# The Influence of an Expansive Agent on the Performance of Cement-Stabilized Coral Sand

Authors: Jiuguang Geng; Mingyuan Chen; Tao Shang; Cheng Xue; Huaxin Chen; Chao Zhang
Journal: Advances in Civil Engineering
 (2021)

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## Abstract

Using coral sand as an aggregate to build the base layer of pavement on islands and along coasts in China has the potential to not only reduce construction costs and time but also lessen carbon emissions during transportation. Due to coral sand’s fragility, porosity, and high water absorption, the amount of cement is higher than that of ordinary cement-stabilized gravel, which leads to the high strength but easy cracking of the base layer. The expansion agent is added to improve the shrinkage characteristics of cement-stabilized coral sand. To ensure the validity of our results, the mixing ratio of cement-stabilized coral sand was optimized according to its characteristics, and the effects of the cement content, the expansion agent type, and dosage on coral sand’s mechanical properties, dry shrinkage, and antiscour performance of cement-stabilized coral sand were studied using an orthogonal test. The results indicate that cement content is one of the most important factors affecting compressive strength, scouring, and dry shrinkage. The optimal mix ratio of cement-stabilized coral sand is 6% cement to 8% CAS expansion agent (accounting for cement), which is sufficient to meet the design criteria for heavy-duty traffic subbases.


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## Body

## 1. Introduction

Infrastructure construction on islands and along coasts is necessary for transportation and to access marine resources. Gravel materials such as aggregates and sand used for road construction are scarce, and thus they must be imported, which adds to construction time and cost. More seriously, the exploitation of aggregate and sand causes environmental damage, and carbon emissions increase because of the long-distance transportation of building materials. Coral sand, however, is abundant on the islands and can be used to fill the pavement base layer [1–3]. However, coral sand material is brittle and porous and has a high water absorption rate [4, 5]. The main component of coral sand is carbonate, which has a calcium content of up to 98% and contains skeletal debris from wormholes, echinoderms, and other marine life [6]. Due to the particularity of coral sand, its physical and mechanical properties have been extensively studied [7, 8]. Bryant [9] found in his calcium soil test that the greater the carbonate content, the greater the compression index. The reason for the breakage of calcareous sand is the plastic deformation during compression, which is the main reason for the decreased strength of calcareous soil [10]. With the in-depth study of the composition and properties of coral sand concrete, it is defined as lightweight aggregate concrete, which has a lower density than ordinary concrete and has early strength properties [11]. King’s related mechanical tests [12] were carried out on the base layer of coral sand piles, and the pull-out resistance was in the range of 5–19 kPa. Therefore, according to the characteristics of the coral sand project, the cement-stabilized coral sand mix design and road performance research were carried out to protect the ecological environment and reduce project costs, which offer significant social and economic benefits.Problems with pavement, such as cracking of the base layer and insufficient strength, are prevalent in road construction and maintenance [13]. Cement materials are commonly prone to cracking. The mechanism of crack generation and the development of control methods are popular research topics for road engineering scholars. George [14] discussed the factors affecting the shrinkage of cement-stabilized soil. Under the same conditions, the higher the clay content in the soil, the stronger the shrinkage ability of the cement-stabilized soil. Sheng [15] applied the grey system theory to establish a grey prediction model depicting the influencing factors of aggregate fractal dimension, strength, and moisture content of a mixture, and Sylovanyuk et al. [16] proposed the fracture toughness (KIC) for predicting the crack resistance of fiber composites based on cement matrix production. The use of steel slag as an aggregate and the use of lime fly ash as a binder to prepare the base material [17] or the addition of steel fiber and rubber or other admixtures [18] can improve the splitting strength and shrinkage of cement-stabilized materials. Gong et al. [19] used the crack resistance index to study the effect of cement fineness on the overall crack resistance of roller compacted concrete and found that the use of coarse cement is a measure to compensate for the low thermal crack resistance of RCC. Wu et al. [20] examined the expansion of a cement mortar mixed expansion agent under standard curing and film curing conditions and its compressive strength under restraint conditions, indicating that the compressive strength of the expander mortar was slightly higher than that of the base mortar. Zhang et al. [21] studied the mechanism of the expansion characteristics of the expanded cement slurry in the presence of different doses of a temperature-increasing inhibitor (TRI), and the optimum dosage was 0.4%. An expansion agent can offset the tension stress caused by temperature lowing or dry shrinkage of materials, and thus it can improve the anticracking and imperviousness performance of concrete.Coral sand often requires high cement usage and water consumption to meet strength requirements. However, the high amount of cement easily generates shrinkage cracks. The addition of expansion agents to cement to avoid the shrinkage cracks of cement-based materials is the most common method, but the variety and amount of expansion agents are unknown. Therefore, the most important factors affecting shrinkage characteristics of cement-stabilized coral sand mixture are determined by orthogonal tests in this study. The road performance was evaluated through mechanical properties and antiscouring performance. Then, the optimal mix ratio was determined to suit the design criteria of the base construction.


