Dynamic Triaxial Test and Microscopic Study of Solidified Muddy Soil With Different Mixing Ratios and Curing Ages

Aiming to explore the optimal mixture ratio and curing age of solidified muddy soil under dynamic load, the paper intends to investigate whether the solidified muddy soil can be used as filling of high-speed railway subgrade. Based on the dynamic triaxial test, the investigation measured the dynamic strain and dynamic elastic modulus of solidified muddy soil under different mix ratios and curing ages, and also observed the microscopic morphology of solidified muddy soil samples by using scanning electron microscope. The results show that the addition of cement and curing agent significantly increases the dynamic strength and elastic modulus of muddy soil, which effectively improve the dynamic characteristics of muddy soil. The curing effect of the curing agent is more obvious with the increase of the dosage of cement and curing agent under different mix ratio. The content of curing agent plays a leading role in the hydration reaction between cement, curing agent and soil particles. Additionally, in case of the same test conditions, when the ratio of cement mass to dry silt mass is 1:20, the ratio of diluent volume to dry silt mass is 1:20, with 28 days of curing age, its curing effect will reach the best.

Introduction

The construction goal of the Guangdong-Hong Kong-Macao Greater Bay Area is bound to promote the great development of railway construction in Guangdong’s Pearl River Delta. However, the treatment and utilization of the rich deep muddy soil in Guangdong’s Pearl River Delta has always been a difficulty in practical engineering application (Zhou, 2013). At present, the treatment methods of muddy soil include vacuum preloading (Yan et al., 2010), curing method (Radovanovic et al., 2016), electroosmosis (Tang et al., 2017), mixing pile (Yang et al., 2011), etc. Whereas, due to the limitations of its high-water content, high compressibility and low strength, many deficiencies and limitations in the practical engineering application existed in the present methods (Pan et al., 2020). The muddy soil shallow reinforcement technology that has emerged in recent years can better improve the shortcomings of the appeal method. The core construction method is to shallowly strengthen the extremely low-strength muddy soil through foundation treatment (Xu et al., 2019; Dong et al., 2011), and partly use fly ash (Sani et al., 2018; Karthik et al., 2014; Takhelmayum et al., 2013) and soil-fly ash-lime (Consoli et al., 2014) for reinforcement, thereby forming a hard shell layer and improving the bearing capacity of foundation. Judging from the existing research (Shan et al., 2021; Huang et al., 2010; Kuna et al., 2016), the shallow reinforcement technology of muddy soil can be achieved by natural drying, sand-filled cushion, shallow soil drainage, and chemical reinforcement. The in-situ solidification method with solidifying agent can greatly reduce the cost and construction period, help to recycle industrial waste materials, and save the cost of spoiled land acquisition during the construction process and the cost of earthwork transportation, which is a new hot spot in the research of shallow reinforcement of muddy soil. Since the mechanical properties of the solidified muddy soil are affected by various factors such as natural environment and external excitation, the mechanical properties of the solidified muddy soil filler become complicated. Therefore, in order to further grasp the engineering characteristics of the solidified muddy soil and ensure that it can serve the construction and operation of the project, it is necessary to carry out research on the solidification performance of the solidified muddy soil.

