**4. Conclusions**

172 Recent Trends in Processing and Degradation of Aluminium Alloys

coefficient value on time of annealing enabled comparison of stability of mechanical

(a)

(b)

Fig. 23. Relative change of ultimate tensile strength (a) and 0.2% offset yield strength (b) of

Repeatability of the mechanical properties of AlCu4Ni2Mg and AlCu6Ni alloys after longterm annealing was determined on the basis of variation of the static tensile test results (table 5). Five specimens were tested for each temperature and time of annealing. Coefficient

> 100 *z s W*

*x* = × (1)

the AlCu4Ni2Mg and AlCu6Ni alloys as a function of time of annealing at 573K

of variation was calculated using formula:

where: *s* **–** standard deviation, *x* **–** average value

properties of the investigated alloys (fig. 22 and 23).

In the AlCu4Ni2Mg and AlCu6Ni alloys degradation of the microstructure takes place as a result of long-term thermal loading. It consists largely in coarsening and the change of the shape of hardening phase particles (θ'-Al2Cu). The changes are proportional to the annealing time and temperature and lead to significant decrease of the mechanical properties of the alloys. The alloys studied are characterized by different content of Cu – primary element forming hardening phase. Increased Cu content in AlCu6Ni alloy caused only slight improvement of the stability of its strength properties. The AlCu4Ni2Mg alloy containing less Cu but with addition of Mg is characterized by better strength properties than AlCu6Ni alloy in T6 condition and preserves relatively high tensile strength and good ductility after long-term thermal loading. Taking into account criterion of mechanical properties and their stability both alloys studied can be successfully applied for highly stressed elements of aircraft structures operating in the temperature range of 523-573K.


*Article* **Effects of Hydroxypropyl Methylcellulose (HPMC) on the Reinforcement of Sand by Microbial-Induced Calcium Carbonate Precipitation (MICP)**

**Wanyi Zhu 1,2, Mengnan Yuan 1, Fanmin He 3, Yang Zhao 1,\*, Zhiyang Xiao 1, Qian Wang 1, Fanyou Meng 1 and Qiang Tang 4,\***

**Abstract:** Microbial-induced calcium carbonate precipitation (MICP) is a new technology used for reinforcing soils through microbial mineralization. However, the existing MICP treatment technology is more suiTable for deeper soils due to its high permeability. In this study, HPMC, a cohesive material combined with *Sporosarcina pasteurii*-induced calcium carbonate precipitation was used to improve the surface layer of the soil. It was also tested in different contents of bacterial solutions and cementation solutions and with a different number of MICP treatments, and was analyzed and discussed by measuring the surface layer strength, calcium carbonate content generated in the crust, rainfall erosion resistance, wind erosion resistance, and ammonia retention rate of the specimens. The microstructure of the samples was investigated by XRD and SEM. It was shown that the addition of HPMC and increasing the number of MICP treatments were effective in the increase in the calcium carbonate content in the surface crust, but had no effect on the total amount of induced calcium carbonate. The combination of HPMC addition and MICP technology can effectively reduce rainwater scour loss and wind erosion loss, and increase its rainfall erosion resistance and wind erosion resistance. Rainfall losses were reduced by up to 30% in specimens treated with HPMC for MICP technology. When the wind speed was 12 m/s, the maximum mass loss rate of the specimens treated with HPMC for MICP was only 0.828%. The addition of HPMC can effectively improve the ammonia absorption rate and reduce the release of ammonia in the process of MICP technology, which is of great significance for environmental protection. The microstructure showed that the addition of HPMC and the increase in the number of treatments using MICP technology can make the surface structure of the specimens more compact, and the calcium carbonate can more effectively fill the pores and cement the soil particles, while the addition of HPMC may not change the calcium carbonate crystal type.

**Keywords:** MICP; calcium carbonate; HPMC; surface strength; ammonia retention rate; wind erosion resistance

#### **1. Introduction**

Soil surface treatment can improve soil erosion resistance, strength, and stability, which is of great significance in soil–water conservation and dust prevention. It is practical to improve the soil surface using physical methods (such as covering dust-proof net) and using chemical substances (such as cement, lime, fly ash, gypsum, surfactant, polymer, asphalt products, waterborne polyurethane, etc.) [1]. In recent years, the application of MICP in soil

**Citation:** Zhu, W.; Yuan, M.; He, F.; Zhao, Y.; Xiao, Z.; Wang, Q.; Meng, F.; Tang, Q. Effects of Hydroxypropyl Methylcellulose (HPMC) on the Reinforcement of Sand by Microbial-Induced Calcium Carbonate Precipitation (MICP). *Appl. Sci.* **2022**, *12*, 5360. https://doi.org/10.3390/ app12115360

Academic Editors: Jaroslaw Rybak, Gabriele Chiaro, Małgorzata Jastrz ˛ebska and Krystyna Kazimierowicz-Frankowska

Received: 5 April 2022 Accepted: 24 May 2022 Published: 25 May 2022

**Publisher's Note:** MDPI stays neutral with regard to jurisdictional claims in published maps and institutional affiliations.

**Copyright:** © 2022 by the authors. Licensee MDPI, Basel, Switzerland. This article is an open access article distributed under the terms and conditions of the Creative Commons Attribution (CC BY) license (https:// creativecommons.org/licenses/by/ 4.0/).

improvement has attracted extensive attention [2]. MICP technology mainly uses bacteria to produce urease to the hydrolyze urea and generate CaCO3 to achieve cementation and reinforcement. Although MICP technology presents greater implementation complexity due to the use of living organisms, and has a higher cost compared with traditional technologies [1], it has broad application prospects in soil improvement, concrete crack repair, erosion prevention, cultural relic restoration, and heavy metal pollution control [3–7] due to its environmental friendliness and sustainability [8,9].

MICP can effectively cement soil particles together and improve the performance of soil. Cheng et al. [10] used surface filtration technology to place bacteria and cementation solution. Under high permeability, bacteria and cementation solutions could be used alternately many times to fix bacteria in a column of more than 1 m, and the homogenization of the improved sand column reached a reasonable degree. Van Paassen et al. [11] used MICP technology to carry out a reinforcement test on a 100 m3 large sand foundation, which effectively improved the bearing capacity of the sand foundation. Moreover, soil surface could also be reinforced by MICP. Stabnikov et al. [12] used a mixture of calcium salts, urea, and bacterial suspension to make a crust on the surface of the sandy soil, which reduced the permeability of the sand layer from 10−4 m/s to 16 × 10−7 m/s (14 mm/d). Xiao et al. [13] used a surface spraying method and an MICP technique to surface treat a series of model slopes prepared by different grades of sand, which effectively reduced the rainfall erosion of sandy slopes. Liu et al. [14] applied MICP treatment to five groups of soil slope model samples, and showed that MICP treatment is an effective method to control the surface erosion of clayey soil by analyzing the soil erosion pattern and soil loss rate. Zomorodian et al. [15] studied the application of the MICP technique in different grades of silica sand and carbonate rocks, determined the optimum reagent concentration, and investigated the variation pattern of shear strength and resistance to wind erosion after a number of different treatments. The wind tunnel tests showed that the treated crustal sands could remain stable at a wind speed of 20 m/s.

The desired result of surface reinforcement should be a significant increase in soil strength within the shallow layer [16]. However, the existing MICP treatment solutions, such as grouting or surface penetration, may be difficult to achieve this desired treatment due to their higher permeability, which is more suiTable for deeper treatment. Due to the large permeability of the soil to be treated, existing studies generally use micro-dose injection of MICP solution in order to make the MICP treatment solution and to more precisely reinforce the shallow soil. In addition, in order to achieve the desired treatment effect, the MICP solution is generally infiltrated several times. Salifu et al. [17] injected the bacterial solution and the cementing solution into the soil 18 treatments. In the experiments of Shanahan and Montoya et al. [18], they also made multiple infiltrations to reach the target due to the large permeability.

Materials such as hydrogels (xcan, ganlan) or polyvinyl alcohol (PVA) can reach such shallow depths of cementation, whereby the crust is formed by cementing the shallow layers to improve the soil surface [19]. Hamdan et al. [20] used hydrogel-assisted enzymeinduced carbonate precipitation (EICP), which showed that hydrogels retained water for a longer time, reduced the infiltration of solution in the soil, prolonged the reaction time, improved the efficiency of precipitation, and enhanced the formation of the crust. Sun et al. [21] utilized a biopolymer-assisted EICP approach to improve soil water retention and reduce permeability by retaining carbonate around soil particles. Based on MICP technology, Wang et al. [22] used polyvinyl alcohol (PVA) solution instead of water to prepare cementitious solution. The viscous polymer solution immobilized bacteria and cementitious medium on the surface, promoted calcium carbonate precipitation, formed uniform soil crust on the surface area, and reduced the corrosion ability of the soil.

Hydroxypropyl methylcellulose (HPMC) is abundant, cheap, and biocompatible [23]. A gel can be formed by heating the solution. HPMC, because of its good water retention performance, is widely used in cement mortar as water retention agent and retarder, to improve the hardening strength, save the amount of cement, and then achieve the purpose

of cost-saving. Because of its viscosity, HPMC is combined with MICP technology to react in the soil surface better, forming a hard crust on the surface and enhancing the surface strength.

As mentioned above, MICP reinforcement of surficial soil is usually not ideal due to the high permeability of the soil; therefore, it has great potential for research on effectively stabilizing the surface layer of soil via MICP technology. In this study, a series of laboratory experiments were conducted to investigate the feasibility of using MICP and HPMC in the surficial treatment of soil for the purpose of improving the properties of the soil surface. The surficial treatment and ammonia adsorption were achieved by utilizing MICP and HPMC on the soil surface. The macro-scale characteristics of the treated specimens were studied, including the surface strength of sand, the content of CaCO3, and the resistance to wind and rain erosion. Scanning electron microscopy (SEM) and X-ray diffraction (XRD) were used to further analyze the microstructure and formation mechanism under different treatments.

