Evaluating the Effect of Nano-SiO2 on Different Types of Soils: A Multi-Scale Study

A rapid growth in the population leads to a large increase in engineering construction. This means there is an inevitability in regard to building on problematic soils. Soil reinforcement becomes an important subject due to the fact that it is a concern for engineers and scientists. With the development of nanotechnology, more and more nanomaterials are being introduced within the practice of soil reinforcement engineering. In this study, the reinforcing effect of novel nanomaterial nano-silica (SiO2) applied to different kinds of soils was systematically studied. The nano-SiO2-reinforced soil possessed lower final water evaporation loss, and evaporation rates. The nano-SiO2 increased the shear strength of clayey soil and sandy soil under both cured and uncured conditions, but the reinforcing effect on clayey soil was more obvious. The addition of nano-SiO2 promotes the friction angle and cohesion of clayey soil; further, it also increases the cohesion of sandy soil. The unconfined compressive strength of clayey soil was enhanced by nano-SiO2, meanwhile, the nano-SiO2-reinforced soil possessed greater brittleness. The microstructure of nano-SiO2-reinforced soil is shown via SEM analysis, and the results of X-ray diffraction (XRD) tests show that there are no new mineral components generated during the reinforcing process. It was also found that nano-SiO2 possessed little influence on the soil pH value. Adding nano-SiO2 will not damage the original chemical environment of the soil. The microstructure of nano-SiO2-reinforced soil was observed to prove the results above. In general, nano-SiO2 is an excellent soil additive that can improve the mechanical properties of both clayey soil and sandy soil effectively. This research provides more ideas and directions for the purposes of selecting soil reinforcement materials.


Introduction
The population of the world continues to grow rapidly in the 21st century which, in turn, has led to higher demands in building infrastructure construction. With the expansion of human construction projects, it is inevitable for engineers and architects to encounter certain "problematic soils" which cannot fulfill engineering requirements. The unreinforced "problematic soils" may lead to a series of safety and reliability problems, including ground collapse, ground settlement, and foundation instability. All of these potential problems can threaten the safety of human life, and property [1][2][3]. In order to improve soil geotechnical properties, a series of physical and chemical means were applied in order to improve shear strength, bearing strength, and to reduce settlement and deformation. The exploration of soil reinforcement can be traced back to efforts that were conducted thousands of years ago. The Mesopotamians and the Romans mixed weak soils with limestone or calcium in order to improve the carrying capacity of roads. Further, the Chinese used tree branches to enhance the tensile properties of the soil during the construction of the Great Wall [4]. When cement was invented in 1824, it eventually became (and still is) the most widely used soil improvement material. Further, when cement is used in soil reinforcement, the bearing capacity, shear strength, and unconfined compression strength of soil can be improved Natural soils are insufficient in most engineering applications, as they show properties of low capacity and strength. As the representatives of cohesive and non-cohesive soils, clayey soil and sandy soil are used in this study, respectively. The grain size distribution curves of these two soils are listed in Figure 1. The geotechnical properties of soil are tested according to ASTM D698 (2021) [28], the details of which are listed in Table 1. study the effect on soil evaporation properties. Direct shear tests and unconfined compressive tests were carried out to test the effect of nano-SiO2 on soil mechanical properties. SEM and X-ray diffraction analyses were conducted in order to observe the microstructure of nano-SiO2-reinforced soil. The pH value change during the soil curing process was also tested.

Material
Natural soils are insufficient in most engineering applications, as they show properties of low capacity and strength. As the representatives of cohesive and non-cohesive soils, clayey soil and sandy soil are used in this study, respectively. The grain size distribution curves of these two soils are listed in Figure 1. The geotechnical properties of soil are tested according to ASTM D698 (2021) [28], the details of which are listed in Table 1.  The nano-SiO2 used in this study, which is a nano-scale silica powder with a white color [29], was produced by Evonic Industries AG. Due to its small particle size, the nano-SiO2 has features which include a large specific surface area, strong surface adsorption, high surface energy, and good dispersion performance. Certain basic properties of the nano-SiO2 parameters are shown in Table 2. The pictures of clayey soil, sandy soil, nano-SiO2 are shown in Figure 2. Table 2. Physical properties of nano-SiO2 [24,30].

Property
Result Type Silicon oxide (SiO2) Purity (%) 99 APS (nm) 10-50 Bulk density (g/cm 3 ) 0.10  The nano-SiO 2 used in this study, which is a nano-scale silica powder with a white color [29], was produced by Evonic Industries AG. Due to its small particle size, the nano-SiO 2 has features which include a large specific surface area, strong surface adsorption, high surface energy, and good dispersion performance. Certain basic properties of the nano-SiO 2 parameters are shown in Table 2. The pictures of clayey soil, sandy soil, nano-SiO 2 are shown in Figure 2. Table 2. Physical properties of nano-SiO 2 [24,30].