The effect of railway trains on the muddy soil is mainly the cyclic dynamic load. Therefore, research on the dynamic performance of the solidified muddy soil under the train load, In order to clarify the change of solidification effect, to ensure the stability of mechanical properties of solidified muddy soil is the primary prerequisite to ensure the safe and stable operation of the train. Whereas, the solidified muddy under the train load, the microscopic properties of soil can greatly determine its macroscopic working properties. Therefore, combined with microscopic experiments to observe the structural properties of solidified muddy soils, it is a concentrated expression of its complex physical and mechanical properties. The available literature shows (Tian et al., 2020) that for solidified soils with different mix ratios and the same age conditions, the dynamic strength and dynamic elastic modulus are very different. In addition, age is also an important factor affecting the curing effect. Scholars at home and abroad have done abundant laboratory experiments on the theory of soil dynamic performance under load. For example, Sun et al. (2020) carried out dynamic triaxial tests on the muddy soil after multiple freeze-thaw cycles under negative temperature load, and found that the lower the temperature, the dynamic stress and dynamic modulus of the muddy soil under the freeze-thaw cycle. The conclusion that the influence of dynamic characteristics is more obvious; Wang et al. (2019) studied and analyzed the deformation and strength of solidified muddy soil under cyclic loading; Arulrajah et al. (2018) carried out experiments on unconfined compressive strength of solidified muddy soil with various moisture content, different amounts of cement curing agents, and different curing ages. Jian et al. (2013) took water glass as an auxiliary material for cement curing agents, and studied the effect of water glass on the improvement of the mechanical properties and impermeability of solidified soil (Amir-Faryar and Aggour, 2016); made research on the deformation process of silt-solidified soil under dynamic load conditions, and concluded that the time interval of load application is a factor affecting the deformation of solidified soil; Li et al. (2014) used indoor geotechnical tests and on-site construction conditions to systematically study the effects of cement, lime, and fly ash as soil solidification agents on soil solidification, and summarized the development law of the influence of the mixing amount and age of various materials on the performance indexes of soil engineering. Liang et al. (2020) took Guizhou red clay as the research object and observed the changes in the microstructure of the red clay with a scanning electron microscope (SEM); Zhang et al. (2021) used SEM to study the diametric splitting tests of compacted bentonite. In recent years, developed countries such as Europe, America and Japan have gradually applied the technology of solidified muddy soil in railway subgrade filling (Liu et al., 2018). However, due to the late start in China, the research on the mechanical properties of solidified soil mostly focuses on static forces. There are inadequate studies on characteristics. Particularly, the application of solidified soil in railway engineering is less extensive.

Therefore, the paper applies shallow silty soil in a coastal area of the Pearl River Delta as raw material soil, inorganic liquid curing agent and 32.5 ordinary Portland cement as additives, and uses SDT-10 microcomputer-controlled electro-hydraulic servo soil dynamic three-axis testing machine to solidify muddy soil. The study also carries out indoor dynamic triaxial tests of different mix ratios, and different ages by combing the SEM test to conduct microscopic observations of the loaded soil samples. Finally, the paper analyzes the dynamic strength and dynamics of the solidified muddy soil. The changing law of elastic modulus can obtain the best mixing ratio and curing age for curing effect, which provides theoretical basis for related engineering practice. We analyze the dynamic strength and dynamic elastic modulus of solidified muddy soil to obtain the best mix ratio and curing age of solidified muddy soil, which provides a theoretical basis for related engineering practice.

Test Plan

Due to the low confining pressure of the superficial subgrade filling, the loading frequency of the subgrade filling under the train load should be less than 1.85 Hz (Tian, 2020). Therefore, the confining pressure and axial pressure of the proposed sample are 100 kPa, the loading frequency is 1 Hz, the cycle number is 1,000 for the solidified muddy soil with changing mix ratio, and the cycle number is 400 for the solidified muddy soil with changing the curing age. Secondly, sine wave waveforms are used to simulate the repeated effects of railway trains on subgrade soil. In order to consider the real stress state of the shallow muddy soil, the test method is adopted in the test process to first carry out isobaric consolidation of the sample with a dynamic triaxial instrument. Afterwards, the study applies axial dynamic force. The specific test control data are shown in Table 1.

TABLE 1

TABLE 1. Test control conditions.

Test Materials and Test Preparation

The silt used in this experiment was taken from the shallow silt at the bottom of a pond in the Pearl River Delta region. The sampling depth is 0.5–3.0 m; the curing agent is “Xiyang Brand” F type liquid curing agent; the cement is 32.5 ordinary Portland cement. The operation steps of the sample preparation process refer to the specific methods in the Regulations for Railway Engineering Geotechnical Tests (TB 10102–2010). At the same time, since the undisturbed silt soil will inevitably be disturbed by the external environment during the sampling and transportation process. To eliminate the interference of the soil disturbance on the test results, the undisturbed muddy soil is reshaped before sample preparation. Further, the sample preparation is controlled. The moisture content is 30%, and the size of the prepared standard sample is diameter d = 39.1 mm, height h = 80 mm.