#### **2. Materials and Methods**

#### *2.1. Biological Treatment Process*

The microorganism used in this study was *Sporosarcina pasteurii*, a kind of bacteria that can produce urease [24], purchased from China General Microbiological Culture Collection Centre (CMCC1.3687). In this study, optical density was measured by a spectrophotometer at a wavelength of 600 nm (OD600), and the urease activity of bacteria was determined at 25 ◦C by the conductivity method [25].

Under aerobic conditions at 32 ◦C, first, the bacteria were pre-cultured for about 8 h in a medium containing peptone (5 g/L), beef extract (3 g/L), and urea (20 g/L). Then, the bacteria were cultured in a medium containing yeast powder (20 g/L) and ammonium sulfate (10 g/L) at 5% inoculum for about 24 h. Both media used in the study had a pH of 8 [26]. The urease activity of the bacterial solution used in the study was controlled at 22 ± 2 mM urea/min, and the OD600 was 3 ± 0.5.

#### *2.2. Properties of the Soil and HPMC*

The gradation curve of the tested soil is shown in Figure 1, wherein D10, D30, and D60 were 0.02 mm, 0.18 mm, and 0.62 mm, respectively. In addition, the coefficient of uniformity (Cu) and the coefficient of gradation (Cc) of the soil sample were 3.10 and 2.61, respectively. According to ASTM D2487, the tested soil used in this study was silty sand, which was sterilized at 160 ◦C for 24 h.

In this study, HPMC was used as the gelling material, which was purchased from Tianjin Kemeiou Chemical Reagent Co., Ltd. (Tianjin, China). HPMC is a fibrous white powder at room temperature. HPMC has relatively stable properties, superb thickening, cohesiveness, and good compatibility with water. Moreover, HPMC has good film-forming properties and is safe, non-toxic, and non-polluting. The basic physical parameters of HPMC are shown in Table 1. The viscosity of HPMC used in this study was 25 mpa.s.

**Table 1.** Basic physical parameters of HPMC.

#### *2.3. Sample Preparation and MICP Procedure*

In this study, cuboid boxes made of transparent plastic were used as molds, whose length, width, and height were 100 mm, 70 mm, and 40 mm, respectively. To evenly pour the sand into the mold, a funnel was used [27], and the height was flush with the mold. A number of uniform 1 mm holes were drilled at the bottom of each mold to allow the gas to be discharged in the pores during grouting and the gas generated during MICP.

**Figure 1.** Particle gradation curve.

MICP treatment was performed in the laboratory at 25 ± 2 ◦C. The cementation solution is a mixed solution of urea (1.5 M) and CaCl2 (1.0 M). The ratio of bacterial solution to cementation solution was 1:4. There were four gradients in total, and each gradient was sprayed once, twice, and three times for surface MICP treatment, with an interval of 12 h. The bacterial solution and the cementation solution were mixed in a ratio of 1:4, and the mixed solution was sprayed evenly on the surface layer of the specimen using a spray bottle. Four solution volume gradients were set in the test, and the ratio of spraying was controlled when spraying the mixed solution so that the same volume of solution was sprayed under the same gradient. The mixed solutions were sprayed at 0.7, 1.1, 1.4, and 1.7 mL/cm2 under the four gradients. Among them, for the HPMC combined with MICP-treated specimens, HPMC was dissolved in a mixture of bacterial solution and cementation solution at room temperature of 25 ◦C before spraying at the same ratio as the MICP-treated specimens.

#### *2.4. Tests and Methods*

The content of CaCO3 was determined using acid digestion [28]. It is worth noting that the determination of the CaCO3 content was not carried out on the whole sample, but separated the crust formed after MICP treatment from the lower soil to measure the content of calcium carbonate in each part.

Using an ultraviolet–visible spectrophotometer, the concentration of ammonium ion was tested using the Nessler method [26]. Under a constant temperature of 25 ◦C, the MICPtreated sample was placed in a conical flask with distilled water and oscillated at a rate of 120 r/min for 12 h. Then, 50 mL of supernatant was directly taken, and the absorbance was measured. The ammonia concentration in the supernatant can be calculated as follows:

$$\rho\_N = \frac{A\_s - A\_b - a}{b \times V} \tag{1}$$

where *ρN* is the mass concentration of ammonia in the supernatant (mg/L); *As* is the absorbance of water specimen; *Ab* is the absorbance of blank control; *a* is the intercept of calibration curve; *b* is the calibrate the slope of the curve; *V* is the volume of the specimen solution.

The concept of the ammonia retention rate was introduced in the study. Ammonia retention rate *N* was defined as the ratio of ammonia amount after MICP complete reaction to ammonia amount before MICP. The ammonia retention rate *N* was calculated using the following formula:

$$N = \frac{M\_2}{M\_1} \tag{2}$$

where *M*2 is the mass of ammonia in the specimen after reaction; *M*1 is the mass of ammonia in the sample before the reaction.

The soil particles washed out by rainfall were collected by simulating the scouring of the surface layer of the MICP cured specimens. Three rainfall intensities of 0.8, 1.5, and 2.5 mm/min were set for this test, corresponding to light, medium, and heavy rainfall, respectively. The slope of the test specimen was adjusted to 30◦, and the continuous scouring was carried out for 10 min under each rainfall intensity. The mass loss before and after the simulated rainfall test was calculated. The apparatus used in the trial is shown in Figure 2.

**Figure 2.** Rainfall device diagram.

Using the apparatus in Figure 3, wind erosion resistance tests were performed on the MICP-treated and MICP combined with HPMC-treated specimens at wind speeds of 4 and 12 m/s, respectively. The mass loss of the specimens before and after the wind erosion tests was measured, and the mass loss rate of the specimens was calculated for different amounts of MICP solution and at different times of treatment.

**Figure 3.** Diagram of wind erosion resistance device.

There are four gradients and three processes for MICP grouting. The four gradients are I: 10 mL bacterial solution + 40 mL cementation solution; II: 15 mL bacterial solution + 60 mL cementation solution; III: 20 mL bacterial solution + 80 mL cementation solution; IV: 24 mL bacterial solution + 96 mL cementation solution. The three processes were divided into one time, two times, and three times to spray uniformly on the surface of the specimen, with an interval of 12 h. The solution with HPMC composition was sprayed one time, two times, and three times as G1, G2, and G3, respectively. The viscosity of the solution was 25 mpa.s by adding HPMC. Similarly, the experiment was carried

out according to the above scheme without the addition of HPMC and was compared with the specimen with the addition of HPMC for MICP treatment. Among them, the solution without HPMC component was sprayed once, twice, and three times, which were respectively marked as G4, G5, and G6. The samples after MICP treatment were dried for 48 h in an oven at 60 ◦C. Under the same process and the same amount of solution, eight samples were prepared, respectively, with and without HPMC. The surface strength of 2 samples was measured by a pocket penetrometer, and the samples collected after the determination were tested for ammonia mass concentration. Two samples were tested for calcium carbonate content in the upper crust and lower crust, two specimens were tested for rain erosion resistance under simulated rainfall conditions, and two specimens were tested for wind erosion resistance in a wind tunnel instrument.

#### **3. Results and Discussion**

#### *3.1. Calcium Carbonate Content*

The acid digestion method was used to measure the content of calcium carbonate in specimens treated by MICP. The content of calcium carbonate generated by each experimental group is shown in Figure 4, and the percentage of calcium carbonate production in the 3–7 mm surficial layer in the total amount of calcium carbonate generated is shown in Figure 5. The results showed that the precipitation of calcium carbonate at the thinner skin layer was effectively improved by the addition of HPMC, and the highest percentage of calcium carbonate to total calcium carbonate in the hard shell reached 78.05%. However, as for the total CaCO3 content in the samples, the total CaCO3 mass of the samples with and without HPMC is roughly the same after MICP treatment. This phenomenon illustrated that HPMC did not improve the total content of calcium carbonate, but could enhance the viscosity of reactants and increase the time of liquid infiltration so that more calcium carbonate precipitation was generated at the thinner surficial layer. At the same reaction amount, the highest calcium carbonate produced in the surficial layer with the addition of HPMC for MICP treatment could reach 1.82 times higher than that with only MICP treatment.

**Figure 4.** Total calcium carbonate content.

**Figure 5.** Percentage of CaCO3 in the crust as total CaCO3.

In addition, it can be seen from Figure 5 that under the same reaction amount, with the increase in MICP treatment times, the percentage of CaCO3 content in the surface hard shell increases. This trend is consistent with experimental results of Cheng et al. [29]. They found the average calcium carbonate content could almost double from 1.9% to 3.7%, as the MICP treatment cycles increase from 3 to 7. The possible reason is that with a rise in the number of MICP treatments, the first cycle MICP treatment could generate CaCO3 on the surface layer and effectively block the pores of the sample, and more bacteria and cementation solution could be retained in the surface layer for the following treatment cycles.

#### *3.2. Surface Strength Test*

The penetration test is one of the strength test methods (e.g., triaxial test and shear test) used to evaluate soil strength. The pocket penetrometer was used by many scholars to assess the strength of soil surface layers [27,30]. Followed by them, the surface strength was evaluated with a pocket penetrometer. The average thickness of the treated hard crust layer of the specimens in this study was 3–7 mm, and the strength results are shown in Figure 6. The surface layer strength of the specimens could be improved using HPMC, a viscous material, and the highest surface layer strength of the specimens with HPMC added was 1.61 times the surface layer strength of the specimens without HPMC added. It can be seen from Figure 6 that the surface layer strength gradually increased with an increase in the reaction amount, but for the slight reaction amount, the surface layer strength of the specimens could be improved quickly by increasing the amount of reactants, but for the reactants larger than III, the surface layer strength of the specimens increased more slowly by increasing the bacterial solution and the cementation solution. The calcium carbonate generated by MICP treatment glued the soil particles together and improved the consolidation of the soil sample. When there were less reactants, less calcium carbonate was generated, and as the reactants increased, the calcium carbonate content also gradually increased, filling the surface pores of the specimen more to bond the soil particles. In the case of sufficient reactants, the generated calcium carbonate adhered more to the surface and did not play a role in increasing the strength of the bonded soil particles (as shown in Figure 7a,b). In Figure 6, it can also be seen that the strength of the surface layer of the specimen increased with the number of MICP treatments at the same reaction volume, a trend similar to that of the CaCO3 content (Figure 5). Furthermore, it is interesting to compare the strength data obtained from different strength test (e.g., penetration test, triaxial test, and shear test) in future MICP research.