Sample Preparation
In order to explore the impact of nano-SiO2 content on soil properties, four varying amounts of nano-SiO2 content (i.e., 0, 0.5%, 1%, and 2%, calculated via the weight of the dry soil) were, respectively, added to the soil. The maximum additional amount was set as 2%, due to the fact that previous studies have indicated that the optimal addition of nano-SiO2 content is often no more than 2% [17,27]. The selected soil was first dried in a 40 °C oven, and then crushed and passed through a 2 mm sieve. It must be noted that the distribution of the small size nanoparticles in the soil may not have been powdered or uniform. In order to make samples homogeneously, the sample preparation procedure follows the steps below [31]. The nano-SiO2 was first added to the distilled water (22% for the clayey soil and 11% for the sandy soil, calculated via the weight of the dry soil) and stirred for 30 min by a magnetic stirrer. Then, the homogeneous solution was mixed with the treated soil. After proper mixing, the mixture was preserved in a chamber for 24 h for the purposes of the uniform distribution of nanoparticles and water in the soil. The mixture was placed into cylindrical steel molds with specific dimensions. The samples were statically compacted to 90% of the maximum density of the natural soil. The samples for the constant temperature evaporation test and direct shear test had a diameter of 62.8 mm, and a height of 20 mm. Additionally, the samples for the unconfined compression test had a diameter of 40 mm, and a height of 80 mm. Due to the fact that the curing condition possessed a great influence on the strength properties of the sample [32], the reinforced effect of nano-SiO2 on samples under both cured and uncured conditions was tested in this study. Certain prepared specimens were tested after being prepared, which represented the samples under the uncured conditions. Certain other specimens were placed in a ventilated curing room and maintained for 28 days at a temperature of 25 ± 2 °C, which can be regarded as the samples under the cured conditions.

Testing Methods
The constant temperature evaporation test was conducted in order to study the water evaporation qualities of the nano-SiO2-reinforced soil. The test was conducted in a specially made thermostatic box (Figure 3) in the laboratory, which can maintain the constant evaporation of the specimen at the preset temperature. The thermostatic box mainly consists of a heating unit, a temperature regulator, and a weight collection system. The specimen was put into the thermostatic box at a constant temperature of 50 °C, and the loss of weight was collected at every minute automatically. Data were recorded until they reached a steady value. Furthermore, the loss of weight was equal to the amount of water evaporation. Direct shear tests and unconfined compressive tests (UCS) were conducted in order to test the mechanical properties of nano-SiO2-reinforced soil, under the guidance of ASTM D3080/D3080M-2011 [33] and ASTM D4219-22 [34]. The direct shear tests were conducted at 100, 200, and 400 kPa vertical stress with a shearing rate of 0.8 mm/min,

Sample Preparation
In order to explore the impact of nano-SiO 2 content on soil properties, four varying amounts of nano-SiO 2 content (i.e., 0, 0.5%, 1%, and 2%, calculated via the weight of the dry soil) were, respectively, added to the soil. The maximum additional amount was set as 2%, due to the fact that previous studies have indicated that the optimal addition of nano-SiO 2 content is often no more than 2% [17,27]. The selected soil was first dried in a 40 • C oven, and then crushed and passed through a 2 mm sieve. It must be noted that the distribution of the small size nanoparticles in the soil may not have been powdered or uniform. In order to make samples homogeneously, the sample preparation procedure follows the steps below [31]. The nano-SiO 2 was first added to the distilled water (22% for the clayey soil and 11% for the sandy soil, calculated via the weight of the dry soil) and stirred for 30 min by a magnetic stirrer. Then, the homogeneous solution was mixed with the treated soil. After proper mixing, the mixture was preserved in a chamber for 24 h for the purposes of the uniform distribution of nanoparticles and water in the soil. The mixture was placed into cylindrical steel molds with specific dimensions. The samples were statically compacted to 90% of the maximum density of the natural soil. The samples for the constant temperature evaporation test and direct shear test had a diameter of 62.8 mm, and a height of 20 mm. Additionally, the samples for the unconfined compression test had a diameter of 40 mm, and a height of 80 mm. Due to the fact that the curing condition possessed a great influence on the strength properties of the sample [32], the reinforced effect of nano-SiO 2 on samples under both cured and uncured conditions was tested in this study. Certain prepared specimens were tested after being prepared, which represented the samples under the uncured conditions. Certain other specimens were placed in a ventilated curing room and maintained for 28 days at a temperature of 25 ± 2 • C, which can be regarded as the samples under the cured conditions.