Sample Preparation Method

Firstly, the liquid curing agent and distilled water is diluted to a certain ratio to obtain the curing agent diluent. Further, the muddy soil to a constant weight is stored in a laboratory drying oven at 65°C, the dried muddy soil is pulverized into powder and by a pulverizer, that would pass through a 0.6 mm square hole sieve. Finally, powdery muddy soil is produced with a particle size of less than 0.6 mm. Additionally, the powdery silt is mixed with cement according to the proportion. The hardener diluent which is prepared in advance are added and more importantly mix them well. We prepare a number of solidified muddy soil standard samples with the sample preparation device, and put them in a plastic bag to wrap and seal the samples to cure to 7 days, 28 days and 90 days.

Test Equipment

Dynamic triaxial test equipment the SDT-10 microcomputer control electro-hydraulic servo soil dynamic triaxial testing machine which composed by seven parts, including axial pressure measurement and control system, confining pressure measurement and control system, pressure chamber, pressure chamber lifting mechanism, hydraulic oil source, electrical control system, computer display and control and data processing system, show in Figure 1A; Test Seal is saved as shown in Figure 1B.

FIGURE 1

FIGURE 1. Real scene of the equipment (A) SDT-10 microcomputer controlled electro-hydraulic servo soil dynamic triaxial testing machine (B) Scanning electron microscope.

Tests on Dynamic Characteristics of Solidified Muddy Soil Under Different Mix Ratios

According to the above preparation being made, we equipped with standard test pieces of variable curing agent and cement content. In the experiment, a total of five sets of samples with different mix ratios were designed, with three parallel samples in each group. The specific mix ratios are shown in Table 2. The first group of curing age, they are 7, 28 days and 90 days respectively. Further, the maintenance age of the remaining groups was 28 days. According to < Standard for geotechnical testing method > (GB/T 50,123–2019), We repeated each test for three times to show the scatters of the experimental results.

TABLE 2

TABLE 2. Test mix ratio of solidified muddy soil.

Test Results of Dynamic Characteristics of Solidified Muddy Soil Under Different Mix Ratios

Dynamic Strain Test Results

Table 3 and Table 4 shows the cumulative strain of solidified Mucky soil under different mixing ratios and different cycles. From the data analysis in these tables, we can get the maximum value in the range of twice the average value plus the standard deviation, which shows that the test results are less discrete. Figure 2 shows the cumulative strain curve of solidified muddy soil under different mixing ratios under different cycles. It can be seen from the figure that as the number of cycles increases, the cumulative strain of the sample also increases. In other words, the strain of the solidified silty soil is basically in a positive correlation with the number of cycles. Observing the development trend of the curve in the figure, it can be found out that the specimen compression is relatively large at the beginning of loading. When the number of cycles reaches a certain level, the strain growth rate of the specimen tends to slow down. This is because as the number of cycles increases, the inside of the sample gradually becomes dense. Whereas, the porosity inside the soil begins to decrease, the strength becomes higher and higher, and the corresponding strain begins to decrease.

TABLE 3

TABLE 3. Cumulative strain change curve of different curing agent content under dynamic load.

TABLE 4

TABLE 4. Cumulative strain change curve of different cement content under dynamic load.

FIGURE 2

FIGURE 2. Cumulative strain change curve of sample under dynamic load amplitude N = 100N and different cycle times (A) Different curing agent content (B) Different cement content.

From Figure 2A, it is easy to find that when the cement mass g is 1:20 than the dry sludge mass g, the cumulative strain is lower than 1:30 and 1:40. This is because as the content of the diluent increases, the crystals produced between the solidifying agent and the soil can make the connection between the soil particles closer. While the increase in molecular gravity makes many individual soil particles aggregate into small aggregates, thus forming a stable structure, the stiffness of the soil is improved. Therefore, the cumulative axial strain of the specimen becomes the smallest.

