaching 25.2%, 98.3%, 2%, and 15.7% for Cu, Cd, Pb, and Zn, respectively. Banerjee et al. [134] isolated a strain of Pseudomonas brenneri from coal mine wastewater, which was able to remove 96.3% of 60 mg·L−1 Cr (VI) within six days under optimized conditions (pH = 6.0, temperature: 30°C). Zheng et al. [135] verified that, in addition to effectively adsorbing Cr (VI), Bacillus subtilis has the ability to reduce Cr(VI) to Cr(III) under aerobic conditions, indicating that the nfrA gene is directly involved in the synthesis of reductase. In summary, microbial remediation technology, which is based on biomineralization, remediates heavy metal-contaminated soil through the solidification or leaching of heavy metal ions. This technology is simple and easy to operate, does not cause secondary pollution, and can effectively reduce the impact of metal ions on the environment, showing favorable application prospects.
6. Conclusion and Prospects
As a new research field in geotechnical engineering, microbial geotechnology is an interdisciplinary subject involving microbiology, chemistry, and geotechnical engineering. In this review article, the hydrolysis reaction and cementation mechanism of MICP were briefly described; the influences of factors such as the bacterial concentration, cementation solution concentration, pH, temperature, grouting method, and particle size on MICP-treated soil were discussed; engineering properties such as the strength, stiffness, liquefaction resistance, permeability, and durability of MICP-treated soil were evaluated; and the applications of MICP technology in the areas of soil reinforcement, geotechnical seepage control, sand liquefaction control, fixation of heavy metals, wind erosion control, and sand fixation were summarized. Hence, this review article provides a reference for the development of MICP technology in the field of geotechnical engineering. The main conclusions are as follows:
(1) MICP is a common microbial mineralization phenomenon in nature. Through metabolic reactions, MICP absorbs, transforms, removes, and degrades substances in the environment. Researchers utilized different metabolic processes to attain MICP, which include urea hydrolysis, denitrification, ferric reduction, and sulfate reduction.
(2) The solidification efficiency of MICP is affected by factors such as the bacterial concentration, cementation solution concentration, pH, temperature, grouting method, and particle size. The selection of a reasonable optimization scheme is especially important for improving the mechanical properties of solidified soil.
(3) MICP technology can significantly improve the strength, stiffness, liquefaction resistance, and durability of soil and reduce the permeability of the soil, which has notable advantages for embankment and dam seepage control projects.
(4) MICP technology is applicable to soil improvement, geotechnical seepage control, sand liquefaction control, contaminated soil remediation, wind erosion prevention, and sand fixation. This method is expected to be implemented in CO2 sequestration, desert greening, marine land reclamation, concrete repair, and ancient building restoration.
(5) Currently, most of the MICP research has been conducted under laboratory conditions, while field-scale geotechnical engineering projects have been rarely conducted. The application of this technology in geotechnical engineering faces certain practical challenges, such as technology optimization, operability, cost, equipment, and environmental factors.
Based on current research results, we believe that future MICP research should focus on the following aspects:
(1) For different types of geotechnical materials and performance improvement requirements, bacteria with high enzyme-producing ability, high environmental adaptability, and high efficiency in solidification should be cultivated, taking into account the related costs
(2) The engineering properties of the rock and soil should be improved by stimulating the production, reproduction, and metabolism of native microorganisms in the soil, which will in turn promote the homogeneity of MICP-treated soil by optimizing the grouting method
(3) By means of meso/microscopic test methods, the meso/microscopic structural changes in the solidified soil caused by microbial cementation filling, ion transport, and fiber bending and interweaving should be investigated to reveal the underlying synergistic solidification mechanisms of MICP and fiber reinforcement
(4) Based on studies of the erosion resistance of MICP-treated soils with single factors (wind erosion, water erosion, salt erosion, freeze-thaw erosion, and ultraviolet erosion), the durability of MICP-treated soils considering combinations of various factors should be evaluated
Acknowledgments
This study was funded by the National Natural Science Foundation of China (41877225); Fundamental Research Funds for the Central Universities, CHD (300102261719); Natural Science Basic Research Program of Shaanxi Province (2021JM-535); and Special Fund for Scientific Research by Xijing University (XJ18T01).
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Abstract
Microbially induced calcium carbonate precipitation (MICP) uses the metabolic function of microbes to carry out biochemical reactions with other substances in the environment. Through the controlled growth of inorganic minerals, soil particles are cemented and soil pores are filled to solidify the soil and reduce its permeability. Thus, the application of this technology was foreseen in geotechnical engineering and environment (building antiseepage, contaminated soil restoration, slope soil erosion, and sand liquefaction). In this review article, based on current research findings, the urea hydrolysis and the cementation mechanism of MICP are briefly described. The influences of factors such as enzyme activity, cementation solution concentration, pH, temperature, grouting method, and particle size on MICP-treated soil are discussed. The engineering properties of MICP-treated soils are evaluated, for instance, the strength, stiffness, liquefaction resistance, permeability, and durability. The applications of MICP technology in ground improvement, geotechnical seepage control, foundation erosion resistance, and fixation of heavy metals are summarized. Finally, future directions of the development of MICP technology are elucidated to provide a reference and guidance for the promotion of MICP technology in the geotechnical engineering field.
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Details
; Li, Gang 2
; Xi’an Li 1
1 School of Geological Engineering and Geomatics, Chang’an University, Xi’an, Shaanxi 710054, China
2 Shaanxi Key Laboratory of Safety and Durability of Concrete Structures, Xijing University, Xi’an, Shaanxi 710123, China