Testing Methods
The constant temperature evaporation test was conducted in order to study the water evaporation qualities of the nano-SiO 2 -reinforced soil. The test was conducted in a specially made thermostatic box ( Figure 3) in the laboratory, which can maintain the constant evaporation of the specimen at the preset temperature. The thermostatic box mainly consists of a heating unit, a temperature regulator, and a weight collection system. The specimen was put into the thermostatic box at a constant temperature of 50 • C, and the loss of weight was collected at every minute automatically. Data were recorded until they reached a steady value. Furthermore, the loss of weight was equal to the amount of water evaporation. Direct shear tests and unconfined compressive tests (UCS) were conducted in order to test the mechanical properties of nano-SiO 2 -reinforced soil, under the guidance of ASTM D3080/D3080M-2011 [33] and ASTM D4219-22 [34]. The direct shear tests were conducted at 100, 200, and 400 kPa vertical stress with a shearing rate of 0.8 mm/min, while the unconfined compressive tests are conducted at 2 mm/min. All tests were conducted in triplicate, and the final test results were set as the average of the three valid results. The SEM was conducted in order to investigate the microstructural nature of the nano-SiO 2 -reinforced soil. The samples were cut into sizes of 10 mm × 10 mm × 10 mm and then dried in a 40 • C oven. The dried samples were gold-coated with the arc discharge method, and then tested at accelerating voltages of 20 kV via scanning electron microscope. The X-ray diffraction test was performed in order to explore the change in mineral composition in the nano-SiO 2 -reinforced soil. In regard to the quantitative analysis of the mineral composition, the "K-value" method described in SY/T 5163-2010 [35] was adopted. The Bruker D8 advance was used as the test instrument, and the scanning angle was settled at a range from 5 • to 90 • with a scanning speed of 10 • /min. The soil pH test procedure followed ASTM D4972-19 [36]. Moreover, the test was performed by an AI1201 PH60-E Premium digital pH meter with a glass electrode, and a reference electrode. ducted in triplicate, and the final test results were set as the average of the three valid results. The SEM was conducted in order to investigate the microstructural nature of the nano-SiO2-reinforced soil. The samples were cut into sizes of 10 mm × 10 mm × 10 mm and then dried in a 40 °C oven. The dried samples were gold-coated with the arc discharge method, and then tested at accelerating voltages of 20 kV via scanning electron microscope. The X-ray diffraction test was performed in order to explore the change in mineral composition in the nano-SiO2-reinforced soil. In regard to the quantitative analysis of the mineral composition, the "K-value" method described in SY/T 5163-2010 [35] was adopted. The Bruker D8 advance was used as the test instrument, and the scanning angle was settled at a range from 5° to 90° with a scanning speed of 10°/min. The soil pH test procedure followed ASTM D4972-19 [36]. Moreover, the test was performed by an AI1201 PH60-E Premium digital pH meter with a glass electrode, and a reference electrode.
To better ensure the true validity of the test results, each group of the above tests was repeated three times. Only when the parallel test results possessed an error under 5% would the data be considered valid, and only then would the final test results be determined as the average of the three valid results.

Constant Temperature Evaporation Test
In arid districts with less rainfall, the rapid evaporation of water may affect the growth of crops. Throughout the history of human development, research on reducing water evaporation loss has been ongoing for this reason [37,38]. Figure 4a shows the cumulative water loss curves of clayey soil. As can be seen, it first increases, and then gradually levels off. Within the same evaporation time, the cumulative water loss of nano-SiO2reinforced clayey soil is smaller than that found in plain soil. Meanwhile, nano-SiO2-reinforced clayey soil shows smaller final water evaporation loss than plain soil. The higher proportion, which the nano-SiO2 in soil accounts for, the smaller the final water evaporation loss becomes. Figure 4b shows the evaporation rate of nano-SiO2-reinforced clayey soil. It can be seen that there are two stages during the evaporation process of soil [39]. The first stage is called the constant-rate stage. In this stage, the evaporation rate remains at a high value. In the second stage, which is called the falling-rate stage, the evaporation rate gradually decreases to zero. In the constant-rate stage, the evaporation rates of nano-SiO2-reinforced clayey soil are smaller than the unreinforced one. Additionally, it is inversely proportional to the nano-SiO2 content, i.e., the higher the nano-SiO2 content that is added, the smaller the evaporation rate becomes. To better ensure the true validity of the test results, each group of the above tests was repeated three times. Only when the parallel test results possessed an error under 5% would the data be considered valid, and only then would the final test results be determined as the average of the three valid results.

Constant Temperature Evaporation Test
In arid districts with less rainfall, the rapid evaporation of water may affect the growth of crops. Throughout the history of human development, research on reducing water evaporation loss has been ongoing for this reason [37,38]. Figure 4a shows the cumulative water loss curves of clayey soil. As can be seen, it first increases, and then gradually levels off. Within the same evaporation time, the cumulative water loss of nano-SiO 2 -reinforced clayey soil is smaller than that found in plain soil. Meanwhile, nano-SiO 2 -reinforced clayey soil shows smaller final water evaporation loss than plain soil. The higher proportion, which the nano-SiO 2 in soil accounts for, the smaller the final water evaporation loss becomes. Figure 4b shows the evaporation rate of nano-SiO 2 -reinforced clayey soil. It can be seen that there are two stages during the evaporation process of soil [39]. The first stage is called the constant-rate stage. In this stage, the evaporation rate remains at a high value. In the second stage, which is called the falling-rate stage, the evaporation rate gradually decreases to zero. In the constant-rate stage, the evaporation rates of nano-SiO 2 -reinforced clayey soil are smaller than the unreinforced one. Additionally, it is inversely proportional to the nano-SiO 2 content, i.e., the higher the nano-SiO 2 content that is added, the smaller the evaporation rate becomes. The cumulative water evaporation loss and evaporation rate curves of sandy soil are shown in Figure 5. From this, it can be seen that they have similar behavior when compared with the clayey soil. The nano-SiO2-reinforced sandy soil has a smaller final water evaporation loss, and lower evaporation rates than the plain sandy soil. When compared with clayey soil, sandy soil requires less time to reach its final water evaporation loss. Due to the loose structure and larger porosity of sandy soil, water evaporation in sandy soil is easier and faster than in clayey soil. The initial water content of sandy soil is lower, which causes a smaller evaporation rate. As the evaporation rate is related to porosity and moisture content, the sandy soil has similar evaporation rates to the clayey soil at the constantrate stage [40]. Due to its small particle size, nano-SiO2 has a great specific surface area [30]. Furthermore, the soil reinforced by nano-SiO2 will have a larger specific surface area. This means there are more water molecules surrounding the soil particles in the nano-SiO2-reinforced soil; thus, the amount of stored pore water is promoted. As a result, the final water evaporation loss and evaporation rates of nano-SiO2 -reinforced soil are decreased [41].

