Microscopic Mechanism of Cement Improving the Strength of Lime-Fly Ash-Stabilized Yellow River Alluvial Silt

Silt is a kind of soil with poor engineering performance. Lime-fly ash(LF-) stabilized silt has the problem of low early strength. In this study, it is aimed to investigate the effect of cement on improving the strength of LF-stabilized silt and reveal the microscopic mechanism. A fixed percentage of LF (18%) plus different percentages of cement (0%, 2%, 4%, and 6%) were mixed with Yellow River alluvial silt (YRAS). Soil samples for tests were artificially made by compaction in the laboratory. Unconfined compressive strength (UCS) tests were performed on soil samples cured for 7 d, 28 d, 60 d, and 90 d. Scanning electron microscope (SEM) tests, energy dispersive X-ray spectroscopy (EDS) tests, and mercury intrusion porosimetry (MIP) tests were performed on soil samples cured for 7 d and 28 d. UCS results showed that the early strength of LF-stabilized YRAS developed significantly after adding cement. UCS also increased with the increase in cement content and curing time. SEM results revealed the differences in microstructure of LF-stabilized YRAS before and after adding cement. Before adding cement, the main microstructure characteristics included small soil particles, large number of pores, and loose particle arrangement. After adding cement, the main microstructure characteristics included large bonded particles, small number of pores, and dense particle arrangement. +e EDS results showed that, after curing for 28 d, the elements of gels in stabilized YRAS had changed, mainly including appearance of C and a significant increase of Ca. MIP results showed that the pores with a size of 1 μm∼10 μm accounted for the largest proportion in stabilized YRAS. +e product (mainly C-S-H) of cement hydration mainly filled the pores with a size larger than 10 μm at the early stage. Combining strength results and microresults, the micromechanism of cement improving the strength of LF-stabilized YRAS was discussed.


Introduction
Silt is a fine-grained soil or the fine-grained portion of soil, with a plasticity index less than 4 or if the plot of plasticity index versus liquid limit falls below the "A" line [1]. Silt can be seen in many areas of China, such as Jiangsu, Anhui, Hubei, Henan, Shandong, Shanxi, and many other provinces. Silt from different areas may have different engineering characteristics. Much silt can be seen in the Ancient Yellow River district of Jiangsu Province, China. Silt from this area is the product of alluvial action of the Yellow River. So, it is called the Yellow River alluvial silt (abbreviated as YRAS). is type of soil has poor engineering properties. It is difficult to compact in dry conditions, and it is easily liquefied under dynamic load. In addition, it has the disadvantages of low strength and low stiffness. Without effective treatment, this soil as a foundation may cause many problems, such as uneven settlement, excessive lateral deformation, and building instability [2].
ere are many ways to improve the engineering properties of soil, in which stabilization is economical, fast, and efficient. Soil stabilization means improving the engineering properties of soil by adding curing agent. After adding the curing agent into the soil, complex physical and chemical actions will occur in the mixture of soil and curing agent. Because of its good effect, soil stabilization has been widely used in civil engineering [3][4][5][6][7][8][9][10][11]. After stabilization, many engineering properties of soil can be improved. Pu et al. [7] carried out mechanical tests on silt stabilized by lime, lime-cement, and SEU-2 binder and found that adding curing agent could effetely improve the unconfined compressive strength and water stability of silt. Pu et al. [12] also conducted one-dimensional consolidation tests and consolidated undrained triaxial compression tests on silt stabilized by SEU-2 binder and revealed that the deformation properties and shear strength had been greatly improved after stabilization. e study of Wang et al. [13] also showed that cement and lime stabilization improved the undrained shear strength of sediment from Dunkirk Port in France. Dispersive and expansive soils could cause serious problems for many engineering structures. To solve this problem, Türköz et al. [14,15] innovatively used cement-natural zeolite mixtures and silica fume-lime mixtures to stabilize clay soil with dispersive and swell properties, respectively. A series of tests including swell percentage, swell pressure, crumb, pinhole, unconfined compressive strength, and unconsolidated-undrained triaxial compression tests were performed on stabilized clay soil. e results showed that cement-natural zeolite mixtures and silica fume-lime mixtures can not only significantly improve swell and dispersive characteristics of soil but also effectively increase the strength. Soil structure has a great influence on soil engineering performance, especially for undisturbed soil and stabilized soil. Wang et al. [16] studied the influence of cement/lime on the nonlinear stress-strain behaviour with relation to the constrained modulus. e study showed that cement and lime were important for the strength development of soil, and they could increase the compression index of soil. Similar conclusions were obtained in the study of the one-dimensional compression behaviour of cement-lime-stabilized soft clay [17]. In a word, stabilization can effectively improve the engineering performance of soil.