**Figure 6.** Surface strength of the specimens.

**Figure 7.** Specimen surface features: (**a**) with HPMC; (**b**) without HPMC.

#### *3.3. Ammonia Retention Rate of Specimens*

In addition to the precipitation of CaCO3 during the MICP reaction, ammonia was also released, which has a negative impact on air pollution, so it is important to determine the quality of ammonia. The concentration of ammonium (NH4 +) was measured and the ammonium retention rate was calculated based on the concentration of ammonium (NH4 +) (Figure 8). It can be seen that by simply conducting MICP without the addition of HPMC

(**a**) (**b**)

component, the specimen could retain less ammonia, due to the fact that the soil also has a certain adsorption capacity. The maximum amount of ammonia adsorbed was only 44%, while when this component of HPMC was added to it, the amount of ammonia adsorbed reached up to 87%. Furthermore, as the number of treatments increased, the ammonia retention rate gradually decreased, as shown in Figure 8. When the reactants were sprayed several times for MICP treatment, among them, when the first spray was made, a thinner crust was formed in the surface reaction, so that more reactions of the reactants could be exposed to air in the subsequent treatment, and the ammonia retention rate of the specimens could certainly be reduced. The concentration of ammonium (NH4 +) in the specimens after MICP treatment was measured by Cheng et al. [29], and the concentration of ammonium (NH4 +) in the specimens after 7 treatments was 14 g/L in their study. They also found that the concentration of ammonium (NH4 +) in the specimens increased with the number of MICP treatments.

**Figure 8.** Ammonia retention rate.

#### *3.4. Simulated Rainfall Test*

By simulating three rainfall levels, i.e., large, medium, and light, the masses of the specimens lost by rainfall under these conditions were collected separately. The rainfall losses for each test group are shown in Figures 9 and 10. The loss of specimens treated with HPMC for MICP (Figure 9) was less than that of specimens treated without HPMC for MICP (Figure 10) under the three rainfall levels. In particular, under heavy rainfall levels, the rainfall loss with HPMC and three MICP treatments was about 30% less than that without HPMC under the same conditions. By adding HPMC as a component, the viscosity of the reactants was increased so that more CaCO3 was produced in the surface layer of the specimens, and because of its excellent solubility in cold water, the combined effect was to improve the water resistance of the surface layer. Moreover, it can be seen from the Figure that the rain erosion resistance of the surface layer of the specimen could be effectively improved after several treatments, and more calcium carbonate was generated in the surface layer after several treatments (Figure 5), making the surface layer of the specimen more compact and steady in the structure and enhancing its rain erosion resistance.

**Figure 9.** Mass loss under rainfall conditions when HPMC was added.

**Figure 10.** Mass loss under rainfall conditions when HPMC was not added.

#### *3.5. Wind Erosion Test*

Wind erosion resistance tests were performed on MICP-treated and MICP combined with HPMC-treated specimens at wind speeds of 4 m/s and 12 m/s, respectively. The mass loss of the specimens before and after the wind erosion resistance test was measured, and the mass loss rate of the specimens was calculated for different amounts of MICP solution and different times of treatments, and the results are shown in Figures 11 and 12. The mass-loss rate of the specimens treated with HPMC for MICP (Figure 11) was lower than that of the specimens treated with MICP without HPMC (Figure 12) at both wind speeds. When the wind speed was 12 m/s, the maximum mass loss rate of the specimens treated with HPMC for MICP was 0.828%, while the maximum mass loss rate of the specimens treated with MICP was 0.1487%. Devrani et al. [31] found that the mass loss of the MICPtreated specimens was 1.02% at a wind speed of approximately 12 m/s when the urea concentration was 1 M. The addition of HPMC, a viscous substance, increased the viscosity of the MICP solution, which allowed more calcium carbonate to be produced in the surface layer of the specimens and improved the resistance of the surface layer to wind erosion. It can also be seen from Figures 10 and 11 that the mass loss rate of the specimen surface layer gradually decreased with an increase in the number of MICP treatment, a trend consistent with the results of Wang et al. [32].

**Figure 11.** Mass loss rate when adding HPMC.

**Figure 12.** Mass loss rate when HPMC was not added.

#### *3.6. SEM/XRD*

To investigate whether the addition of HPMC changed the type of CaCO3 crystals produced by the MICP treatment, the MICP reaction was first carried out in sterile glassware A with the addition of bacterial solution and cementation solution. Then, the same amounts of bacterial solution, cementation solution, and HPMC (viscosity of 25 mpa.s) were added in sterile glassware B for the reaction. The products in glassware A and glassware B were washed, filtered, and dried to obtain calcium carbonate. The calcium carbonate in Glass Dish A and Glass Dish B were also analyzed by XRD, as shown in Figure 13. Three types of calcium carbonate crystals were identified in these two samples, including calcite, sphalerite, and aragonite. In sample A, the CaCO3 precipitate consisted of 91.6% calcite, 6.3% aragonite, and 2.1% vaterite (Figure 13). Sample B was identified as consisting of 89% calcite, 9.6% aragonite, and 1.4% vaterite (Figure 13). This indicates that the primary CaCO3 crystal type of both samples was calcite. HPMC did not change the predominant crystal type of CaCO3 generated by the MICP treatment. In this study, CaCl2 was used as the calcium source, and the primary crystal type of CaCO3 obtained from MICP treatment was calcite, which is also consistent with the conclusion obtained from the study by Zhang et al. [33]. Moreover, the addition of HPMC slightly increased the aragonite content, and it is interesting to investigate if, in time, the addition of HMPC can increase the formation of aragonite and evaluate aragonite's behavior in long-term conditions in future MICP studies.

**Figure 13.** X-ray diffraction results.

SEM tests were performed on the MICP-treated specimens in G3 (reactant III) and G6 (reactant III), and the SEM images clearly showed the structural differences between the two specimens with and without the addition of HPMC for the MICP technique. Compared with the specimen without HPMC (Figure 14), the surface layer of the specimen treated with HPMC was more compact, and the soil particles and the pores between the soil particles were filled with more induced calcium carbonate crystals (Figure 15). HPMC increased the viscosity of the reactants and helped to induce more calcium carbonate precipitation in the surface layer of the specimens, thus improving the surface strength of the specimens.

**Figure 14.** SEM image without HPMC addition.

**Figure 15.** SEM image when adding HPMC.

#### **4. Conclusions**

This study investigated the application of MICP technology in soil surface cementation curing. The viscosity of the reaction solution was increased by adding HPMC, a cohesive material, and a series of tests, including mechanical properties, rainfall erosion resistance, wind erosion resistance, ammonia retention, XRD, and SEM, were performed on each test group using four reactant dosage gradients and three solution injection rounds. The results of the study showed that the MICP technique incorporating HPMC is effective for soil surface improvement.

1. The content of CaCO3 in the curst of the sample induced by MICP treatment increased with an increase in the number of treatments, and the addition of HPMC can effectively improve the content of CaCO3 in the curst of the sample. MICP treatment with HPMC can produce up to 1.82 times as much calcium carbonate in the crust as MICP treatment alone, but has no effect on the total calcium carbonate. In addition, the incorporation of HPMC did not significantly change the formation of primary crystal type calcite.

**Author Contributions:** Conceptualization, F.H., Y.Z. and Z.X.; data curation, M.Y.; formal analysis, M.Y., F.H., Y.Z. and Z.X.; funding acquisition, W.Z., F.H., F.M. and Q.T.; investigation, W.Z.; methodology, W.Z. and M.Y.; project administration, W.Z. and F.H.; resources, W.Z. and F.H.; software, M.Y., Y.Z., Z.X., Q.W. and F.M.; supervision, W.Z., F.H. and Y.Z.; validation, W.Z., F.H. and Y.Z.; writing—original draft, W.Z. and M.Y.; writing—review and editing, M.Y. All authors have read and agreed to the published version of the manuscript.

**Funding:** The research was supported by the Postdoctoral Science Foundation of China (No. 2018M640683), the Postdoctoral Research Grant of Henan (No. 001801006), the National Natural Science Foundation of China (52078317), the Natural Science Foundation of Jiangsu Province for Excellent Young Scholars (BK20211597), the Bureau of Housing and Urban–Rural Development of Suzhou (2021-25; 2021ZD02; 2021ZD30), the Bureau of Geology and Mineral Exploration of Jiangsu (2021KY06), and the China Tiesiju Civil Engineering Group (2021-19).

**Institutional Review Board Statement:** Not applicable.

**Informed Consent Statement:** Not applicable.

**Data Availability Statement:** Not applicable.

**Conflicts of Interest:** The authors declare no conflict of interest.

#### **References**

## *Article* **Geotechnical Evaluation of Diesel Contaminated Clayey Soil**

**Christian E. Hernández-Mendoza 1,\*, Pamela García Ramírez 2 and Omar Chávez Alegría 2**

**Abstract:** Soil contamination by different hydrocarbons has rapidly expanded worldwide, surpassing the self-purification capacity of soils and increasing the number of contaminated sites. Although much effort has been devoted to study the effects of diesel contamination on the geotechnical properties of soil, there is still limited available information about it. Moreover, there is no available information about the maximum diesel retention that soil can have and its effect on the geotechnical behavior of the soil. Thus, in this paper, we determined the maximum diesel retention by an unsaturated clayey soil and evaluated the impact of diesel contamination on its geotechnical properties. The results showed that the soil could only retain 12.6% of the added diesel and the excess was expulsed. At such a diesel concentration, the saturation rate of the soil was lower than 80%. Diesel contamination increased the plasticity and the internal friction angle of the soil, while its cohesion was considerably decreased. It should be noted that the matric suction of contaminated soil was lower than the one obtained for natural soil. However, its osmotic suction was considerably higher. This indicates that osmotic suction must be considered to evaluate the shear strength of contaminated soils.