Direct Shear Test
The direct shear test results of nano-SiO2-reinforced clayey soil are shown in Figure  6. When samples are under uncured conditions (Figure 6a), adding nano-SiO2 can significantly improve the shear strength. In addition, the reinforcing effect becomes stronger with the increase in nano-SiO2 content. It increases from 70.72, 115.36, and 177.92 kPa to 158.08, 195.56, and 294 kPa, respectively, as the nano-SiO2 content increases from 0 to 2% (at the vertical stresses of 100, 200, and 400 kPa). In regard to the samples under cured  The cumulative water evaporation loss and evaporation rate curves of sandy soil are shown in Figure 5. From this, it can be seen that they have similar behavior when compared with the clayey soil. The nano-SiO 2 -reinforced sandy soil has a smaller final water evaporation loss, and lower evaporation rates than the plain sandy soil. When compared with clayey soil, sandy soil requires less time to reach its final water evaporation loss. Due to the loose structure and larger porosity of sandy soil, water evaporation in sandy soil is easier and faster than in clayey soil. The initial water content of sandy soil is lower, which causes a smaller evaporation rate. As the evaporation rate is related to porosity and moisture content, the sandy soil has similar evaporation rates to the clayey soil at the constant-rate stage [40].  The cumulative water evaporation loss and evaporation rate curves of sandy soil are shown in Figure 5. From this, it can be seen that they have similar behavior when compared with the clayey soil. The nano-SiO2-reinforced sandy soil has a smaller final water evaporation loss, and lower evaporation rates than the plain sandy soil. When compared with clayey soil, sandy soil requires less time to reach its final water evaporation loss. Due to the loose structure and larger porosity of sandy soil, water evaporation in sandy soil is easier and faster than in clayey soil. The initial water content of sandy soil is lower, which causes a smaller evaporation rate. As the evaporation rate is related to porosity and moisture content, the sandy soil has similar evaporation rates to the clayey soil at the constantrate stage [40]. Due to its small particle size, nano-SiO2 has a great specific surface area [30]. Furthermore, the soil reinforced by nano-SiO2 will have a larger specific surface area. This means there are more water molecules surrounding the soil particles in the nano-SiO2-reinforced soil; thus, the amount of stored pore water is promoted. As a result, the final water evaporation loss and evaporation rates of nano-SiO2 -reinforced soil are decreased [41].

Direct Shear Test
The direct shear test results of nano-SiO2-reinforced clayey soil are shown in Figure  6. When samples are under uncured conditions (Figure 6a), adding nano-SiO2 can significantly improve the shear strength. In addition, the reinforcing effect becomes stronger with the increase in nano-SiO2 content. It increases from 70.72, 115.36, and 177.92 kPa to 158.08, 195.56, and 294 kPa, respectively, as the nano-SiO2 content increases from 0 to 2% (at the vertical stresses of 100, 200, and 400 kPa). In regard to the samples under cured  Due to its small particle size, nano-SiO 2 has a great specific surface area [30]. Furthermore, the soil reinforced by nano-SiO 2 will have a larger specific surface area. This means there are more water molecules surrounding the soil particles in the nano-SiO 2 -reinforced soil; thus, the amount of stored pore water is promoted. As a result, the final water evaporation loss and evaporation rates of nano-SiO 2 -reinforced soil are decreased [41].