Comparing Figure 2B, when the cement mass g: dry sludge mass g is 1:20, the cumulative strain is lower than that at 1:30 and 1:40. The increase in cement content makes the contact between cement and curing agent closer, which results the hydrolysis and hydration reaction of cement and the liquid curing agent filling the pores in the soil structure well, thereby improving the stiffness of the silt soil.

Dynamic Elastic Modulus Test Results

The dynamic elastic modulus of silty soil refers to the relationship between the dynamic stress and the recoverable part of the dynamic strain in the soil (Oh and Vanapalli, 2014). Due to the periodic action of the dynamic load, a series of hysteretic curves appear between the dynamic stress and the dynamic strain. We also calculated the dynamic elastic modulus according to formula (1):

${\mathit{E}}_{\mathit{d}}=\frac{{\mathit{\delta }}_{\mathit{max}}-{\mathit{\delta }}_{\mathit{min}}}{{\mathit{\epsilon }}_{\mathit{max}}-{\mathit{\epsilon }}_{\mathit{min}}}(1)$

In formula (1), δ_max, δ_min, ε_max, and ε_min are the maximum and minimum values of stress and strain in the hysteresis curve, respectively. Firstly, we sort the E_d-ε_d data obtained in the experiment, as shown in Figure 3 and Figure 4.

FIGURE 3

FIGURE 3. Ed-εd relation curve under dynamic load amplitude N = 100N and different loading stages, Different curing agent content.

FIGURE 4

FIGURE 4. Ed-εd relation curve under dynamic load amplitude N = 100N and different loading stages, Different cement content.

Figure 3 and Figure 4 show the relationship between dynamic elastic modulus and dynamic strain of solidified muddy soil under different mix ratios. It can be included from the figure that the E_d-ε_d relationship curve of the solidified muddy soil under different mix ratios has the same trend, but the corresponding initial dynamic elastic modulus are different, and the specimens with high cement and curing agent content are initially elastic modulus is higher, indicating that as the amount of cement and curing agent increases, the initial dynamic elastic modulus of the solidified muddy soil can be effectively improved; As the number of loading stages increases, the corresponding dynamic strain increases and the dynamic elastic modulus decreases.

Comparing Figure 3 and Figure 4, it can be found that when the ratio of cement mass to dry sludge mass is 1:20, and the ratio of diluent volume to dry sludge mass is 1:20, the sample produced lower strain under the same conditions. Because the higher the content of cement and curing agent, the higher the content of hydration products in the solidified muddy soil, the stronger the cementing force between soil particles, the denser the sample, the higher its stiffness, and the mechanical properties of the material are optimized, so the ability of the soil to resist deformation is enhanced. If the loading order increases, the sample becomes more and more hardened, Therefore its elastic deformation decreases, plastic deformation increases, and the dynamic elastic modulus decreases.

Test Results of Dynamic Characteristics of Solidified Muddy Soil Under Different Curing Ages

Table 5 shows the analysis of dynamic load amplitudes and final axial strain data of solidified muddy soil under different curing ages. From the table, the maximum values can be obtained in the range of two times the average value plus the standard deviation, it shows that the test results are less discrete. Figure 5 shows the dynamic characteristics of solidified muddy soil under different curing age conditions. It can be seen from Figure 5A that with the increase of the dynamic load amplitude, the final axial strain of the solidified muddy soil also increases. More importantly, the final axial strain increases at different ages. When the final axial strain at 7 days is the largest, followed by 90 days, and the smallest at 28 days. Due to the hydration reaction between cement, curing agent, and muddy soil is slow, the reaction is insufficient when the curing age is 7 days. Consequently, the main effect of the early strength improvement is the physical filling effect. As the curing age reaches 28 days, the hydration reaction between cement, curing agent, and muddy soil is sufficient, which results those colloidal crystals fill and connect the molecular gaps between the soil well, improving the compactness of the muddy soil. Therefore, the strength of the solidified muddy soil continues to increase. Whereas, when the curing age reaches 90days, the rigidity of the solidified muddy soil begins to decrease, indicating that the curing effect of the curing agent is not indefinite. At last, the increase in age makes the curing agent possible to fail.