**Keywords:** geotechnical properties; diesel; contaminated soil; clay; environmental geotechnics

#### **1. Introduction**

Hydrocarbons are the main energy source used to satisfy our energy needs, but during their life cycle, they can produce many environmental impacts. Hydrocarbon leaks/spills, which can occur from its exploitation to use, cause environmental pollution, where, commonly, the first receptor is the soil.

Soil contamination by hydrocarbons can be originated by accidental spills during its transportation and disposal, leakage of storage tanks and pipes, and/or by clandestine fuel intakes. The unsaturated (aerated) zone of the soil, that is, the area in which the infrastructure's foundations are frequently laid, is the first one to be contaminated by hydrocarbon leaks and/or spills.

It is also possible that hydrocarbons permeate through the soil up to the groundwater level zone, contaminating the saturated zone of soil. Therefore, hydrocarbon leaks and spills can affect the deep foundations located on it as well as it can contaminate groundwater. In this case, the hydrocarbons can be transported by the groundwater to the surrounding areas contaminating the soil and may affect the foundations located in such areas.

The permanence of hydrocarbons in the unsaturated zone depends on different factors, such as the solubility, volatility, toxicity, biodegradation rate, and sorption of the hydrocarbons; the nature and permeability of the soil or soils forming the unsaturated zone; and the natural or man-made liquid flow (water and/or contaminants).

Unfortunately, soil contamination by different hydrocarbons has rapidly expanded worldwide, surpassing, in many cases, the self-purification capacity of soils. As a result, the number of hydrocarbon-contaminated sites has increased in both developed and developing countries, latter being the more affected ones.

**Citation:** Hernández-Mendoza, C.E.; García Ramírez, P.; Chávez Alegría, O. Geotechnical Evaluation of Diesel Contaminated Clayey Soil. *Appl. Sci.* **2021**, *11*, 6451. https://doi.org/ 10.3390/app11146451

Academic Editor: Daniel Dias

Received: 10 June 2021 Accepted: 9 July 2021 Published: 13 July 2021

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Soil is the most frequent source of risk to construction projects [1] due to not only the geotechnical or geological aspects but also the contaminants present in it. Nevertheless, there is still limited available information about the impact of hydrocarbons contamination on the geotechnical properties of the soils. Some of the risks associated with soil contamination are loss of foundation and structural integrity, damage to construction materials, and loss of facility [1]. Independent from the time the soil gets polluted—before or after the infrastructure construction—the changes caused in its engineering properties can place both the integrity of the structures and its users at risk.

It is known that soil contamination by hydrocarbons affects its engineering properties. However, such an effect depends on many variables, such as the type of soil and the physical and chemical properties of the spilled/leaked hydrocarbon [2–4].

Published papers have been focused on the effect of diesel contamination on the geotechnical properties of soil by varying the contaminant concentration from 0% to 20% (weight basis) [5–9]. However, none of them has been focused on the quantity of diesel that soil is capable to retain. This can have important repercussions since the exceeding hydrocarbons can be subjected to evaporation or transportation depending on the type of hydrocarbon and the local environmental conditions. Nevertheless, the retained hydrocarbons can have a major influence on the geotechnical behavior of the contaminated soil.

Izdebska-Mucha and Trzcinski [10] reported that after contaminating a clay sample with diesel, clay particles showed a change in their microstructure, resulting in a denser structure due to change in the pore size distribution. Ijimdiya [4] studied the effects of used motor oil on the properties of lateritic soil and found a reduction in the amount of fine-grained size particles of the soil as the concentration of the contaminant was increased from 0% to 8%.

Son et al. [11] estimated the effect of diesel contamination on the electrical properties of unsaturated soils. These authors reported that contaminated soils with a water content of 5% had higher electrical resistivities and decreased permittivity compared to uncontaminated soils. In contrast, contaminated soils having a water content of 15% showed smaller resistivities and higher permittivity compared to non-contaminated soils.

It has been reported that soil contamination affects its consistency limits. Salimnezhad et al. [12] reported that the plastic limit of a crude-oil-contaminated soil increased as the contaminant concentration increased, but the plastic index decreased as the contaminant concentration increased. Yazdi and Teshnizi [7] found that the liquid limit of a gasoline-contaminated soil increased, reaching maximum value at a contaminant concentration of 6%. Although a further increase of gasoline concentration reduced the liquid limit of the soil, it was higher than the one obtained for the natural soil.

Salimnezhad et al. [12] reported that swelling pressure of natural soil was higher than that of contaminated soil. However, for 12% oil content, the contaminated soil had a higher free swell percentage than the natural soil.

Other researchers have studied the effects of diesel [5], oil [13], gasoline [6], and crude oil [12] on the shear resistance of different clay soils, finding that soils' cohesions tended to decrease as the contaminant concentration increased. However, while in some cases, the internal friction angle was reported to increase as the contaminant concentration increased [5,6], in other cases, a reduction of its value was reported as the contaminant concentration increased [7,12,13]. These results may mean that clay minerals exhibit different behaviors according to the hydrocarbon used to contaminate the soil.

Yazdi and Teshnizi [7] showed that the settlement and ductility of a gasoline-contaminated soil increased as the contaminant concentration increased. They also found that the soil failure mechanisms changed depending on the contaminant concentration in the soil.

Taheri et al. [9] studied the effects of soil contamination in a soil that was simultaneously contaminated with lead and diesel. These authors found that the increase in diesel concentration reduced the hydraulic conductivity of the contaminated soil. Such

decrease was because diesel occupied the pore spaces and limited the water flow through the soil samples.

Salimnezhad et al. [12] found that the settlement of the contaminated soil increased as the crude oil concentration increased because the contaminant reduced the specific surface area of the soil, decreasing the water absorption of the particles of the soil facilitating the water drainage.

Although many efforts had been carried out to study the effects of diesel contamination on the geotechnical properties of soils, most of the studies had focused on saturated soil conditions. As a result, the available information about the effect of diesel contamination on unsaturated soils is scarce. Moreover, to the widest knowledge of the authors, there is no available information about the maximum diesel retention that natural soil can have and its effect on the geotechnical behavior of the soil.

Thus, the objective of this study was to determine the maximum diesel retention by an unsaturated clayey soil, and to evaluate the impact of diesel contamination on its geotechnical properties. The test performed in both natural and contaminated soil conditions showed that although the soil could not retain more diesel, its saturation rate did not exceed 80%. Furthermore, the changes in the geotechnical properties of the contaminated soil promoted an increase in its shear strength resistance. Such difference was due to an increase in the osmotic suction in the contaminated soil.

#### **2. Materials and Methods**

#### *2.1. Experimental Procedure*

The experiment was performed in two phases: natural soil characterization and soil contamination and characterization. In the first phase, the extraction of disturbed natural (uncontaminated) soil samples from a place in the north of Querétaro City, Mexico, was done. An undisturbed cubic soil sample was extracted to evaluate the natural soil's water content and volumetric unit weight. All soil samples were stored in a controlled temperature chamber (20 ± 1 ◦C) until its use for geotechnical characterization.

All the disturbed soil samples were mixed into the controlled temperature chamber to obtain a uniform mass of soil to perform the remaining geotechnical tests. This soil mass was divided into subsamples, poured into hermetically sealed containers, and stored in the same chamber. The soil sample quantity that is required for each test could now be taken with ease, avoiding opening and manipulating the whole soil sample every time a quantity of soil was needed for analysis.

The tests were performed according to the methods described in the Test Methods section. The unit weight of the natural soil was *γm* = 15.10 kN/m3 ± 0.10 kN/m3, and its water content was *w* = 36.94% ± 0.19%; this corresponded to an average saturation rate of *sr* = 70.82% ± 0.18%. After finished the natural soil characterization, the soil contamination process was started.

In the second phase of this work, the remaining soil sample was contaminated with diesel for its geotechnical characterization. Table 1 shows the characteristics of the commercially available diesel used to contaminate the soil. To define the quantity of diesel needed for soil contamination, a 50-g natural soil sample was placed in a sealed glass container. Then, this soil subsample was contaminated with diesel, at an initial concentration of 4% by weight, and stored for seven days in the temperature-controlled room.

During this curing period, the contaminant could distribute throughout the soil and react with the pore fluid to achieve ionic stability [2]. After the curing period, the sample was visually inspected to verify if the soil could retain the added diesel. This process was repeated by increasing the diesel concentration (i.e., 4%, 8%, 12%, and 14%) until the soil could not retain more diesel.

**Table 1.** Applied diesel fuel specifications [14].

When the soil could not retain more diesel, it was transferred to a smaller glass container to allow the soil to drain the exceeding contaminant. Then, a contaminated soil subsample was taken from the top of the container to determine the retained diesel concentration by a gravimetric method [15]. The retained diesel concentration was 12.62% ± 0.27%. Therefore, such a concentration of diesel was used to contaminate the natural soil to be used during this second phase.

Once the diesel concentration to contaminate the soil was defined, the following procedure was applied. First, the remaining natural soil was air-dried to reduce its water content. This was done because in the previous experiment, a considerable increase in the liquids content of the contaminated soil was noticed (see Section 3.1). Then, the soil was placed in a container to mix it manually with diesel to simulate the long-term contamination effect [16].

Next, the contaminated soil was poured into hermetically sealed containers and stored in the temperature-controlled room for six weeks. After this curing period, the contaminated soil was tested as indicated in the Test Methods section.

The selected contamination procedure is an alternative way to reduce the sample preparation time [16]. It also allows the contaminant to bring about a long-term change in the initial soil structure [16]. Although a curing time of seven days is enough to allow the soil to react with the contaminant [2], the curing period was extended to six weeks to enhance the long-term contamination effect.

#### *2.2. Test Methods*

The evaluated properties of the soil are summarized in Table 2 and were executed as indicated in the corresponding standards. The "water content" of the contaminated soil was obtained by applying the same standard used for the natural soil. However, the term "water content" was transformed to "liquids content" to consider the difference in specific gravity between diesel and water [17].