Direct Shear Test
The direct shear test results of nano-SiO 2 -reinforced clayey soil are shown in Figure 6  The direct shear test results of nano-SiO2-reinforced sandy soil are shown in Figure  7. Moreover, the addition of nano-SiO2 has a positive effect on the shear strength of sandy soil. Further, the effect is enhanced with the increase in nano-SiO2 content. When the nano-SiO2 content increases from 0 to 2, the shear strength of uncured sandy samples increases from 50.3, 107.0, and 206.6 kPa to 64.5, 133.0, and 240.2 kPa, respectively. Additionally, it increases from 70.4, 128.0, and 233.4 kPa to 87.7, 145.6, and 263.9 kPa for cured sandy samples (at the vertical stresses of 100, 200, and 400 kPa), respectively. As such, when compared with clayey soil, the reinforcing effect on sandy soil is more limited. The shear strength parameters of nano-SiO2-reinforced clayey soil were calculated, and are shown in Figure 8. In regard to the samples under the uncured conditions ( Figure  8a), with the addition of a small amount of nano-SiO2 (0.5%), the friction angle of clayey soil is promoted, while there is little change in soil cohesion. With the increase in SiO2 content, the cohesion of clayey soil increases. When samples are under cured conditions (Figure 8b), the soil cohesion increases continuously alongside increases in nano-SiO2 content. However, there is little influence on the friction angle for the addition of nano-SiO2.   The shear strength parameters of nano-SiO2-reinforced clayey soil were calculated, and are shown in Figure 8. In regard to the samples under the uncured conditions ( Figure  8a), with the addition of a small amount of nano-SiO2 (0.5%), the friction angle of clayey soil is promoted, while there is little change in soil cohesion. With the increase in SiO2 content, the cohesion of clayey soil increases. When samples are under cured conditions (Figure 8b), the soil cohesion increases continuously alongside increases in nano-SiO2 content. However, there is little influence on the friction angle for the addition of nano-SiO2.  The shear strength parameters of nano-SiO 2 -reinforced clayey soil were calculated, and are shown in Figure 8. In regard to the samples under the uncured conditions (Figure 8a), with the addition of a small amount of nano-SiO 2 (0.5%), the friction angle of clayey soil is promoted, while there is little change in soil cohesion. With the increase in SiO 2 content, the cohesion of clayey soil increases. When samples are under cured conditions (Figure 8b), the soil cohesion increases continuously alongside increases in nano-SiO 2 content. However, there is little influence on the friction angle for the addition of nano-SiO 2 . As for the shear strength parameters of nano-SiO 2 -reinforced sandy soil (Figure 9), the cohesion of the sandy soil is promoted by the addition of nano-SiO 2 , while the friction angle fluctuates in a small range. However, the addition of nano-SiO 2 had little effect on the friction angle of the sandy soil. As for the shear strength parameters of nano-SiO2-reinforced sandy soil (Figure 9), the cohesion of the sandy soil is promoted by the addition of nano-SiO2, while the friction angle fluctuates in a small range. However, the addition of nano-SiO2 had little effect on the friction angle of the sandy soil.  The particle size of nano-SiO2 is much smaller than clayey soil and sandy soil. As such, the nanoparticles can easily disperse in the soil and fill the pores between the soil particles, which, as a result, means that the density of the soil matrix improves, and the effective contact area between soil particles rises [42]. This causes an increase in soil shear strength, and is called the "filler effect" of nano-SiO2 [43,44]. At the same time, nano-SiO2 can form a colloid in water suspension. When mixed with water in the soil, the nano-SiO2 can form a viscous gel to enhance the cementation between soil particles, therefore improving the shear strength [41]. The soil structure becomes compact under the cementing action and flocculation effect of nano-SiO2 [45]. As the representative cohesive soil, the cohesion of clayey soil is quite impressive. A small content of nano-SiO2 (0.5%) cannot generate enough gel to promote soil cohesion significantly. With the increase in nano-SiO2 content, the amount of viscous material formed by nano-SiO2 increases. This causes the increase in bonding strength between the soil particles, thus promoting soil cohesion. Due to the loose structure and large particle size of sandy soil, the filling effect is limited at the low addition content level of nano-SiO2. Therefore, the reinforcing effect of nano-SiO2 on clayey soil is better than on sandy soil

Unconfined Compression Test
The unconfined compression test results are presented in Figure 10. The nano-SiO2reinforced clayey soil possessed a higher unconfined compressive strength than plain soil,  As for the shear strength parameters of nano-SiO2-reinforced sandy soil (Figure 9), the cohesion of the sandy soil is promoted by the addition of nano-SiO2, while the friction angle fluctuates in a small range. However, the addition of nano-SiO2 had little effect on the friction angle of the sandy soil.  The particle size of nano-SiO2 is much smaller than clayey soil and sandy soil. As such, the nanoparticles can easily disperse in the soil and fill the pores between the soil particles, which, as a result, means that the density of the soil matrix improves, and the effective contact area between soil particles rises [42]. This causes an increase in soil shear strength, and is called the "filler effect" of nano-SiO2 [43,44]. At the same time, nano-SiO2 can form a colloid in water suspension. When mixed with water in the soil, the nano-SiO2 can form a viscous gel to enhance the cementation between soil particles, therefore improving the shear strength [41]. The soil structure becomes compact under the cementing action and flocculation effect of nano-SiO2 [45]. As the representative cohesive soil, the cohesion of clayey soil is quite impressive. A small content of nano-SiO2 (0.5%) cannot generate enough gel to promote soil cohesion significantly. With the increase in nano-SiO2 content, the amount of viscous material formed by nano-SiO2 increases. This causes the increase in bonding strength between the soil particles, thus promoting soil cohesion. Due to the loose structure and large particle size of sandy soil, the filling effect is limited at the low addition content level of nano-SiO2. Therefore, the reinforcing effect of nano-SiO2 on clayey soil is better than on sandy soil

Unconfined Compression Test
The unconfined compression test results are presented in Figure 10. The nano-SiO2reinforced clayey soil possessed a higher unconfined compressive strength than plain soil, The particle size of nano-SiO 2 is much smaller than clayey soil and sandy soil. As such, the nanoparticles can easily disperse in the soil and fill the pores between the soil particles, which, as a result, means that the density of the soil matrix improves, and the effective contact area between soil particles rises [42]. This causes an increase in soil shear strength, and is called the "filler effect" of nano-SiO 2 [43,44]. At the same time, nano-SiO 2 can form a colloid in water suspension. When mixed with water in the soil, the nano-SiO 2 can form a viscous gel to enhance the cementation between soil particles, therefore improving the shear strength [41]. The soil structure becomes compact under the cementing action and flocculation effect of nano-SiO 2 [45]. As the representative cohesive soil, the cohesion of clayey soil is quite impressive. A small content of nano-SiO 2 (0.5%) cannot generate enough gel to promote soil cohesion significantly. With the increase in nano-SiO 2 content, the amount of viscous material formed by nano-SiO 2 increases. This causes the increase in bonding strength between the soil particles, thus promoting soil cohesion. Due to the loose structure and large particle size of sandy soil, the filling effect is limited at the low addition content level of nano-SiO 2 . Therefore, the reinforcing effect of nano-SiO 2 on clayey soil is better than on sandy soil