Traditional curing agents used for soil stabilization mainly include cement [13,18,19], lime [20,21], and other calcium-based curing materials. Some new curing materials may also have a good curing effect. For example, carbonated reactive magnesia has a good ability to stabilize silt [22,23]. For some special soil, a curing agent alone does not work well. e mixtures of industrial by-products and cement/ lime may have a better curing effect and be more economical. e mixtures used include cement-fly ash [5,24], cement-lime [7,25], cement-zeolite [15], and silica fumelime [14]. As a kind of stabilizer, the mixture of lime and fly ash has the advantages of low cost, easy construction, and good stabilizing effect, and so it has been widely used in road engineering [26][27][28][29]. At present, some scholars have conducted relevant research on the engineering characteristics of lime-fly ash-stabilized silt. e study shows that lime-fly ash-stabilized silt has the advantages of high late strength, good integrity, high resistance to bending, and high modulus [30,31]. In view of the great engineering properties, lime-fly ash-stabilized YRAS (abbreviated as LF-YRAS) was originally intended to be used as subbase of a highway in Jiangsu Province of China. Preliminary tests showed that LF-YRAS has the advantages of good integrity and high late strength, but it also has the disadvantage of low early strength, which may affect construction progress. In order to improve the early strength of LF-YRAS, cement was chosen as an additional additive because of its characteristics of rapid hydration, short setting time, and high early strength [15,32,33]. e macroscopic mechanical properties of soil essentially depend on its microstructure, so studying soil microstructure characteristics helps to better understand the mechanism of strength improvement [34,35]. Some scholars have used different microscopic methods to study the microstructure characteristics of soil or stabilized soil, including scanning electron microscopy (SEM) [36][37][38][39][40], mercury intrusion porosimetry (MIP) [41][42][43], energy dispersive X-ray spectroscopy (EDS) [44][45][46], and X-ray diffraction [25,47]. Using microscopic technology to study soil microscopic properties has become quite popular and mature. In this study, three kinds of microscopic methods, i.e., SEM, EDS, and MIP were used to explore the microscopic properties of stabilized YRAS.
In short, in this study, unconfined compression strength (UCS) tests, SEM tests, EDS tests, and MIP tests were carried out on stabilized silt samples. Based on the results of UCS tests, the effects of cement on improving the early strength of LF-YRAS will be explored, and the influence of additive amount and curing age on strength will be studied. Based on the results of SEM, EDS, and MIP tests, the microstructure, element composition, and pore characteristics of LF-YRAS before and after adding cement will be compared. Finally, the microscopic mechanism of cement improving the strength of LF-YRAS will be discussed.

Test Materials.
For the tested soil samples were artificially made in the laboratory, disturbed soil was collected by using a simple shovel in the shallow layer (about 0.5 m deep) from the waste Yellow River district in the northern part of Jiangsu Province, China. e specific location is 34°04′N and 119°48′E as shown in Figure 1.