To determine the modified free swell index (MFSI) for both soil conditions, 10 g of oven-dried (105 ± 1 ◦C) soil passing a No. 40 (425 μm) sieve were poured into a 100-mL graduated cylinder filled with distilled water. The soil was manually mixed with the distilled water and left undisturbed for the soil to swell/settle and achieve an equilibrium state of volume. The MFSI was calculated as the ratio of the equilibrium sediment volume to the dry weight of the oven-dried soil.

The liquid limit was evaluated by the fall cone method as indicated in the standard procedure adopted. Distilled water was gradually added to the soil—both natural and contaminated—to obtain a semiliquid consistency. The soil and the added water were thoroughly mixed until a homogeneous mass was obtained. This mass was poured into a sealed container. It was stored in the controlled-temperature chamber for 24 h to allow the added water to permeate through the soil before the cone penetrometer tested the sample. For both soil conditions, the liquid limit was evaluated by considering the equivalent water content of the samples.

The direct shear test was executed in a 100 mm × 100 mm shear box at a shear velocity of 1 mm/min. Normal stresses applied were 50, 100, and 200 kPa. Matric and total suction

of the soils were evaluated by the filter paper method, using the calibration curves for wetting the filter paper, Whatman No. 42.

**Table 2.** Evaluated properties of both natural and diesel contaminated soils.

1 As a technical precision, in the case of the contaminated soil, the term "water content" was replaced by the term "liquids content" [17].

The pH and the electrical conductivity (EC) of the soils were measured with a pH/EC/DO/ISE multiparameter (Orion Versa Star Pro, Thermo Scientific, Waltham, MA, USA) with automatic temperature compensator, equipped with a glass electrode for pH measurements and an EC sensor. Before each natural and contaminated soil sample set's pH measurement, the equipment was calibrated with the traceable to the National Institute for Standards and Technology (NIST) buffer solutions of pH 4, pH 7, and pH 10 obtained from Thermo Fisher. The equipment calibration was repeated until a correlation coefficient of the calibration curve of the multiparameter was at least of 0.98. For the EC measurements the equipment was calibrated with the traceable to NIST standard solutions of 100 μS/cm and 1413 μS/cm obtained from Thermo Fisher (Austin, TX, USA).

#### 2.2.1. Chemical Elements Analysis of the Soil

The elemental chemical characterization of soils was performed with a total reflection X-ray fluorescence spectroscope (S2 PICOFOX TXRF, Bruker Nano), equipped with a molybdenum tube and silicon drift detector. The S2 PICOFOX is a portable benchtop spectrometer for multi-element analysis of liquids, suspensions, and solids.

Before analysis of the samples, a gain correction was performed with a mono-element standard sample (1 μg As). Further, the spectroscopic resolution (1 μg Mn) and sensibility analysis (1 ng Ni) of the spectroscope were performed according to the manufacturer instructions.

The standard solutions of H3AsO4 (1000 mg/L); SiO2 (10,000 mg/L), Ni(NO3)2 (1000 mg/L); Fe(NO3)3 (1000 mg/L); Al(NO3)3 (10,000 mg/L); Ca(NO3)2 (10,000 mg/L), NaNO3 (10,000 mg/L), KNO3 (10,000 mg/L), (NH4)2TiF6 (1000 mg/L), Mg(NO3)2 (10,000 mg/L), Mn(NO3)2 (10,000 mg/L), and Zn(NO3)2 (10,000 mg/L) were obtained from Merck, with a quality for Inductively Coupled Plasma (ICP) test, traceable to the Standard Reference Material (SRM) from NIST. The necessary dilutions have been made from the stock solutions in order to achieve the linearity of the standard curve.

The soil samples for elemental analysis were prepared as follows: 20 mg of soil was ground in an agate mortar and then passed through a No. 230 (63 μm) sieve. Then, the powder was suspended in 1 mL of dispersant solution (1% Triton X-100 in distilled water). The soil suspension was spiked with 10 μL of gallium (1000 mg/L, ICP standard traceable to SRM from NIST, Sigma Aldrich, St. Louis, MO, USA) as internal standard.

The suspension was then sonicated for 15 min, after which it was homogenized in a vortex agitator. Then, 10 μL of a sample solution was transferred into a siliconized quartz glass sample carrier and dried at 50 ◦C on a hot plate. The prepared soil samples were analyzed with a live collection time of 1000 s. Spectra acquisition and data evaluation were done by using the software Spectra 7.8 (Bruker Nano GmbH, Berlin, Germany).

#### 2.2.2. Cation Exchange Capacity of the Soil

The cation exchange capacity (CEC) of the soil was evaluated according to the Mexican standard NOM-021-RECNAT-2000 [21], using ammonium acetate (1N, pH 7, American Chemical Society grade, Meyer) as a saturating solution to replace the absorbed cations (Ca2+, Mg2+, Na+, and K+). Firstly, the soil was air-dried and sieved through the No. 10 (2 mm) sieve. Then, the exchange complex was saturated with the ammonium cation. After that, the ammonium cation was removed with a sodium chloride (NaCl, American Chemical Society grade, Merck) solution and the total capacity change was determined (Kjendahl method). The detection limit for the total CEC was 3.86 cmol+/kg.

#### 2.2.3. Soil Mineralogy

Soil samples were powdered in an agate mortar and sieved through a No. 200 sieve. The powders were characterized by X-ray diffraction (XRD Rigaku, MiniFlex) with Cu-Kα radiation (*λ* = 1.5406 Å). Diffraction intensity, in function of 2*θ*, was analyzed at the interval from 2◦ to 80◦, with a 2*θ* step size of 0.02◦, and a counting time of 0.06 s per point. Interplanar spaces (*d*) were evaluated by the Bragg's law equation:

$$n\lambda = 2d\sin(\theta)\tag{1}$$

where *n* is the class of diffraction peak (*n* = 1 for the first-order basal reflection), *λ* is the Cu-Kα wavelength of the incident X-ray wave, and *θ* is the diffraction angle.

#### **3. Results and Discussion**

#### *3.1. Diesel Retention in the Contaminated Soil*

At 4% diesel concentration, the natural soil readily absorbed the contaminant (Figure 1b). In contrast, at 14% diesel concentration, the soil could not retain the contaminant at all (Figure 1c). After analyzing the contaminated soil, it was found that the soil retained only 12.62% ± 0.27% of diesel.

**Figure 1.** Evolution of soil aspects as diesel concentration increased from: (**a**) natural soil, (**b**) 4% added diesel, and (**c**) 14% added diesel.

Clay fractions of soil can adsorb non-polar molecules—such as diesel—due to the van der Waals attraction forces [30]. Such attraction forces between particles rapidly decay with the surface-to-surface distance (varying inversely as the seventh power of distance between the plates). However, attractive forces are additive. So, van der Waals attraction forces can be calculated by adding the attractions among all the particles. This may result in a higher total force and a lower decay (varying inversely as the third power of distance between the plates) with the surface-to-surface distance [30].

Nonetheless, Anandarajah and Chen [31] found that van der Waals attraction forces get reduced when fluid other than water fills the medium between the attracted particles. Further, Chiou and Shoup [32] showed that organic compounds that are not potent wetting agents have lower sorption capacity on polar mineral surfaces [32]. Hence, this makes water a stronger opponent to displace non-ionic organic solutes from minerals in aqueous systems.

In the absence of water, clay particles can behave as conventional organic compound absorbers, its large surface area being the main contributor to its high absorptive capacity [33]. However, in the presence of water, the absorption of non-polar hydrocarbons can be suppressed since non-polar organic molecules are not solid competitors for adsorption sites on the clay surface compared to highly polar water [30].

Thus, in the present study, since the soil was contaminated at its natural water content, diesel adsorption by the soil minerals was limited to those places where soil absorption sites were available. This means that soil could only retain the required diesel to satisfy its hydration needs.

Diesel is a non-polar mixture of aromatic (including naphthalenes) and saturated (including isoparaffins and cycloparaffins) hydrocarbons obtained from petroleum. Diesel hydrocarbons have carbon numbers in the range of C9–C28 with high boiling points between 170 and 430 ◦C. As previously stated, the term "water content" was transformed to "liquids content" to consider the difference in specific gravity between diesel and water [17]. Thus, Equation (2) was used to consider the contribution of the liquid's specific gravity on the liquids content of the soil [17].

$$E\_{\rm inv} = l\_c \left( \frac{c+1}{c+G\_f} \right) \, , \tag{2}$$

where *Ewc* is the equivalent water content, *lc* corresponds to the liquid content, *c* is the water to diesel volume ratio in the pore's liquid, and *Gf* is the specific gravity of diesel. It must be mentioned that in Equation (2), for water that has not been mixed with any contaminant, *c* = 0.

Table 3 presents the impact on the *Ewc* and the saturation rate (*sr*) of the soil due to its contamination. Diesel contamination increased the *Ewc* and the *sr* of the contaminated soil by 18% and 12%, respectively, compared to the natural soil. Such an increase in both parameters influences the engineering behavior of the contaminated soil. It can even make it complicated to directly compare the results obtained by both soil conditions.

**Table 3.** Change in soil's saturation rate due to diesel contamination.

Values in the table: mean value ± standard deviation (*n* = 3). 1 The *sr* of the contaminated soil was calculated using *Ewc* instead of *w*.

Hence, we decided to air-dry the natural soil before its contamination and then add the diesel to achieve a concentration of 12.62%. Hence, the contaminated soil used for its characterization had a liquids content (*lc* = 34.39 ± 0.22%), equivalent water content (*Ewc* = 35.13 ± 0.22%), and saturation rate (*sr* = 71.28 ± 0.21%) closer to the same factors observed in the natural soil.

#### *3.2. Influence of Diesel Contamination on the Soil's pH*

Soil contamination with diesel had a significant impact on its pH. After soil contamination, the pH of the soil changed from moderately alkaline (pHnatural = 7.95 ± 0.14) to neutral (pHcontaminated = 6.98 ± 0.03). Nevertheless, this pH drop does not represent a limitation for biodegradation processes, since the pH for the biotransformation of the contaminant has been found to be in the range of 6 to 8 [34]. This tendency to decrease the pH as the soil gets contaminated agrees with the results obtained by Taheri et al. [9].