Unconfined Compression Test
The unconfined compression test results are presented in Figure 10. The nano-SiO 2reinforced clayey soil possessed a higher unconfined compressive strength than plain soil, in both cured and uncured conditions. With the increase in nano-SiO 2 content, the unconfined compressive strength of the samples increases significantly. When comparing the compressive strength of the cured and uncured samples, it was found that it increased rapidly from 200-600 kPa to 1500-3000 kPa. In regard to the nano-SiO 2 -reinforced soil, there is a significant loss of strength after reaching the peak strength; the rate of degradation reduces, and finally reaches residual strength [46]. The brittleness index (I B ) is introduced in order to compare the relationship between the peak strength and residual strength (Formula (1)), which can quantify the ductility of soil [47]. in both cured and uncured conditions. With the increase in nano-SiO2 content, the unconfined compressive strength of the samples increases significantly. When comparing the compressive strength of the cured and uncured samples, it was found that it increased rapidly from 200-600 kPa to 1500-3000 kPa. In regard to the nano-SiO2-reinforced soil, there is a significant loss of strength after reaching the peak strength; the rate of degradation reduces, and finally reaches residual strength [46]. The brittleness index (I ) is introduced in order to compare the relationship between the peak strength and residual strength (Formula 1), which can quantify the ductility of soil [47].
σ : Residual strength; σ : Unconfined compressive strength. In regard to the samples under the uncured conditions, the IB increases from 0 to 0.588 with the increase in nano-SiO2 content. Meanwhile, the failure pattern of nano-SiO2-reinforced clayey soil changed from strain hardening to strain softening [48]. In regard to the samples under the cured conditions, they show greater IB values than the uncured ones, which means an increase in brittleness (Figure 11a). The IB of the cured samples increased as a result of the increase in the nano-SiO2 content. This result is similar to that of Kannan's research [49]. At the same time, as is shown in Figure 11b, the failure strain of nano-SiO2reinforced samples is reduced, as was observed by Kalhor et al. [30]. When nano-SiO2 content increased from 0 to 2%, the failure strain of the uncured samples decreased from 10% to 1.28%. Furthermore, it decreased from 2.51% to 1.56% for the cured samples. When mixing with water, the nano-SiO2 can form a viscous gel that can enhance the cementation between soil particles. The bonding strength between soil particles is promoted as the nano-SiO2 content increases. When samples are damaged by compression, the cementation between soil particles is disrupted, and the soil exhibits brittle failure. In regard to the samples under the uncured conditions, the I B increases from 0 to 0.588 with the increase in nano-SiO 2 content. Meanwhile, the failure pattern of nano-SiO 2reinforced clayey soil changed from strain hardening to strain softening [48]. In regard to the samples under the cured conditions, they show greater I B values than the uncured ones, which means an increase in brittleness (Figure 11a). The I B of the cured samples increased as a result of the increase in the nano-SiO 2 content. This result is similar to that of Kannan's research [49]. At the same time, as is shown in Figure 11b, the failure strain of nano-SiO 2 -reinforced samples is reduced, as was observed by Kalhor et al. [30]. When nano-SiO 2 content increased from 0 to 2%, the failure strain of the uncured samples decreased from 10% to 1.28%. Furthermore, it decreased from 2.51% to 1.56% for the cured samples. When mixing with water, the nano-SiO 2 can form a viscous gel that can enhance the cementation between soil particles. The bonding strength between soil particles is promoted as the nano-SiO 2 content increases. When samples are damaged by compression, the cementation between soil particles is disrupted, and the soil exhibits brittle failure. in both cured and uncured conditions. With the increase in nano-SiO2 content, the unconfined compressive strength of the samples increases significantly. When comparing the compressive strength of the cured and uncured samples, it was found that it increased rapidly from 200-600 kPa to 1500-3000 kPa. In regard to the nano-SiO2-reinforced soil, there is a significant loss of strength after reaching the peak strength; the rate of degradation reduces, and finally reaches residual strength [46]. The brittleness index (I ) is introduced in order to compare the relationship between the peak strength and residual strength (Formula 1), which can quantify the ductility of soil [47].
σ : Residual strength; σ : Unconfined compressive strength. In regard to the samples under the uncured conditions, the IB increases from 0 to 0.588 with the increase in nano-SiO2 content. Meanwhile, the failure pattern of nano-SiO2-reinforced clayey soil changed from strain hardening to strain softening [48]. In regard to the samples under the cured conditions, they show greater IB values than the uncured ones, which means an increase in brittleness (Figure 11a). The IB of the cured samples increased as a result of the increase in the nano-SiO2 content. This result is similar to that of Kannan's research [49]. At the same time, as is shown in Figure 11b, the failure strain of nano-SiO2reinforced samples is reduced, as was observed by Kalhor et al. [30]. When nano-SiO2 content increased from 0 to 2%, the failure strain of the uncured samples decreased from 10% to 1.28%. Furthermore, it decreased from 2.51% to 1.56% for the cured samples. When mixing with water, the nano-SiO2 can form a viscous gel that can enhance the cementation between soil particles. The bonding strength between soil particles is promoted as the nano-SiO2 content increases. When samples are damaged by compression, the cementation between soil particles is disrupted, and the soil exhibits brittle failure.