Soil grain size distribution measured using a laser particle size analyzer is shown in Figure 2. It can be seen from Figure 2 that the contents of clay-size (<5 μm) particles, siltsize (5∼75 μm) particles, and sand-size (>75 μm) particles are 8.78%, 58.79%, and 32.43%, respectively. e basic physical properties of soil are shown in Table 1. Soil chemical composition measured using an X-ray fluorescence spectrometer is shown in Table 2. It can be seen from Table 2 [49], the fly ash was tested, and the results showed that the total content of SiO 2 , Fe 2 O 3 , and Al 2 O 3 was 79.16%. e content of CaO in fly ash was 0.64%. e loss on ignition of fly ash was 7.79%. e specific surface area of fly ash was 2520 cm 2 /g. e cement used in the test was ordinary Portland cement P.O32.5 purchased from Nanjing City of China. e cement was off-white and powdery. According to the technical specification of Portland Cement for Road (GB 13693-2005) [50] of China, the cement was tested, and the results showed that the main components of cement were CaO (55.37%), SiO 2 (25.41%), and Al 2 O 3 (10.09%). e initial setting time and final setting time of the cement were 205 min and 260 min, respectively.

Test Scheme.
e test scheme is shown in Table 3. As shown in Table 3, the content of lime + fly ash is fixed at 18% (6% lime and 12% fly ash), and the content of cement is 2%, 4%, and 6%. For brevity, in Table 3, C2, C4, and C6 represent the soil added with 2%, 4%, and 6% cement, respectively.
According to the test plan in Table 3, standard compaction tests were firstly performed on YRAS, LF-YRAS, C2, C4, and C6 in accordance with the procedure in Test Methods of Soils for Highway Engineering (JTG E40-2007) [48]. e test results are shown in Table 4. During compaction tests, the diameter of the hammer was 5 cm. e mass of the hammer was 2.5 kg. e drop height was 30 cm. A test tube with a diameter of 10 cm and a height of 12.7 cm was used. e soil was filled in 3 layers, and the number of hammering per layer was 27. e energy density of hammering was 598.2 (kJ/m 3 ).

Test Methods.
Soil samples for UCS tests were artificially made in the laboratory. e method of making samples was strictly in accordance with the Chinese specification of Test Methods of Soils for Highway Engineering (JTG E40-2007) [48]. First of all, according to the test plan in Table 3, silt and additive (lime-fly ash or cement-lime-fly ash) were mixed and stirred uniformly in a small mixer. Secondly, referring to the compaction test results in Table 4, optimal amount (by dry weight of silt-additive mixture) of distilled water was added to the soil. e water contents were 18.9%, 18.0%,   Advances in Civil Engineering 17.7%, and 17.5% for LF-YRAS, C2, C4, and C6, respectively. After adding water, the soil was stirred again until completely homogeneous. And then, the wetted soil was immediately put into the sample maker and compacted. In order to be consistent with practical engineering, the degree of compaction was 96% by controlling sample weight. After compaction, a cylindrical sample with a diameter of 5 cm and a height of 10 cm was made. A study showed that delayed compaction had a significant effect on the strength of lime-stabilized clay soil [51]. In order to avoid the effect of delayed compaction, in this study, every sample was made within one hour after adding water. Next, the sample was sealed in a plastic bag and placed in a standard curing room (temperature 20 ± 3°C and relative humidity ≥95%) for curing. Temperature is a key factor affecting the speed of soil stabilization [52], so the curing temperature was the same and consistent for all samples. For standard curing, the curing time was 7 d, 28 [53]. First of all, the sample for the SEM test was carefully broken into small pieces, in which a small piece (about 1 cm 3 ) with a clear section was selected. e clear section should not be disturbed before testing. Secondly, the small piece was rapidly frozen in liquid nitrogen (−190°C) and then placed in a vacuum freeze-drying apparatus named XIANOU-18N for 24 h. Next, the small dry piece was plated with a thin layer of carbon to improve conductivity. Finally, SEM tests were performed on the small piece using Scanning Electron Microscopy S-3000N, which was produced by Hitachi Company of Japan.
e EDS tests and SEM tests were performed simultaneously. In SEM views, some points (also called microareas) that can reflect the typical morphology of sample microstructure were selected, and then, the EDS tests were performed on these points one by one. By detecting and analyzing the characteristic X-rays from these points, the types and contents of the element could be obtained in EDS. e EDS tests were carried out in accordance with the procedures in Microbeam Analysis-Quantitative Analysis using Energy Dispersive Spectrometry (GB/T 17359-2012) [54].