The pH reduction of soil after its contamination was due to the acidifying effect of the sulfur contained in diesel. It is known that the addition of elemental sulfur (*S*) to soil affects the oxidation rate and produces two hydrogen ions due to the microbial activity of soil (Equation (3)). Since pH is a measure of the hydrogen ion concentration (*pH* = − log10[*H*+]) in soil solution, the increase in concentration resulted in a lower pH.

$$\text{C} + \text{CO}\_2 + \frac{1}{2}\text{O}\_2 + 2\text{H}\_2\text{O} \rightarrow \text{CH}\_2\text{O} + \text{SO}\_4^{2-} + 2\text{H}^+\tag{3}$$

Momeni et al. [35] studied the effect of acid and alkaline waters on the geotechnical properties of clay soil and found that the decrease of the pH value of the soil increased the liquid limit and the plastic index of the soil. Moreover, they indicated that the coefficient of permeability of the soil increased as the pH values of the soil shifted from the neutral condition to the acidic or alkaline conditions [35].

#### *3.3. Influence of Diesel Contamination on the Soil's Texture*

Diesel contamination of natural soil caused a change in its texture classification from silty clay to silty loam. This change, from a fine texture to a ridged one after soil contamination, was due to the agglomeration of soil particles as a response to soil acidification and the reduction of the dielectric constant of the pore fluid.

A decrease in pH promoted the exchange of calcium ions by hydrogen ions, which resulted in clay particle agglomeration/flocculation due to its surface charge alteration [36]. Furthermore, partial replacement of water contained in the pores of soil by the contaminant changed the dielectric constant value of the pore fluid. Hence, the attractive forces prevailed over repulsive ones, resulting in soil agglomeration/flocculation [37].

The van der Waals attraction force developed between two parallel plates can be calculated as shown in Equations (4) and (5), while the repulsion force can be obtained as indicated in Equations (6) and (7) [37].

$$Att = \frac{H}{6\pi d^3} \tag{4}$$

where *d* is the distance between plates and *H* is the Hamaker constant obtained as follows [37]:

$$H = \frac{3}{4} kT \left(\frac{\varepsilon\_1 - \varepsilon\_2}{\varepsilon\_1 + \varepsilon\_2}\right)^2 + \frac{3h\upsilon\_c}{16\sqrt{2}} \frac{\left(m\_1^2 - m\_2^2\right)^{3/2}}{\left(m\_1^2 + m\_2^2\right)^{3/2}},\tag{5}$$

where *k* is the Boltzmann constant, *T* is the absolute temperature, *εi* denotes the dielectric constant of the medium, *h* is the constant of Planck, *ve* corresponds to the main electronic adsorption frequency in ultraviolet light, and *mi* is the reflective index of the medium in visible light.

$$\text{Rep} \propto \frac{1}{K\_1 \beta} \,\tag{6}$$

where *K*1 is a constant that depends on the valence of the ions and the ionic concentration and *β* can be obtained as follows [37]:

$$
\beta = \frac{K\_1}{\varepsilon k T K\_3 \prime} \tag{7}
$$

with *K*1 and *K*3 being constants that depend on the ionic concentration.

It can be appreciated from Equations (4) and (6) that both attractive and repulsive forces depend on the dielectric constant value of the pore fluid. However, the variation of the dielectric constant value of the pore fluid has a higher effect over the repulsive forces [37]. Thus, a decrease on the value of the dielectric constant of the pore fluid reduced both attractive and repulsive forces, but the decrease in repulsive forces was bigger than the decrease in the attractive forces. Hence, attractive forces prevail over repulsive ones (the net effect was attractive) and gave as result the agglomeration of the soil particles.

#### *3.4. Effect of Diesel Contamination on the Specific Gravity of Soil*

The specific gravity of natural soil was reduced from 2.72 ± 0.02 to 2.60 ± 0.02 after soil contamination with diesel. The partial substitution of water (in the contaminated soil) explains this significant change (*p* < 0.01) since diesel has a density and specific gravity lower than water.

#### *3.5. Impact of Diesel Contamination on the Soil's Particle Size Distribution*

Grains' size content of both soils is presented in Table 4, and their granulometric curves are shown in Figure 2. Both natural and diesel contaminated soils corresponded to a fine-grained soil. After diesel soil contamination, a significative (*p* < 0.01) change in fine-grained particles sizes' content was observed. The silt-like sized granules increased by 37% while the clay-like sized granules decreased by 46%. This change was due to both the reduction of the dielectric constant and the acidification of the pore fluid of the soil, which caused that the clay-like sized particles agglomerated and increased their size reaching a silt-like size.

**Table 4.** Impact of diesel contamination in grain-like size distribution of soil.

Values in the table: mean value ± standard deviation (*n* = 5).

**Figure 2.** Impact of diesel contamination on particle size distribution of soil. Error bars denote standard deviations.

Lambe and Withman [38] indicated that the reduction of the dielectric constant and/or pH drop, as well as ion valence reduction and/or electrolyte concentration decrease, promotes soil flocculation. In low pH environments, the thickness of the double layer around clay particles can decrease [39]. The diffuse double layer theory indicates that the thickness of the double layer (1/*χ*) can be calculated as indicated in Equation (8):

$$\frac{1}{\chi} = \sqrt{\frac{\varepsilon kT}{8\pi z^2 e^2 \eta}}\tag{8}$$

where *ε* corresponds to the dielectric constant of the pore fluid, *k* is the Boltzman constant, *T* is the absolute temperature, *z* is the valence of the cations, *e* is the electric charge, and *η* is the concentration in number of ions per milliliter.

When the soil was contaminated with diesel (*εdiesel* = 2.3), it interacted with the water (*εwater* = 80.3) contained in the pores of the soil and reduced the dielectric constant of the pore fluid. As a result, the thickness of the double layer was reduced and the soil particles began to join together due to the influence of the van der Waals forces. As the soil particles got closer to each other, the effect of the van der Waals attractive forces increased. This promoted the agglomeration of clay particles by forming flocs, which was appreciated as an increment in the silt-like size fraction content, with a correspondent decrement in the clay-like size fraction.

#### *3.6. Influence of Diesel Contamination on the Consistency Limits*

Table 5 provides the plastic characteristics of the soils. According to their Atterberg limits, both the natural and the contaminated soils are considered as very high and expansive ones. Despite the variations of the values of the Atterberg limits, both the natural and the contaminated soils were classified as silts of high compressibility. The natural soil was considered as a normal active clay, while contaminated soil was considered as a very active one. This increase in the activity of contaminated soil, in comparison with its activity at uncontaminated condition, was attributed to the physical and chemical effect of diesel on clay particles.

**Table 5.** Influence of diesel contamination in the consistency limits of soil.

Values in the table: mean value ± standard deviation (*n* = 5). \* Calculated as: average plasticity index/average clay fraction.

After soil contamination, its liquid and plastic limits increased by 9% and 4%, respectively. It is known that the liquid behavior of soils is influenced by free water, which is not absorbed by the particles of soil and can freely move through soil pores. When diesel was added to the natural soil, it covered the surfaces of the clay particles, making the contact between the free water and the clay particles more difficult.

Since diesel is a non-polar liquid, it could not allow that the water added during the test, which created a link with clay surface, to provide the required condition for clay to flow. When water was added to the contaminated soil to evaluate its Atterberg limits, it gradually displaced the diesel adhered to clay surface, allowing the interaction between clay and water. Thus, more water was needed in the contaminated soil to achieve its plastic state and, thus, higher plasticity was obtained.

#### *3.7. Effect of Diesel Contamination on the Modified Free Swell Index of the Soil*

The MFSI test classified the natural soil as a high-swelling potential clay (2.33 ± 0.47 cm3/g). However, this index classified contaminated soil as a very highswelling potential soil (3.79 ± 0.77 cm3/g). This finding agrees with those reported by Salimnezhad et al. [12], who observed an increase in the free swelling of oil-contaminated clayey soil as the contaminant concentration increased from 4% to 12%.

At low pH levels, acids attack the original minerals contained in soil and produce a modification in both the silica and alumina content, reducing the Si/Al ratio as well as the calcium content (see Table 6). Hence, the chemical composition of the soil changed when the pH of the pore fluid diminished, and due to the reduction of the calcium content there was an increase in its swell capacity.

**Table 6.** Impact of diesel contamination on the concentration of the chemical elements of the soil.

Values in the table: mean value ± standard deviation (*n* = 3).

#### *3.8. Consequence of Diesel Contamination on the Shear Strength of the Soil*

Figure 3 shows the changes in shear stress resistance of both natural and contaminated soils. Cohesion and internal friction angle were obtained from the failure envelop plotted for each soil condition. The cohesion of the contaminated soil decreased by 20% (from 36.7 ± 0.2 kPa to 29.2 ± 0.1 kPa), and its internal friction angle increased by 30% (from 26.9◦ ± 0.2◦ to 34.8◦ ± 0.1◦) after soil contamination.

**Figure 3.** Effect of diesel contamination on the direct shear behavior of soil.

The cohesion of soil depends on the material type as well as the intermolecular bonds between clay particles and the absorbed water. As the natural soil particles got coated by diesel, clay particles agglomerated, formed silt-like size grains, and reduced the clay-like size grains content in the contaminated soil. Although both soils had nearly the same equivalent water content (*Ewc*−*natural* = 36.94% ± 0.19% vs. *Ewc*−*contaminated* = 35.13% ± 0.22%) and saturation degree (*sr*−*natural* = 70.82 ± 0.18 vs. *sr*−*contaminated* = 71.28% ± 0.21%), the chemical characteristics of the diesel and soil water content reduction contributed to the decrease in the contaminated soil's cohesion.

The reduction of the soil's cohesion has been reported by other authors [5,12,13]. They attributed this decrease to reducing the specific surface area (SSA) of soil particles due to hydrocarbon deposition over the soil grains. The reduction of the SSA decreased the CEC of the soil and reduced the contact between the soil particles and water molecules [5,12,13]. Therefore, the cohesion of the soils was reduced since soil particles absorbed a lower quantity of water.