## 2. Materials and Methods

### 2.1. Coral Sand

The coral sand required for the trial was taken from Malaysia. The screening results and basic performance of the coral sand are shown in Tables1 and 2.Table 1
Screening results of coral sand.
Sieve size (mm)9.54.752.361.180.60.30.150.075Through rate (%)10093.987.371.353.827.310.50.03Table 2
Basic performance of coral sand.
Apparent density (g/cm3)Bulk density (g/cm3)Water absorption (%)Sand equivalent (%)Rugged (%)Methylene blue value2.6261.28715.871.82.371.25


### 2.2. Cement

The cement used in the study was P·O 42.5 cement (according to JTG/T F20 (2015)-3.2) [22]. Its chemical composition and physical properties are shown in Tables 3 and 4, respectively.Table 3
Chemical analysis of the cement (wt%).
ComponentsSiO2Al2O3CaOFe2O3MgOK2ONa2OSO3Cement22.615.9463.723.221.980.390.121.99Table 4
Physical properties of the cement.
Setting time (min)Flexural strength (MPa)Compressive strength (MPa)InitialFinal7 d28 d7 d28 d922204.78.933.743.2


### 2.3. Expansion Agent

Cement-stabilized coral sand has the problem of shrinkage cracking, so expansion agents were used to resist shrinkage. The selected expansion agents were FQY-II, UEA, and a calcium sulphoaluminate expansion agent (CAS). FQY-II, produced by Hefei Sanyuan Special Building Materials Factory, is composed of white granular crystals and is a double expansion source of calcium oxide and calcium sulphoaluminate. UEA is produced by Shanghai Tongtai Concrete Admixture Co., Ltd., and causes the concrete to expand moderately in the early and middle stages, mainly using anhydrous aluminum sulfate and alum as the expansion source. The main components of CAS are calcium aluminate clinker, gypsum, and alum. It is produced by Beijing Dechang Weiye Construction Engineering Technology Co., Ltd., and mixed with cement and water to form ettringite by hydration reaction.


### 2.4. Orthogonal Design

The heavy-duty compaction test was performed according to T0804 method in JTG E51-2009 [23]. The concentration cement used in the tests was 6%, 7%, and 8% (mass), and five different water contents were selected to perform a compaction test. After mixing, the mixture was placed in a compaction cylinder, and then the electric compactor was used to perform compaction in five layers. Each layer was hammered 27 times according to the industry standard. After the compaction test, the optimum moisture content and maximum dry density for different cement contents were obtained, as shown in Table 5. Then, the coral sand was mixed with cement and an expansion agent before adding water to bring the mixture to the desired water content. The materials were moved into the molds (ϕ100 mm × 100 mm and 100 mm × 100 mm × 400 mm) in order to prepare stabilized test samples. After formed, the specimens were cured in a moist room (temperature 20 ± 1°C, and RH 95%).Table 5
The optimum water content and the maximum dry density.
Cement content (%)The optimum water content (%)The maximum dry density (g/cm3)6.010.41.6987.010.71.7128.011.21.729Orthogonal experiment is usually used to research multifactorial effects on test indices. There are many factors that can affect properties of cement-stabilized coral sand. In order to obtain the desired mechanical properties, low shrinkage rate, and low scouring rate, orthogonal experiments were adopted to optimize the mix proportion. Here, the cement content (A), the expander type (B), and the expander content (C) are used as the experimental factors, and the level is set to 3. The compressive strength, scour rate, and average dry shrinkage factor at the age of 28 days were set as the assessment indices. The orthogonal design of the experiment is shown in Table6.Table 6
Orthogonal design of experiment.
No.Cement content (%)Expansion agent typeExpansion agent content (%)CS-16 (1)FQY-II (1)4 (1)CS-27 (2)UEA (2)8 (2)CS-38 (3)CAS (3)12 (3)CS-46 (1)UEA (2)12 (3)CS-57 (2)CAS (3)4 (1)CS-68 (3)FQY-II (1)8 (2)CS-76 (1)CAS (3)8 (2)CS-87 (2)FQY-II (1)12 (3)CS-98 (3)UEA (2)4 (1)