Except for plating a thin layer of conductive material on the surface, sample preparation for MIP tests was the same as that for SEM tests. After freeze-drying, MIP tests were directly performed on the dried samples using an automatic mercury porosimeter called AutoPore IV9500 that was produced by Micromeritics Instruments Corporation. e tests were carried out in strict accordance with the procedures in Pore Size Distribution and Porosity of Solid Materials by Mercury Porosimetry and Gas Adsorption-Part 1: Mercury Porosimetry (GB/T 21650.   [55].

UCS Test.
e UCS test results are shown in Figure 3. It can be seen from Figure 3 that LF-YRAS has low early UCS. e UCS only reaches 73.5 kPa after 7 d standard curing and 224.2 kPa after 28 d standard curing, which does not meet the requirements for subsequent construction. It can also be seen from Figure 3 that with the increase of curing time, UCS increases, and adding cement can effectively improve the UCS of LF-YRAS, especially at the early stage. By adding 4% cement, the UCS of LF-YRAS increases to 285.2 kPa (7 d standard curing) and 575.3 kPa (28 d standard curing), which meets the requirements for subsequent construction. In addition, it can be found that adding cement can improve  Advances in Civil Engineering the water stability of LF-YRAS. For LF-YRAS, the UCS of the water curing sample is lower than that of the standard curing sample, while after adding cement, the situation is reversed. In order to further reflect cement contribution to improve the UCS of LF-YRAS at different curing stages, the term "UCS growth rate" is introduced. UCS growth rate refers to the ratio of net strength increase after adding cement to the strength before adding cement of LF-YRAS. In brief, the physical implication of this term is net strength increase (%) of LF-YRLS after adding cement, and this term is helpful to clearly see how much cement has contributed to strength increase and at which curing stage the cement is more effective. UCS growth rates at different curing times are shown in Figure 4. Figure 4 shows that the UCS growth rates have higher values at the early stage (curing for 7 d) and then gradually decrease as curing time increases, and finally, they tend to be stable after 28 d curing.
is means that cement is more effective for the early strength development of LF-YRAS.
Many scholars have studied the relationship between strength and curing time of stabilized soil. Horpibulsuk et al. [18] proposed the relationship between UCS and curing time of cement-stabilized soil. e relationship is as follows: where t is curing time (days), A is a constant, B is coefficient, UCS t is the UCS of stabilized soil after curing for t, and UCS 28d is the UCS of stabilized soil after curing for 28 d.