SEM (XRD) and X-ray Diffraction Analysis
The microstructure of nano-SiO 2 -reinforced soil was demonstrated via a scanning electron microscope, the results of which are shown in Figures 12 and 13. The magnification of the clayey soil image is 2000×, while the magnification of the sandy soil image is 400×. When compared to the unreinforced samples, the nano-SiO 2 -reinforced soils have a more compact structure. The nanoparticles fill the pores between soil particles so as to enhance the interfacial contact area and the particle packing density of the soil [19,50]. Meanwhile, the nano-SiO 2 can form a gel when mixed with water, and during the flocculation and agglomeration process, the cementation between soil particles is enhanced [17]. These two factors influence the frictional properties and cohesion of soil.

SEM (XRD) and X-ray Diffraction Analysis
The microstructure of nano-SiO2-reinforced soil was demonstrated via a scanning electron microscope, the results of which are shown in Figures 12 and 13. The magnification of the clayey soil image is 2000×, while the magnification of the sandy soil image is 400×. When compared to the unreinforced samples, the nano-SiO2-reinforced soils have a more compact structure. The nanoparticles fill the pores between soil particles so as to enhance the interfacial contact area and the particle packing density of the soil [19,50]. Meanwhile, the nano-SiO2 can form a gel when mixed with water, and during the flocculation and agglomeration process, the cementation between soil particles is enhanced [17]. These two factors influence the frictional properties and cohesion of soil.  The powder diffraction patterns of the plain soil and the 2% nano-SiO2-reinforced soil are shown in Figure 14 (these results were gained via the XRD test). There was no obvious difference between the diffraction peak pattern of plain soil, and the nano-SiO2reinforced soil. This meant that during the reinforcing process, no new mineral composition was generated [51]. It must be noted that the main component of nano-SiO2 is silicon dioxide, which is similar to natural soil. Having said this, nano-SiO2 is generally inert and non-toxic. Thus, nano-SiO2 is an environmentally friendly soil reinforcement material.

SEM (XRD) and X-ray Diffraction Analysis
The microstructure of nano-SiO2-reinforced soil was demonstrated via a scanning electron microscope, the results of which are shown in Figures 12 and 13. The magnification of the clayey soil image is 2000×, while the magnification of the sandy soil image is 400×. When compared to the unreinforced samples, the nano-SiO2-reinforced soils have a more compact structure. The nanoparticles fill the pores between soil particles so as to enhance the interfacial contact area and the particle packing density of the soil [19,50]. Meanwhile, the nano-SiO2 can form a gel when mixed with water, and during the flocculation and agglomeration process, the cementation between soil particles is enhanced [17]. These two factors influence the frictional properties and cohesion of soil.  The powder diffraction patterns of the plain soil and the 2% nano-SiO2-reinforced soil are shown in Figure 14 (these results were gained via the XRD test). There was no obvious difference between the diffraction peak pattern of plain soil, and the nano-SiO2reinforced soil. This meant that during the reinforcing process, no new mineral composition was generated [51]. It must be noted that the main component of nano-SiO2 is silicon dioxide, which is similar to natural soil. Having said this, nano-SiO2 is generally inert and non-toxic. Thus, nano-SiO2 is an environmentally friendly soil reinforcement material. The powder diffraction patterns of the plain soil and the 2% nano-SiO 2 -reinforced soil are shown in Figure 14 (these results were gained via the XRD test). There was no obvious difference between the diffraction peak pattern of plain soil, and the nano-SiO 2 -reinforced soil. This meant that during the reinforcing process, no new mineral composition was generated [51]. It must be noted that the main component of nano-SiO 2 is silicon dioxide, which is similar to natural soil. Having said this, nano-SiO 2 is generally inert and non-toxic. Thus, nano-SiO 2 is an environmentally friendly soil reinforcement material.

pH Tests
The pH value of different nano-SiO2-content-reinforced soil is presented in Figure 15. Meanwhile, as the most widely used soil reinforcement material, cement-reinforced soil pH was also tested for comparison [52,53]. The pH values of clayey soil and sandy soil were 7.92 and 9.95, respectively. However, they decreased to 7.48 and 8.74 with the increase in nano-SiO2 content. In regard to the cement-reinforced clayey soil and sandy soil, the pH values increased significantly to 11.62 and 11.84, which are much higher than for the nano-SiO2-reinforced soil. The cement-reinforced soil pH increased profoundly due to the fact that the hydration reaction of cement produces alkaline Ca(OH)2 in soil, which directly increases the soil pH value. When compared to the traditional soil stabilization material cement, the nano-SiO2-reinforced soil shows smaller pH changes in both sandy and clayey soils. As such, utilizing nano-SiO2 for the purpose of soil reinforcement will not damage the original chemical property of the soil.