### 2.5. Unconfined Compressive Strength Test

The unconfined compressive strength of specimens was tested using a microcomputer control electronic universal testing machine (CMT5105) and referred to a standard for inorganic binder stabilized material test method (JTG/T 0805). The loading rate is 1 mm/min. After each specimen was damaged, the failure strength (F) was recorded. Six samples were investigated for each age and then averaged with the coefficient of variation ≤6%. The unconfined compressive strength (C28 C28C28) was calculated using the following equation:(1)C28=FS,where S is the compressive contact area of the specimen.


### 2.6. Dry Shrinkage Test

Dry shrinkage tests were carried out according to JC/T 70-2009. The first measurement was taken after 7 days of mixing, while the rest of the measurements were taken every 7 days for a total of 28 days. After 7 days of curing, the surface of the specimens was watered and wiped dry with a damp towel, and the initial length was measured. The shrinkage test was carried out for each of the four types of specimens; two tests assessed the change in water content using an electronic scale, and the other test evaluated the amount of deformation using dial gauges. The specimens of 100 mm × 100 mm × 400 mm were placed on the self-designed platform (Figure1, patent number: 201820569760.8) in a shrinkage chamber at 20 ± 1°C and 60 ± 5% RH. In order to reduce any measurement errors, thick glass sheets were attached to both ends of the specimens. During the first 7 days, the data were read and each specimen was weighed daily. Then, the data were read every other day until the end of the 28 days. The test process is shown in Figure 2. The calculation formulas for dry shrinkage are demonstrated in equations (2)–(6):(2)ωi=mi−mi+1mp,(3)δi=∑j=14Xi,j−∑j=14Xi+1,j2,(4)εi=δiL,(5)αdi=εiωi,(6)βd=αdd,=∑εid×∑ωi,where ωi is water loss rate (%); mi is specimen quality (g); δi is shrinkage amount (mm); εi is shrinkage strain (%); αdi is the shrinkage coefficient; βd is the average dry shrinkage coefficient; Xi,j is dial gauge reading (mm); L is initial length of specimen; i is number of days; and j is the number of dial gauges.Figure 1
The self-designed platform.Figure 2
Dry shrink chamber.


### 2.7. Scour Test

A scour test was executed, applying the following steps. First, the samples were fixed in the scouring bucket with a clamp. Clean water was added to the bucket until the water surface reached 50 mm above the top surface of the scouring grid. The scouring cover was then secured. The impact force was set to 0.5 MPa, and the scouring frequency was set to 10 Hz. The specimen was prescoured for 3 minutes. After the scouring was finished, the water outlet valve was opened and discharged, and the barrel was cleaned from residue. Then, water was added to the steel drum for the second time, and the scouring continued for 15 minutes. After the end, the sediment was dried, and the drying quality was recorded. The scour test was repeated 3 times. The calculation formula for the scour rate per unit time was as follows:(7)Pk=Mk−M0tk,where P is the scour rate; M is quality before and after scouring; t is scouring time; and k is 0 min, 3 min, 15 min, 30 min, and 45 min.