TABLE 5

TABLE 5. Final axial strain of solidified muddy soil at different curing ages.

FIGURE 5

FIGURE 5. Dynamic characteristics of solidified muddy soil at different curing ages (A) The curve between dynamic load amplitude and final axial strain (B) The curve between dynamic strain and dynamic elastic modulus.

Table 6 shows the data analysis table of dynamic strain and dynamic modulus of elasticity of solidified muddy soil under different curing ages. From the table, the maximum relative error is 16.81% (curing ages 90 days), which shows that the experimental results are less discrete, the relative error and dispersion increase with the increase of age, indicating that the curing state becomes dispersed when the age reaches 90 days. According to Figure 5B, it can be inferred that when the curing age is 28 days, the initial dynamic elastic modulus of solidified muddy soil is larger than that of 7 days and 90 days. In cast that the curing age is 7 days, the hydration reaction between cement, curing agent, and muddy soil is insufficient. Further, the early stiffness improvement is mainly due to physical diffusion, the degree of improvement is therefore not obvious. When the curing age is 90 days, the dynamic elastic modulus of solidified silty soil tends to decrease over time. That is to say, the effect of the curing agent is weakened. Comparing the three curing ages, in case of dynamic elastic modulus of high solidified silty soil corresponding to 28 days, and the dynamic strain is the lowest, indicating that curing age of 28 days solidified muddy soil has the best hydration reaction effect. The gelling material greatly improves the cohesion between molecules, thereby effectively inhibiting the deformation of the silt soil particles.

TABLE 6

TABLE 6. Dynamic elasticity modulus E_d of solidified muddy soil at different curing ages.

Kang et al. (2017) showed that the dynamic constitutive relationship of soil under cyclic loading conforms to the following hyperbolic relationship through a large number of experimental studies, where:

${\mathit{\delta }}_{\mathit{d}}=\frac{{\mathit{\epsilon }}_{\mathit{d}}}{\mathit{a}+\mathit{b}{\mathit{\epsilon }}_{\mathit{d}}}(2)$

In formula (2), where δ_d is the dynamic stress, ε_d is the elastic dynamic strain, and a and b are the soil parameters. On basis of formula (2), 1/E_d = a+bε_d can be obtained, that is, the reciprocal of dynamic elastic modulus has a linear relationship with the magnitude of dynamic strain. Therefore, we accordingly draw the correlation curve of 1/E_d∼ε_d, as shown in Figure 6.

FIGURE 6

FIGURE 6. Relationship curve of 1/E_d∼ε_d of solidified muddy soil at different curing ages.

It can be concluded from Figure 6 that the test points fit with the straight line well. However, it should be noted that the dispersion is very small, indicating that the curves are basically linear for solidified muddy soils of different ages under the same test conditions. The larger the slope, the faster the dynamic strain increases, and the faster the reciprocal of the dynamic elastic modulus increases, that is, the faster the dynamic elastic modulus decreases. The hyperbolic model can well reflect the relationship between the strain of solidified silt and the dynamic elastic modulus. From Figure 6, the curve slope of 28 days solidified muddy soil is smaller than that of 7 days and 90 days solidified muddy soil, its dynamic elastic modulus is therefore larger than that of the other two groups of solidified muddy soil, indicating that 28 days is the curing age with the best curing agent effect.

Indoor Scanning Electron Microscope Microscopic Test

Test Principle and Scheme

In the experiment, through sampling the samples after the moving strain test and scanning electron microscopy test, the paper studies the quantitative structural characteristics of the solidified muddy soil by selecting typical sample maps aiming to reveal the microstructure characteristics of the solidified muddy soil. With the purposed of avoiding disturbing the structure of solidified muddy soil, we collected the powder samples with a surface thickness of about 3 mm with a soil cutter and placed in a sealed sample box. Furthermore, to eliminate the interference of moisture and the vacuum degree of the SEM vacuum system on the test results, it is necessary to dry the samples, so the samples were dried in an 80°C oven, and then transported back to the laboratory for SEM test observation. More specific experimental steps are as follows:

1) Take a powder sample with a thickness of about 3 mm on the surface of the test block after the dynamic triaxial test.