The agglomeration effect of diesel over the soil particles increased the friction angle of the contaminated soil. Thus, it can be inferred that under normal stresses between 100 and 200 kPa, contaminated soil will exhibit a higher shear resistance than natural soil. The quality of the soil is not only defined by its shear strength but also by its consolidation behavior.

So, before considering that the contaminated soil quality was enhanced due to its higher shear strength, it is necessary to consider its permeability and compressibility changes. As has already been reported, diesel deposition over soil particles reduced the soil's hydraulic conductivity [9] and SSA [12,13]. Hence, higher settlements may be observed compared to the ones obtained for the natural soil [7,12]. Furthermore, the slope stability of the trenches located over contaminated soils must be verified because of the decrease in its cohesion.

Peak shear stresses were plotted for each soil condition (Figure 3). For a normal stress of 50 kPa, natural and contaminated soils showed almost the same shear strength. However, for the 100 and 200 kPa normal stresses, the shear strength of contaminated soil was increased by 18% and 20%, respectively. According to Fredlund et al. [40], the shear strength of unsaturated soils (*τf*) can be evaluated in terms of two stress state variables, as shown in Equation (9):

$$
\pi\_f = \mathfrak{c}' + (\sigma\_n - u\_a) \tan \mathfrak{p}^a + (u\_a - u\_w) \tan \mathfrak{p}^b. \tag{9}
$$

The first two terms of Equation (9) correspond to the Mohr–Coulomb criterion, *c* is the effective cohesion, (*σn* − *ua*) denotes the net normal stress, *ua* is the pore air pressure, and *φa* is the angle of frictional resistance related with normal stress. The third term of Equation (9) introduces an additional friction angle (*φb*) relative to matric suction (*ψm* = *ua* − *uw*) contribution to shear strength resistance, where *uw* corresponds to the pore water pressure.

Total soil suction (*ψt*) considers the effect of the matric suction (*ψm*) and osmotic or solute suction (*ψo*), as expressed in Equation (10). Matric suction was defined as the difference between *ua* and *uw*, and is related to capillary effects. Osmotic suction arises from the presence of dissolved salts or solutes in the soil pore fluid.

$$
\psi\_l = \psi\_m + \psi\_o \tag{10}
$$

The natural soil had a *ψm* of 4709 ± 1 kPa, while the contaminated soil had a *ψm* of 2077 ± 12 kPa. As the contaminated soil had a considerably lower matric suction than the natural soil, a decrease in its shear strength could be expected. This is because the tension force developed by the air–water interface or contractile skin on soil particles decreases as the matric suction decreases [41]. In contrast, an increase in shear strength of soil was observed after its contamination.

The *ψt* of natural and contaminated soils were 7521 ± 1 kPa and 18,484 ± 13 kPa, respectively. From Equation (5), the *ψo* can be obtained as the difference between *ψt* and *ψm*. As shown in Figure 4a, the *ψm* had a higher effect on the shear strength of natural soil, while the *ψo* had a major role in the shear strength of the contaminated soil (Figure 4b).

**Figure 4.** Influence of diesel contamination: (**a**) matric suction and (**b**) osmotic suction in the shear strength of soil. The symbols filled in black color correspond to natural soil while the symbols in grey color correspond to contaminated soil.

It is known that *ψt* influences the shear stress behavior of the unsaturated soils. However, in geotechnical engineering applications, the *ψm* component is more frequently considered than the contribution of *ψo* [41]. Nevertheless, in the case of contaminated soils, the impact of *ψo* on the shear strength of soil must be considered [42].

Therefore, as proposed by [42], and considering *ψo* as an independent stress-state variable, Equation (11) could be modified as:

$$\tau\_f = c' + (\sigma\_n - u\_a) \tan \phi^a + \psi\_o \tan \phi^c \tag{11}$$

where *φc* corresponds to the fiction angle relative to osmotic suction contribution to shear strength resistance.

Figure 5 shows the strength envelop, considering *ψo* as an independent stress-state variable, as well as the equation for shear strength behavior of the contaminated soil, according to the results obtained in this research, as a function of both normal stress and osmotic suction.

**Figure 5.** Contaminated soil shear strength model based on osmotic suction and normal stress.

#### *3.9. Effect of Diesel Contamination on the Soil's Mineralogy*

Figure 6 shows the X-ray diffractograms of both the natural and the contaminated soil. Both soil samples showed the presence of montmorillonite clay mineral [PDF 00-013-0135: montmorillonite-15A: Ca0.2(Al,Mg)2Si4O10(OH)2·4H2O] and anorthite [PDF 00-018-1202: anorthite, sodian, intermediate: (Ca,Na)(Si,Al)4O8]. Montmorillonite belongs to the smectite group and is formed by two Si-based tetrahedral sheets. Anorthite is a plagioclase feldspar mineral that occurs in some igneous and metamorphic rocks.

**Figure 6.** X-ray diffractogram of: (**a**) natural and (**b**) diesel-contaminated soils.

The presence of quartz, cristobalite, and tridymite was also observed. Silica or silicon dioxide (SiO2) can exhibit both crystalline (quartz, tridymite, and cristobalite) and amorphous forms. Cristobalite and tridymite are silica mineral quartz polymorphs that exhibit the same chemical formula but have different crystal structures.

In most cases, cristobalite is the first crystallization product of the amorphous SiO2 at high temperatures. In tridymite, the silica tetrahedra are packed in a two-layer structure, while in cristobalite, the silica tetrahedra are packed in a three-layer structure [43]. Cristobalite and tridymite have a more open structure than quartz, which allows the inclusion of other elements into its crystal structure [43].

A change was observed in the reflective angle of the montmorillonite in dieselcontaminated soil (2*θ* = 5.70◦) in comparison with natural soil (2*θ* = 5.88◦). This shift to the left of montmorillonite peak caused an increase in the lattice spacing of the montmorillonite mineral [44]. It implies that montmorillonite may undergo a swelling effect of the internal layer, from d001 = 15.018 Å (for natural soil) to d001 = 15.492 Å (for diesel-contaminated soil), due to its diesel contamination.

Soil contamination also decreased the peak area of the montmorillonite minerals, which was due to a reduction in the column length of the reflective minerals. This indicated a decrease in the montmorillonite minerals' concentration [44].

Although the peaks of quartz, cristobalite, and tridymite minerals did not show a shift in their reflective angle, their intensities were reduced after soil contamination. This was due to a coating effect on the mineral surface, caused by the peripheral adsorption of diesel on these minerals [44]. Such an effect resulted in an apparent decrease in the concentration of mineral crystals, since they were not able to reflect the incident X-rays as the natural soil could.

#### *3.10. Impact of Diesel Contamination on the Chemical Elements of the Soil*

The results of the analysis of the chemical elements of both natural and contaminated soils are presented in Table 6. For both soil conditions, the major elements detected were Si, Fe, Al, Ca, Na, and K, while minor elements were Mg, Mn, and Zn. In nature, inorganic exchange ions (e.g., Ca2+ and Na+) frequently balance the clays' net negative charge [33]. Further, in clays, the hydrophilic nature of the mineral surfaces is due to the occurrence of Si–O groups and the hydration of those inorganic exchangeable ions [33].

Although the concentration of the elements detected varied from natural to contaminated condition, no significant changes were observed (*p* > 0.09), except for calcium (*p* < 0.01). The statistical analysis of this data set is presented in Appendix A. The reduction of calcium content after soil contamination was attributed to a chemical reaction with any of the diesel constituents; for example, the sulfur contained in the applied diesel. Due to the calcium concentration decrease in the contaminated soil matrix, both a pH and a cation exchange reduction can be expected [45].

#### *3.11. Effect of Diesel Contamination on Some Properties Related with Its Possible Remediation* 3.11.1. Electrical Conductivity of the Soil

The EC of soil has been used as a parameter related to the level of macronutrients and micronutrients available in the soil [46]. The EC of the natural soil decreased from 536 ± 86 μS/cm to 420 ± 38 μS/cm after its contamination. Due to this significant decrease (*p* < 0.03), it is possible that the available nutrients for both microorganisms and plants may be unbalanced, and an addition of external nutrients may be needed for soil bioremediation. The observed EC reduction has been previously reported [9], and it was attributed to the low dielectric constant of the diesel which reduced the dielectric constant of the soil's pore fluid [9].

#### 3.11.2. Organic Matter Content in the Soil

The organic matter content of natural soil increased from 5.7% ± 0.5% to 11.6% ± 0.2% after its contamination. This increment was related to the presence of diesel in soil—no other sources of organic matter were added. Due to the organic nature of diesel, it is possible to infer that organic carbon concentration in contaminated soil also increased. Thus, the C:N:P ratio of contaminated soil has to be verified because if it is not in a suitable range, the efficiency of the available bioremediation and phytoremediation techniques may be reduced.

#### 3.11.3. Soil's Cation Exchange Capacity

Soil's CEC is one of the factors that influence its pH buffer capacity. After soil contamination, its CEC was reduced by 50% in comparison with its CEC at its natural condition (from 75.94 to 38.41 cmol+/kg). This indicates a drop in the pH buffering capacity of the contaminated soil that is reflected in its acidification because the higher the CEC capacity, the higher the pH buffering capacity [46].

Kaya and Fang [37] suggested that the decrease of the CEC was associated to the reduction of the dielectric constant of the pores' fluid, because the number of the exchangeable cations diminished when the dielectric constant of the pore fluid got reduced.

The CEC reduction indicates that contaminated soil decreased its capacity to retain and release cations, such as Ca2+, Mg2+, K+, and Na+, by electrostatic forces, in comparison with natural soil. So, a reduction in soil fertility can be expected since Ca2+, Mg2+, K+, Mn2+, and Fe2+ are considered as bioavailable metal cation species essential for green plant nutrition and soil microorganisms [47].

It is known that organic matter has a high CEC. Thus, an increase in the CEC of contaminated soil, due to the increment of its organic matter content, can be expected. However, a decreased CEC in contaminated soil was observed. When diesel was added to the natural soil, cation exchange between diesel and calcium cations (Ca2+), contained in both clay minerals and organic matter, was promoted.