## 2.1. Coral Sand

The coral sand required for the trial was taken from Malaysia. The screening results and basic performance of the coral sand are shown in Tables1 and 2.Table 1
Screening results of coral sand.
Sieve size (mm)9.54.752.361.180.60.30.150.075Through rate (%)10093.987.371.353.827.310.50.03Table 2
Basic performance of coral sand.
Apparent density (g/cm3)Bulk density (g/cm3)Water absorption (%)Sand equivalent (%)Rugged (%)Methylene blue value2.6261.28715.871.82.371.25


## 2.2. Cement

The cement used in the study was P·O 42.5 cement (according to JTG/T F20 (2015)-3.2) [22]. Its chemical composition and physical properties are shown in Tables 3 and 4, respectively.Table 3
Chemical analysis of the cement (wt%).
ComponentsSiO2Al2O3CaOFe2O3MgOK2ONa2OSO3Cement22.615.9463.723.221.980.390.121.99Table 4
Physical properties of the cement.
Setting time (min)Flexural strength (MPa)Compressive strength (MPa)InitialFinal7 d28 d7 d28 d922204.78.933.743.2


## 2.3. Expansion Agent

Cement-stabilized coral sand has the problem of shrinkage cracking, so expansion agents were used to resist shrinkage. The selected expansion agents were FQY-II, UEA, and a calcium sulphoaluminate expansion agent (CAS). FQY-II, produced by Hefei Sanyuan Special Building Materials Factory, is composed of white granular crystals and is a double expansion source of calcium oxide and calcium sulphoaluminate. UEA is produced by Shanghai Tongtai Concrete Admixture Co., Ltd., and causes the concrete to expand moderately in the early and middle stages, mainly using anhydrous aluminum sulfate and alum as the expansion source. The main components of CAS are calcium aluminate clinker, gypsum, and alum. It is produced by Beijing Dechang Weiye Construction Engineering Technology Co., Ltd., and mixed with cement and water to form ettringite by hydration reaction.


## 2.4. Orthogonal Design

The heavy-duty compaction test was performed according to T0804 method in JTG E51-2009 [23]. The concentration cement used in the tests was 6%, 7%, and 8% (mass), and five different water contents were selected to perform a compaction test. After mixing, the mixture was placed in a compaction cylinder, and then the electric compactor was used to perform compaction in five layers. Each layer was hammered 27 times according to the industry standard. After the compaction test, the optimum moisture content and maximum dry density for different cement contents were obtained, as shown in Table 5. Then, the coral sand was mixed with cement and an expansion agent before adding water to bring the mixture to the desired water content. The materials were moved into the molds (ϕ100 mm × 100 mm and 100 mm × 100 mm × 400 mm) in order to prepare stabilized test samples. After formed, the specimens were cured in a moist room (temperature 20 ± 1°C, and RH 95%).Table 5
The optimum water content and the maximum dry density.
Cement content (%)The optimum water content (%)The maximum dry density (g/cm3)6.010.41.6987.010.71.7128.011.21.729Orthogonal experiment is usually used to research multifactorial effects on test indices. There are many factors that can affect properties of cement-stabilized coral sand. In order to obtain the desired mechanical properties, low shrinkage rate, and low scouring rate, orthogonal experiments were adopted to optimize the mix proportion. Here, the cement content (A), the expander type (B), and the expander content (C) are used as the experimental factors, and the level is set to 3. The compressive strength, scour rate, and average dry shrinkage factor at the age of 28 days were set as the assessment indices. The orthogonal design of the experiment is shown in Table6.Table 6
Orthogonal design of experiment.
No.Cement content (%)Expansion agent typeExpansion agent content (%)CS-16 (1)FQY-II (1)4 (1)CS-27 (2)UEA (2)8 (2)CS-38 (3)CAS (3)12 (3)CS-46 (1)UEA (2)12 (3)CS-57 (2)CAS (3)4 (1)CS-68 (3)FQY-II (1)8 (2)CS-76 (1)CAS (3)8 (2)CS-87 (2)FQY-II (1)12 (3)CS-98 (3)UEA (2)4 (1)


## 2.5. Unconfined Compressive Strength Test

The unconfined compressive strength of specimens was tested using a microcomputer control electronic universal testing machine (CMT5105) and referred to a standard for inorganic binder stabilized material test method (JTG/T 0805). The loading rate is 1 mm/min. After each specimen was damaged, the failure strength (F) was recorded. Six samples were investigated for each age and then averaged with the coefficient of variation ≤6%. The unconfined compressive strength (C28 C28C28) was calculated using the following equation:(1)C28=FS,where S is the compressive contact area of the specimen.