Referring to the method of Horpibulsuk, the UCS of stabilized YRAS is normalized similarly in this study. e normalized result is shown in Figure 5. From Figure 5, it can be seen that the correlation between normalized UCS and curing time is quite good (R 2 � 0.97). e fitting relationship between normalized UCS and curing time is as follows: where t is curing time (days), UCS t is the UCS of stabilized YRAS after curing for t, and UCS 28d is the UCS of stabilized YRAS after curing for 28 d. It can be seen from equation (1) that, when curing time t is equal to 0, the equation has no meaning. is means the soil samples that have just been made have infinitely low negative strength, which is inconsistent with the actual situation. Unlike equation 1, equation 2 has no such defect. In equation (2), the relationship between normalized UCS and curing time is linear, and the equation has meaning at    Advances in Civil Engineering the point of t � 0. According to equation (2), once the UCS of 28 d curing is known, the UCS of other curing times can be predicted, which has a practical value for optimizing YRAS stabilization design and shortening the construction period. It can be inferred from the difference between equations (1) and (2) that these two equations are not universal for all stabilized soils. Equation (1) is for high water content clay stabilized by cement, while equation (2) is for silt stabilized by a mixture of cement, lime, and fly ash. Different stabilized soil may have different equations. Whether equation (2) can be applied to other types of soil still needs further study. Figure 6, in which Figure 6(a) shows the SEM views of LF-YRAS and Figure 6(b) shows the SEM views of C2. As marked in Figures 6(a) and 6(b), the bright parts represent soil particles and the dark parts represent pores between particles. From Figure 6(a), some obvious microstructure features of LF-YRAS can be seen. First, it can be seen that the sizes of soil particles are quite small (mainly 10 μm∼100 μm). is size distribution is nearly consistent with silt in Figure 2, in which silt-size (5∼75 μm) particles account for 58.79%. Second, by comparing with Figure 6(b), it can be seen that there are more and larger pores in LF-YRAS. Considering the same sample preparation, the reason for more and larger pores is that there are few gels to coat soil particles and fill pores. ird, it can be seen that the arrangement of soil particles is quite loose. ere are few connections between soil particles, leading to unstable microstructure. Once loaded, the soil particles are easier to turn and slide, which is macroscopically low in strength. In summary, the main microstructure features of LF-YRAS include small soil particles, large number of pores, and loose particle arrangement. e reason why LF-YRAS has such microstructure features is that there are few gels. At this early stage, the hydration reaction of CaO, ion exchange reaction of Ca 2+ , and crystallization reaction of Ca(OH) 2 proceed slowly, which produces small amounts of gels such as Ca(OH) 2 and Ca(OH) 2 •nH 2 O. In addition, carbonation reaction of Ca (OH) 2 and pozzolanic reaction proceed much more slowly, so not enough gels are produced at this stage. For stabilized soil, the quantity and strength of gels are the most important factors for improving soil strength, so few gels mean low strength.

SEM Test. SEM test results are shown in
From Figure 6(b), some microstructure features of C2 can be seen. First, it can be seen that the particles in C2 are coated and bonded by gels, which are quite different from LF-YRAS. e coated and bonded particles have larger sizes. Second, it can be seen that compared with LF-YRAS, C2 has fewer and smaller pores. e reason is that many gels have filled the pores between particles. ird, it can be seen that the arrangement of soil particles is very dense. Because of the coating, bonding, and filling of gels, C2 has a stable microstructure, and the particles are not easy to turn and slide when subjected to load, which is macroscopically high in strength. In summary, after adding 2% cement to LF-YRAS, the changes of microstructure mainly include large bonded particles, small number of pores, and dense particle arrangement. e reason why C2 has such microstructure changes is that the hydration of cement is fast. Many gels (mainly CaO•SiO 2 •YH 2 O) are produced from cement hydration at this early curing stage [15]. e gels coat soil particles, bond soil particles, and fill pores between soil particles, which change the microstructure and improve the strength of soil.
Based on the differences of microstructure between LF-YRAS and C2, how the gels change microstructure and improve strength can be summarized. e main functions of the gels include coating, bonding, and filling. First of all, a small amount of produced gels attach themselves to soil particles as shown in Figure 6(a). Secondly, as the amount increases, enough gels can completely coat the soil particles. Of course, gels continuously fill the pores between particles while coating. Finally, as more pores are filled with gels, the coated particles are gradually bonded together firmly. e gels have great bonding strength and cohesion once they harden, so the bonding between coated particles is strong. e strong bonding makes the soil particles not easy to turn and slide when subjected to load, so the soil has higher strength.