This process released Ca2+ in the soil's pores' solution that were used by clay particles to flocculate and, at the same time, to counteract the acidification effect caused by the added H+. Thus, although the organic matter content increased in contaminated soil, it could not increase its CEC.

#### **4. Conclusions**

The geotechnical properties of unsaturated diesel-contaminated soil were evaluated and compared with the ones obtained for the soil under natural condition. Diesel concentration in the soil was gradually increased from 0% to 14%; however, the soil could only retain 12.62% ± 0.27% of the added diesel, which corresponded to a saturation rate of 79.46% ± 1.03%. This result indicated that the soil only retained the necessary diesel to fulfil its hydration demands.

Diesel contamination of soil reduced its calcium content and caused a decrease in the pH of the soil. Diesel promoted the agglomeration of fine-grain-sized particles of the soil and changed the particle size distribution of the contaminated soil.

The cohesion of contaminated soil decreased by 20%, while its internal friction angle increased by 30%. Although the matric suction of contaminated soil was considerably lower than the one obtained for natural soil; its osmotic suction was considerably higher. This contributed to an increase in the shear strength of the contaminated soil as compared to the natural soil. However, before considering that the contaminated soil quality improved due to its higher shear strength, the consolidation behavior of the contaminated soil should be assessed.

**Author Contributions:** Conceptualization, C.E.H.-M.; experiment set up, C.E.H.-M.; investigation, P.G.R. and C.E.H.-M.; data visualization, P.G.R. and C.E.H.-M.; writing–original draft, C.E.H.-M.; writing–review & editing, P.G.R., O.C.A. and C.E.H.-M.; project administration, C.E.H.-M.; funding acquisition, C.E.H.-M. and O.C.A. All authors have read and agreed to the published version of the manuscript.

**Funding:** This research was funded by the Consejo Nacional de Ciencia y Tecnología (CONACYT), grant number 270161, and by the Universidad Autónoma de Querétaro, grant number FIN-2020-03 (FONDEC-UAQ-2019).

**Institutional Review Board Statement:** Not applicable.

**Informed Consent Statement:** Not applicable.

**Data Availability Statement:** Data presented is contained within the article.

**Conflicts of Interest:** The authors declare no conflict of interest. The funders had no role in the design of the study; in the collection, analyses, or interpretation of data; in the writing of the manuscript, or in the decision to publish the results.

#### **Appendix A**

Statistical analysis of the concentration of the chemical elements of the soil reported on Table 4. The analysis was executed in Excel for Microsoft 365 with the "Data analysis" tool.

#### **Table A1.** Sodium.

#### **Table A2.** Magnesium.

#### **Table A3.** Aluminum.

#### **Table A4.** Silica.

#### **Table A5.** Potassium.

#### **Table A6.** Calcium.

Total 16.6180015 5

**Table A10.** Zinc.

#### **References**


*2.2. HFS*

Due to the complexity of the evaluated object in practice, decision makers may have difficulty determining an accurate value of the membership level. To deal with this situation, Torra [8] developed the HFS theory in which the membership degree is expressed by several possible values.

**Definition 4.** *Let* ℘([0, 1]) *be the set of all subsets of the unitary interval and X be a non- empty set. Let hA* : *X* → ℘([0, 1])*, then an HFS A on X is defined by*

$$A = \{ \langle \mathbf{x}, h\_A(\mathbf{x}) \rangle | \mathbf{x} \in X \}. \tag{7}$$

**Definition 5.** *A hesitant fuzzy element (HFE) is a non-empty and finite subset of* [0, 1] *[27].*

Although a HFE can be given by any subset of [0, 1], in practice, HFS is commonly restricted to finite set in the MCDM problems [27]. Therefore, Bedregal at al. [35] proposed the typical hesitant fuzzy set (THFS), which is the finite and non-empty HFS. Later, Alcantud and Torra [36] defined the uniformly typical hesitant fuzzy set (UTHFS) that can simplify many theoretical and practical arguments, which is a generalized form of THFS. In this paper, the evaluation information of decision makers is expressed by UTHFS during the MCDM processes under hesitant fuzzy environment.

**Definition 6.** *Let* H ⊆ ℘([0, 1]) *be the set of all finite and non-empty subsets of* [0, 1]*, and let X be a nonempty set. Then, a THFS A on X is defined by Equation (7), where hA* : *X* → H*. Each h* ∈ H *is called a typical hesitant fuzzy element (THFE) [35].*

**Definition 7.** *Let A be a THFS on X, if there is N such that the cardinality of the THFS lA*(*x*) ≤ *N for each x* ∈ *X. Then, the THFS A is an UTHFS. Each h* ∈ H *is called an uniformly typical hesitant fuzzy element (UTHFE) [36].*

To aggregate the hesitant fuzzy evaluation information, Xia and Xu [27] investigated the operations of HFEs, which is also valid for fusing UTHFEs.

**Definition 8.** *Let h, h*1*, and h*2 *be three UTHFEs, λ* > 0*, then*

$$h\_1 \oplus h\_2 = \underset{\gamma\_1 \in h\_1, \gamma\_2 \in h\_2}{\cup} \{\gamma\_1 + \gamma\_2 - \gamma\_1 \gamma\_2\};\tag{8}$$

$$h\_1 \otimes h\_2 = \underset{\gamma\_1 \in h\_1, \gamma\_2 \in h\_2}{\cup} \{\gamma\_1 \gamma\_2\};\tag{9}$$

$$\lambda h = \underset{\gamma \in h}{\cup} \left\{ 1 - (1 - \gamma)^{\lambda} \right\};\tag{10}$$

$$h^{\lambda} = \underset{\gamma \in \mathcal{h}}{\cup} \{\gamma^{\lambda}\}. \tag{11}$$

#### *2.3. The PA Operator*

Aggregation operator plays a crucial role in the process of information fusion. Sometimes, the criteria have different priorities according to their important degree; thus, Yager [31] constructed the PA operator to address these situations.

**Definition 9.** *Let C* = {*C*1, *C*2,..., *Cn*} *be a set of criteria, which are divided into several priority levels, i.e., the priority of Cp is higher than Cq when p* < *q. The Cj*(*x*) ∈ [0, 1] *is the evaluation value of the alternative x concerning the criteria Cj. Thus, the PA operator is expressed by*

$$PA(\mathbb{C}\_1(\mathbf{x}), \mathbb{C}\_2(\mathbf{x}), \dots, \mathbb{C}\_n(\mathbf{x})) = \sum\_{j=1}^n w\_j \mathbb{C}\_j(\mathbf{x}).\tag{12}$$

*where wj* = *Tj*/∑*n j*=1 *Tj, Tj* = ∏*j*−1 *k*=1 *Ck*(*x*)*, and T*1 = 1.


**8. Conclusions**

This study provided a comparative assessment of metrics of energy consumption and CO2 emission for various PDSs with a rated power in the range of 2.2–200 kW. The converter-fed PDSs with the IE3 IM, IE4 IM, and SynRM are considered. The analysis was based on extensive data from the technical specifications of the PDS [43–45] and pump manufacturers [27–30]. These data were processed using mathematical methods of polynomial and bilinear interpolation, regression, and a semianalytical model of a variable-speed pump unit. As a result of the analysis, the interpolating polynomials were constructed to evaluate the metrics of interest for any PDS from the entire considered power range.

This study showed that to achieve the goals of reducing greenhouse gas emissions, it is extremely important to use electric motors of higher energy-efficiency classes. The state of the art (IMs and SynRMs of the IE4 class) already allows effectively implementing the requirements of the European Commission [10], prescribing the mandatory use of IE4 class motors in the rated power range of 75–200 kW from 1 July 2023. The results showed that when replacing IE3 motors with IE4 motors, the largest reduction in CO2 emissions was shown by the low-power motors, which make up the vast majority of electric motors in service [54]. This justifies the mandatory use of IE4 motors for lower power ratings.

In addition, it was shown that the SynRMs of the IE4 class demonstrated significantly better indicators of reduction of CO2 emissions and energy savings than the IMs of the same energy-efficiency class. Moreover, SynRMs have several operational advantages, such as their simpler design and manufacturing technology, at a price comparable to the price of the IE3 IMs. As a result, when replacing an IE IM, the energy savings of an IE4 SynRM will be approximately 2 times higher, and the payback period will be approximately half that of the IE4 IM for the entire considered power range. At the same time, the influence of the SynRM's lower power factor compared to IMs and the associated need for frequency converters with a higher power rating does not significantly affect the payback period.

According to the results of this study, in order to achieve the goals of the European Green Deal [1,2], it is recommended to legislatively expand the mandatory power range of electric motors of IE4 class from 75–200 kW to at least 7.5–200 kW.

In future work, the potential for significant reductions in greenhouse gas emissions in other mass applications of electric machines will be investigated. For example, fans and compressors are in principle similar to pumps, but have different typical operating conditions. The subject of future work may be an assessment of the energy-saving potential, payback periods, and CO2 emissions for various typical operating profiles of such equipment. Moreover, a fast-growing quantity of electric vehicles also consumes an increasing share of electricity, which makes analysis in this area relevant.

In addition, on the basis of the developed model, it is possible to optimize the operating points of multipump units, which include pumps operating in parallel on the same pipeline.

**Author Contributions:** Conceptual approach, V.D. and V.P.; data curation V.D. and V.G.; calculations and modeling, V.G. and V.K.; writing of original draft, V.D., V.G., V.K. and V.P.; visualization, V.G. and V.K.; review and editing, V.D., V.G., V.K. and V.P. All authors have read and agreed to the published version of the manuscript.

**Funding:** The work was partially supported by the Ministry of Science and Higher Education of the Russian Federation (through the basic part of the government mandate, Project No. FEUZ 2020-0060).

**Institutional Review Board Statement:** Not applicable.

**Informed Consent Statement:** Not applicable.

**Data Availability Statement:** In this article, for the analysis, the technical specifications of the manufacturers of electric motors and pumps were used [27–30,43–45].

**Conflicts of Interest:** The authors declare no conflict of interest. The funders had no role in the design of the study; in the collection, analyses, or interpretation of data; in the writing of the manuscript; or in the decision to publish the results.