## 2.6. Dry Shrinkage Test

Dry shrinkage tests were carried out according to JC/T 70-2009. The first measurement was taken after 7 days of mixing, while the rest of the measurements were taken every 7 days for a total of 28 days. After 7 days of curing, the surface of the specimens was watered and wiped dry with a damp towel, and the initial length was measured. The shrinkage test was carried out for each of the four types of specimens; two tests assessed the change in water content using an electronic scale, and the other test evaluated the amount of deformation using dial gauges. The specimens of 100 mm × 100 mm × 400 mm were placed on the self-designed platform (Figure1, patent number: 201820569760.8) in a shrinkage chamber at 20 ± 1°C and 60 ± 5% RH. In order to reduce any measurement errors, thick glass sheets were attached to both ends of the specimens. During the first 7 days, the data were read and each specimen was weighed daily. Then, the data were read every other day until the end of the 28 days. The test process is shown in Figure 2. The calculation formulas for dry shrinkage are demonstrated in equations (2)–(6):(2)ωi=mi−mi+1mp,(3)δi=∑j=14Xi,j−∑j=14Xi+1,j2,(4)εi=δiL,(5)αdi=εiωi,(6)βd=αdd,=∑εid×∑ωi,where ωi is water loss rate (%); mi is specimen quality (g); δi is shrinkage amount (mm); εi is shrinkage strain (%); αdi is the shrinkage coefficient; βd is the average dry shrinkage coefficient; Xi,j is dial gauge reading (mm); L is initial length of specimen; i is number of days; and j is the number of dial gauges.Figure 1
The self-designed platform.Figure 2
Dry shrink chamber.


## 2.7. Scour Test

A scour test was executed, applying the following steps. First, the samples were fixed in the scouring bucket with a clamp. Clean water was added to the bucket until the water surface reached 50 mm above the top surface of the scouring grid. The scouring cover was then secured. The impact force was set to 0.5 MPa, and the scouring frequency was set to 10 Hz. The specimen was prescoured for 3 minutes. After the scouring was finished, the water outlet valve was opened and discharged, and the barrel was cleaned from residue. Then, water was added to the steel drum for the second time, and the scouring continued for 15 minutes. After the end, the sediment was dried, and the drying quality was recorded. The scour test was repeated 3 times. The calculation formula for the scour rate per unit time was as follows:(7)Pk=Mk−M0tk,where P is the scour rate; M is quality before and after scouring; t is scouring time; and k is 0 min, 3 min, 15 min, 30 min, and 45 min.


## 3. Results and Discussion

### 3.1. The Results of Orthogonal Design

Results from the performance test of 9 groups of cement-stabilized coral sand are listed in Table6, and the test results are shown in Tables 7 and 8.Table 7
Orthogonal design and the results of experiment.
Numberβ28 (×10−7)C28(MPa)P45 (g/min)CS-1132.82.921.43CS-2126.23.551.16CS-3134.54.340.79CS-4108.33.161.57CS-5130.33.361.31CS-6145.24.081.07CS-7110.53.131.36CS-8133.53.571.42CS-9155.73.980.93Table 8
Results of range analysis.
Parameterβ28C28P45ABCABCABCK1350.0410.0417.09.2110.5710.264.363.923.67K2389.0389.0381.010.4810.6910.763.893.663.59K3434.0374.0375.012.4010.8311.072.793.463.78k1116.7136.7139.03.073.523.421.451.311.22k2129.7129.7127.03.493.563.591.301.221.20k3144.7124.7125.04.133.613.690.931.151.26R28.012.014.01.060.090.270.520.150.06Note. A—cement content; B—expansion agent type; C—expansion agent content; β28—average dry shrinkage coefficient in 28 days; C28—28 d unconfined compressive strength; P45—scour rate in 45 minutes.As shown in Table8 and Figure 3, R of cement content on the average dry shrinkage coefficient is the max. This means that cement content is the most important factor that influences the cement-stabilized coral sand. Expansion agent content is the second most important factor, and expansion agent type is the third most important factor. To determine the unconfined compressive strength, the weight is consistent with the average dry shrinkage coefficient. For scouring, cement content and expansion agent type are the most important factors, and their effect on scouring is more obvious than that of the expansion agent content.Figure 3
Results of range analysis.