2) Put the powdered sample in the plastic box, label it and put it in the drying box for drying.

3) Sprinkle the powdered sample evenly on the sample stage, and use a scanning electron microscope (SEM) to scan and image the surface of the sample point by point.

Legend of the Sample Observed in the Test

Figures 7, 8 present examples of samples under different mixing ratios. It is shown from Figure 7 with the increase of content of curing agent, curing muddy soil skeleton structure of microscopic particles form starts from single chip sorting clutter to sort stereospecificity obvious granular, which shows that with the increase of content of curing agent, cement, curing agent. The hydration reaction between soil particles can effectively adhere to the soil particle. It acts as a connecting “bridge” to fill in the particle gap, thus improving the structural properties of the solidified silty soil itself.

FIGURE 7

FIGURE 7. SEM images of solidified muddy soil with different curing agent contents (A) Curing agent content (1:40) (B) Curing agent content (1:30) (C) Curing agent content (1:20).

FIGURE 8

FIGURE 8. SEM images of solidified muddy soil with different cement contents (A) Cement content (1:30) (B) Cement content (1:25) (C) Cement content (1:20).

It is clear from Figure 8, following the increase of cement content, the contact area of the solidified mud soil microscopic particles started from dot and gradually become section. It is noted that the contact area increases. This is because the cement content increase cement, curing agent, hydration gel between the soil particles will flake silt particle conglomerate, particle clearance gradually be populated, internal close-grained, to form a whole structure. On the macroscopic level, the strength and stiffness of solidified silty soil are enhanced.

By comparing Figure 7 and Figure 8, it can be concluded that the influence of content of curing agent on solidified silty soil is greater than that of changing the content of cement. This is because the content of curing agent plays a leading role in the hydration reaction between cement, curing agent and soil particles. On another hand, the increasing curing agent content can effectively promote the growth of hydration gel products.

Figure 9 is an example of samples under different curing age conditions. It is found out that the curing age is 7 days. Consequently, the microstructure of solidified muddy soil presents a large number of flaky particles piled up. The surface of the soil particles is very rough, coupling with a lot of gaps in the internal structure. However, as the curing age reaches 28 days, a large amount of hydration gel material condenses the flaky particles. Especially, the hydration products penetrate into the interstices of the internal structure of the soil, bonding the soil particles together and making the surface relatively flat and smooth. While the curing age reaches 90 days, it will result in mutual slippage between the polymers. In this case, a small amount of rough monolithic particles appears, indicating that the curing effect decreases with the curing age reaching 90 days.

FIGURE 9

FIGURE 9. SEM images of solidified muddy soil at different curing ages (A) 7 days (B) 28 days (C) 90 days

Dynamic triaxial test and SEM microscopic tests were combined to analyze the relationship of the solidified muddy and the mechanic property. From section 4 and section 5, we will find that there exists proportional relationship between micro-structure and mechanical property. On the one hand, the solidified muddy will change the structure by filling the particle gap, thus raising the compactness degree of soil. On the other hand, the cementation of the solidified muddy can effectively adhere the soil particles, thus raising the cohesive force of soil. The compactness degree and the cohesive force affect proportionally the dynamic elastic modulus and dynamic strain of the soil.

Conclusion

Through indoor dynamic triaxial test and SEM microscopic test on solidified muddy soil, the paper analyzes the influence of changing mix ratio and curing age on solidification effect according to the test results of dynamic characteristics of solidified muddy soil with different mix ratio and curing age. The corresponding conclusions are drawn as following:

1) Under the conditions of different mix ratios, with the increase in the mixing amount of cement and curing agent, the curing effect of the curing agent is more obvious. Particularly, the curing agent content dominates in the hydration reaction between cement, curing agent and soil particles. The mixing of cement and curing agent significantly improves the dynamic strength and dynamic elastic modulus of the powdery silty soil, and can effectively improve the dynamic characteristics of the powdery silty soil.