Limitation and Future Work
There are still some deficiencies in this research which need to be further studied. The soils used are clayey soil and sandy soil, which can be used as typical representatives of cohesive soils, and non-cohesive soils. However, the different mineral composition and formation processes result in the various physical and chemical properties between different soils; thus, the results of this paper may not be suitable for all soils. Further work is still necessary to investigate the reinforcing effect of nano-SiO2 on different kinds of soils, especially for special soils with poor engineering properties, for example, soft soil and

pH Tests
The pH value of different nano-SiO 2 -content-reinforced soil is presented in Figure 15. Meanwhile, as the most widely used soil reinforcement material, cement-reinforced soil pH was also tested for comparison [52,53]. The pH values of clayey soil and sandy soil were 7.92 and 9.95, respectively. However, they decreased to 7.48 and 8.74 with the increase in nano-SiO 2 content. In regard to the cement-reinforced clayey soil and sandy soil, the pH values increased significantly to 11.62 and 11.84, which are much higher than for the nano-SiO 2 -reinforced soil. The cement-reinforced soil pH increased profoundly due to the fact that the hydration reaction of cement produces alkaline Ca(OH) 2 in soil, which directly increases the soil pH value. When compared to the traditional soil stabilization material cement, the nano-SiO 2 -reinforced soil shows smaller pH changes in both sandy and clayey soils. As such, utilizing nano-SiO 2 for the purpose of soil reinforcement will not damage the original chemical property of the soil.

pH Tests
The pH value of different nano-SiO2-content-reinforced soil is presented in Figure 15. Meanwhile, as the most widely used soil reinforcement material, cement-reinforced soil pH was also tested for comparison [52,53]. The pH values of clayey soil and sandy soil were 7.92 and 9.95, respectively. However, they decreased to 7.48 and 8.74 with the increase in nano-SiO2 content. In regard to the cement-reinforced clayey soil and sandy soil, the pH values increased significantly to 11.62 and 11.84, which are much higher than for the nano-SiO2-reinforced soil. The cement-reinforced soil pH increased profoundly due to the fact that the hydration reaction of cement produces alkaline Ca(OH)2 in soil, which directly increases the soil pH value. When compared to the traditional soil stabilization material cement, the nano-SiO2-reinforced soil shows smaller pH changes in both sandy and clayey soils. As such, utilizing nano-SiO2 for the purpose of soil reinforcement will not damage the original chemical property of the soil.

Limitation and Future Work
There are still some deficiencies in this research which need to be further studied. The soils used are clayey soil and sandy soil, which can be used as typical representatives of cohesive soils, and non-cohesive soils. However, the different mineral composition and formation processes result in the various physical and chemical properties between different soils; thus, the results of this paper may not be suitable for all soils. Further work is still necessary to investigate the reinforcing effect of nano-SiO2 on different kinds of soils, especially for special soils with poor engineering properties, for example, soft soil and

Limitation and Future Work
There are still some deficiencies in this research which need to be further studied. The soils used are clayey soil and sandy soil, which can be used as typical representatives of cohesive soils, and non-cohesive soils. However, the different mineral composition and formation processes result in the various physical and chemical properties between different soils; thus, the results of this paper may not be suitable for all soils. Further work is still necessary to investigate the reinforcing effect of nano-SiO 2 on different kinds of soils, especially for special soils with poor engineering properties, for example, soft soil and expansive soil. Future research is needed to explore the engineering applications of using nano-SiO 2 for soil consolidation, rather than just staying in the laboratory investigation stage. Through the study and demonstration of the applicable conditions, construction process, and economic benefits of nano-SiO 2 reinforced soil, we provide a theoretical basis and technical support regarding the engineering applications of nano-SiO 2 .

Conclusions
Due to its excellent properties in regard to soil reinforcement, nano-SiO 2 is considered to be a potential alternative material to cement. As a result, it is being used in more and more soil reinforcement projects. The proper amount of nano-SiO 2 can improve soil properties significantly, but the excessive addition of nano-SiO 2 can also adversely affect the soil strength. When nano-SiO 2 is used in soil reinforcement, the amount added needs to be carefully considered. In this paper, the improvement effect of nano-SiO 2 on the physical and mechanical properties of clayey soil and sandy soil was studied. The following conclusions can be obtained: • Nano-SiO 2 has a great specific surface area, which results in a smaller final water evaporation loss and lower evaporation rate in regard to nano-SiO 2 -reinforced soil, when compared with plain soil. • Nano-SiO 2 can improve the shear strength of clayey and sandy soil under cured and uncured conditions. The enhancing effect increases with the increase in nano-SiO 2 content, and the enhancing effect on clayey soil is better than on sandy soil. • Nano-SiO 2 can fill the pores between soil particles in order to improve the mechanical properties of the matrix. In addition, it can form a gel to enhance the connection between soil particles. By these means, the shear strength of soil is promoted. As sandy soil has larger particles and a looser structure, the reinforcing effect of nano-SiO 2 possesses less influence.

•
The unconfined compressive strength of nano-SiO 2 -reinforced clayey soil increases with the rise of nano-SiO 2 content. Nano-SiO 2 also increases the soil brittleness, which results in a decrease in failure strain.

•
The results of SEM and X-ray diffraction show that nano-SiO 2 enhances soil strength in two ways: one is by improving the interfacial contact area and the particle packing density of soil; the other is by enhancing the cementation between soil particles. There is no new mineral composition generated in nano-SiO 2 -reinforced soil.

•
When compared with traditional cement material, nano-SiO 2 has less influence on the soil pH value.
Author Contributions: J.G. and W.Z. conceived and designed the experiments, X.C. and Y.W. conceived the experiments, D.G. provided insightful comments on an earlier version of this paper. All authors have read and agreed to the published version of the manuscript.