To see the gels in C2 more clearly, SEM tests with larger magnification were performed, and the results are shown in Figures 6(c) and 6(d). It is known that the main product of cement hydration reaction is CaO•SiO 2 •YH 2 O (abbreviated as C-S-H), which accounts for about 70%. As evidence of hydration, lots of fibrous C-S-H (Figure 6(c)) and reticulate C-S-H (Figure 6(d)) can be found in C2. By analyzing the composition of cement and lime-fly ash, it can be known that both cement hydration and fly ash-lime reaction can produce C-S-H gels. However, by comparing Figures 6(a) and 6(b), it can be found that there are few gels in LF-YRAS, while there are many gels in C2. erefore, it can be inferred that the main source of C-S-H gels in C2 is cement hydration at this early stage (curing for 7 d).

EDS Test.
e EDS test results are shown in Figure 7. In each SEM view, three test points are selected. e points are selected on gels attached to soil particles or gels between soil particles. On each point, an energy spectrum can be obtained. e function of Spectrum 2 and Spectrum 3 is to check the correctness and representativeness of Spectrum 1. In Figure 7, Spectrum 2 and Spectrum 3 are both nearly the same as Spectrum 1, which proves the representativeness of Spectrum 1. For brevity and clarity, Spectrum 2 and Spectrum 3 are not shown. Based on the EDS test results, the contents of different elements are shown in Figure 8.   Figure 8. It can be seen from Figure 8 that, with the increase of curing time, the changes of element in C2 include appearance of C (new element), significant increase of Ca, increase of O, decrease of Mg, Al, Si, K, and Fe, and disappearance of Na and Ti. First, an important change is the appearance of C, by which it can be predicted that carbonization occurs in C2. By analyzing the composition, it can be known that the source of carbonization is Ca(OH) 2 . As a product of carbonization, CaCO 3 has the properties of being insoluble in water, high strength, and good water stability, which contributes to increasing soil strength. Second, another important change is the significant increase in Ca. After curing for 7 d, the atom content of Ca is 9.56%, while after curing for 28 d the atom content increases to 34.18%. e reason for the significant increase in Ca includes not only carbonization but also ion exchange. With the increase of Ca 2+ in pore water, Ca 2+ continuously exchanges with Na + , K + , and other ions attached to soil particles, which  Advances in Civil Engineering leads to the gradual increase of Ca 2+ and a decrease of other ions on soil particles. After the replacement of univalent ion (Na + and K + ) by divalent ion (Ca 2+ ), the thickness of bound water of soil particles becomes thinner, and thus, the spacing between soil particles becomes smaller, which reduces soil plasticity and increases soil strength. Finally, although the absolute amounts of Mg, Al, Fe, and Si almost no change, their relative amounts (%) must decrease as the absolute amounts of O and Ca increase significantly.

MIP Test.
According to the relationship between injection pressure and injection amount in the MIP test, the cumulative pore volume percentage curve of stabilized YRAS is obtained, as shown in Figure 9. It can be seen from Figure 9 that the curves show a significant change at the point where the cumulative pore volume percentage equals 90%, while the corresponding pore diameters at this point (d 90 ) are different. e d 90 of LF-YRAS is 10-20 μm, while the d 90 of C2 is about 5 μm. In addition, it can be seen from Figure 9 that the curve of LF-YRAS is steeper and more biased to the right side than the curve of C2. Steeper curve means that LF-YRAS has more concentrated pore size distribution, and a curve more biased to the right side means LF-YRAS has more pores with larger size, which is consistent with the results of the SEM test.