2) With the increase of the loading series, the corresponding dynamic strain increases. Whereas, the dynamic elastic modulus shows a downward trend. Particularly, the dynamic cohesion inside the structure increases, the soil gradually becomes compact, and its stiffness increases.

3) The theoretical curve predicted by adopting the hyperbolic model can fit with the relationship between dynamic stress and dynamic strain of solidified silty soil well.

4) The results show that the best mix ratio can be obtained when the ratio of cement mass to dry sludge mass is 1:20, additionally the ratio of diluent volume to dry sludge mass is 1:20. There is no adhesion between the particles in the silt soil sample, with only friction between the particles and the inlaid bite. After mixing cement and curing agent, part of the hydration products are wrapped on the surface of the soil particles in flocculent or fibrous form. Moreover, some hydration products fill the pores between the soil particles. However, with the increase of age, the hydration products stretch to the soil particles. Interstitials or pores between sand particles extend and overlap and begin to agglomerate. When its age reaches 28 days, the agglomeration is enhanced. Therefore, a grid-like spatial skeleton structure is gradually formed, which binds the soil particles into one body and strengthens the soil particles. The connection between the two has realized the improvement of the mechanical properties of the silt soil.

5) The solidifying agent strengthens the silt as the base layer or subbase layer of the road pavement. Additionally, its strength increases faster and more stable in the early stage, with a higher resistance to deformation. In coastal areas where silt soil is widely distributed, it is practical to use curing agent to reinforce the silt soil as the base or subbase of high-speed railway station buildings and railways. The research can solve the resource shortage problems such as insufficient fillers and stones. More importantly, the in-situ solidification can effectively reduce the damage to the natural environment, and achieve energy saving and reduction by recycling resources.

6) The paper basically focuses on the investigation of agitated silt soil to obtain regular conclusions. But the silt sample undergoes drying, crushing and other pretreatment operations, which may change some properties and cause a certain difference in the effect of silt in-situ solidification. It’s necessary to be further studied regarding on the effect mechanism of curing agent on different silt soils and whether the effect is the same. The research on the mechanical properties of silt is limited to dynamic characteristics. While, it needs to be further studied on the changing laws of certain static mechanical indexes such as unconfined compressive strength, partial shear strength, compressibility, stability, etc. The future research is generally divided into two steps: 1) To further deepen the research on curing effect durability, 2) To further carry out research on on-site quality control approach combined with engineering practice so as to provide a more comprehensive theoretical basis for high-quality construction of actual projects.

Data Availability Statement

The raw data supporting the conclusions of this article will be made available by the authors, without undue reservation.

Author Contributions

ZC: Data curation, Formal analysis, Investigation,Methodology, Software,Visualization, Writing.—review and editing. HX: Formal analysis, Validation,Writing-review and editing. MC Formal analysis, Investigation,Methodology,Writing-original draft. HL: Data curation, Funding acquisition. ZW: Project administration. PF: Validation.

Funding

The work described in this paper was financially supported by the National Natural Science Foundation of China (Grant No. 51908146), Characteristic innovation projects of colleges and universities in Guangdong Province (2019KTSCX190) the Foshan self-funded science and technology plan project (Grant No. 1920001001539).

Conflict of Interest

Author ZW, is employed by China Railway Guangzhou Group Co., Ltd. Author PF is employed by China Railway Siyuan Survey and Design Group Co, Ltd.

The remaining authors declare that the research was conducted in the absence of any commercial or financial relationships that could be construed as a potential conflict of interest.

Publisher’s Note

All claims expressed in this article are solely those of the authors and do not necessarily represent those of their affiliated organizations, or those of the publisher, the editors and the reviewers. Any product that may be evaluated in this article, or claim that may be made by its manufacturer, is not guaranteed or endorsed by the publisher.

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