Horpibulsuk classified the pores of stabilized soil into 5 types according to pore size, which includes pore with a size smaller than 0.01 μm (pore in soil aggregate), pore with 0.01-0.1 μm size (pore between soil aggregate), pore with 0.1-1 μm size, pore with 1-10 μm size, and pore with a size larger than 10 μm [20,24]. Referring to the method of Horpibulsuk, the pores of stabilized YRAS are classified, and the result is shown in Figure 10. It can be seen from Figure 10 that, in stabilized YRAS, the pores with 1-10 μm size have the largest percentage: 54.45% in LF-YRAS (7 d), 61.1% in C2 (7 d), and 47% in C2 (28 d). In addition, it can be clearly found that LF-YRAS has more large pores than C2. In LF-YRAS, the pores with a size larger than 10 μm account for 37.17%, whereas in C2 the pores with a size larger than 10 μm only account for 9.64% (7 d) and 11.27% (28 d), which is consistent with the qualitative analysis of the previous SEM test. Horpibulsuk believes that cement hydration products mainly fill pores with 0.1-10 μm size [20], and Du believes that cement hydration products mainly fill pores with 1-10 μm size [56]. However, it can be seen from Figure 10 that, for stabilized YRAS, the cement hydration products mainly fill the pores with a size larger than 10 μm at the early stage (before 7 d) and fill the pores with 1-10 μm size at the later stage (7 d-28 d). At the early stage (before 7 d), the pores with a size larger than 10 μm account for 37.17% in LF-YRAS, while the percentage is reduced to 9.64% in C2. At the later stage (7 d-28 d), the percentage of pores with 1-10 μm size is reduced from 61.1% to 47% in C2.
In summary, the microscopic mechanism of cement improving the strength of LF-YRAS can be ascertained based on the test results of SEM, EDS, and MIP. At the early stage (before 7 d), many gels (mainly C-S-H) are produced due to the rapid hydration reaction of cement, and the gels coat soil particles, bond soil particles, and fill the pores between soil particles, which change the microstructure of LF-YRAS. e microstructure changes include large bonded particles, small number of pores, and dense particle arrangement. e percentage of pores with large size (larger than 10 μm) decreases from 37.17% to 9.64%. ese changes work together to help improve the early strength of LF-YRAS. At the later stage (7 d-28 d), with the increase of curing time, there are more hydration reactions and pozzolanic reactions in stabilized YRAS, which further changes soil microstructure. e percentage of pores with 1-10 μm size is reduced from 61.1% to 47% in C2. In addition, carbonization and ion exchange occur in C2, which produces CaCO 3 and thins bound water of soil particles. In a word, hydration reaction, pozzolanic reaction, carbonation, and ion exchange have worked together to improve the later strength of stabilized YRAS.

Conclusions
In this paper, the effect of cement on improving the strength of LF-YRAS and its microscopic mechanism has been experimentally studied. e main conclusions are listed as follows: (1) LF-YRAS has low early UCS, which does not meet the requirements for subsequent construction. Adding cement can effectively improve the UCS of LF-YRAS, especially at the early stage. Meanwhile, cement can improve the water stability of LF-YRAS. (2) For stabilized YRAS, there is a good linear correlation between normalized UCS and curing time, which can be used to predict the strength of different curing times based on the strength of 28 d. (3) After curing for 7 d, LF-YRAS has the microscopic characteristics of small soil particles, large number of pores, and loose particle arrangement. Gels produced from cement hydration coat soil particles, bond soil particles, and fill the pores between soil particles, which change the microstructure of LF-YRAS. e main changes include large bonded particles, small number of pores, and dense particle arrangement. e changes contribute to improving the early strength of LF-YRAS. (4) With the increase of curing time, carbonation and ion exchange reaction occur in stabilized YRAS. e output of CaCO 3 and the thinning of soil-bound water help to improve the later strength of soil. (5) In stabilized YRAS, the pores with 1-10 μm size have the largest proportion. After adding cement, the proportion of pores with a size larger than 10 μm has decreased significantly. Cement hydration products mainly fill the pores with a size larger than 10 μm at the early stage (before 7 d) and fill the pores with 1-10 μm size at the later stage (7 d-28 d).

Data Availability
e data used to support the findings of this study are available from the corresponding author upon request.

Conflicts of Interest
e authors declare that there are no conflicts of interest regarding the publication of this paper.