### 3.2. Dry Shrinkage

The shrinkage performance of cement-stabilized coral sand directly affects the long-term performance of the pavement. The addition of an expansion agent can inhibit the shrinkage rate of the mixture. The main causes of shrinkage of cement materials are capillary tension caused by water evaporation, adsorption of water, and interaction between layers of gel. The dry shrinkage of cement-stabilized coral sand specimens under 9 schemes was tested to obtain the corresponding dry shrinkage coefficient and water loss rate. These results are shown in Figures4–6.Figure 4
The law of dry shrinkage coefficient with time.Figure 5
The changes of water loss rate with time.Figure 6
Relationship between dry shrinkage coefficient and water loss rate.The shrinkage coefficient describes the shrinkage strain sensitivity of the materials to the water loss rate. Figure4 depicts that the shrinkage coefficient of each group of cement-stabilized coral sand increased first with time and then decreased slightly before continuing to increase after 7 days. The reason for this phenomenon was that the mixture loses water quickly in the initial 2 days, and the corresponding drying shrinkage coefficient increases sharply, showing that the mixture is more sensitive to the water loss rate. Then, due to the slower water loss rate, the internal self-shrinkage stress of the mixture decreases. At this time, the force generated by the expansion agent can compensate for the capillary tension, adsorbed water, and intermolecular force caused by the water shrinkage of the cement-stabilized coral sand, thereby reducing the volume shrinkage caused by the shrinkage stress of the mixture. In addition, the hydration product of the expansion agent changes the microstructure by filling and refining the internal pore diameter of the mixture and reducing the porosity, thus improving the compactness of the cement-stabilized coral sand, so the cumulative dry shrinkage coefficient is slightly reduced. Then, with the continuous consumption of the expansion agent, the expansion force is not enough to compensate for the shrinkage stress, and thus the cumulative dry shrinkage coefficient of the cement-stabilized coral sand gradually increases.In Figure5, as time passed, the water loss rate of cement-stabilized coral sand gradually increased, and after 15 days, it tended to stabilize. The water loss rate (about 14.9%) was mainly concentrated before 7 days as well as 15.6% at 27 days. The former accounted for 91.1% of the latter. The strength of cement-stabilized coral sand formed in the early stage of curing is not enough to offset the shrinkage stress caused by water loss. Therefore, in actual engineering, special attention should be paid to the maintenance water, thereby reducing the shrinkage effect at the initial stage of curing.Figure6 demonstrates that as the water loss rate increased, the shrinkage coefficient of cement-stabilized coral sand increased gradually. When the water loss rate was more than 14%, the dry shrinkage coefficient increased rapidly, and the water loss rate of cement-stabilized coral sand went up to 17.8%. Under the same water loss rate, the maximum dry shrinkage coefficient was 155.7 × 10−7 (CS-9), and the minimum was 126.2 × 10−7 (CS-2).The effect of the expansion agent content (C3) on the dry shrinkage coefficient of Table 7 is 10.7% lower than that of C1 and only 2% lower than that of C2. This suggests that the proper amount of expansion agent leads to greater crack resistance because the amount of cement acting with the expansion agent is limited. Regarding the A, B, and C factors, the minimum Kij index is K1A, K3B, and K3C, respectively. Therefore, the optimal level combination of cement-stabilized coral sand with the average shrinkage coefficient as the evaluation standard is A1B3C3.


### 3.3. Unconfined Compressive Strength (UCS)

In practical engineering applications, it is possible to increase the amount of cement to make the mixture meet the design strength requirements. Although increasing the amount of cement can increase the strength of the mixture, it can also produce shrinkage cracks and affect road performance. The designed UCS of the cement-stabilized coral sand mixture in this study is 3–5 MPa. As can be seen from the analysis in Figure7, the amount of expansion agent has a significant effect on the compressive strength, and the expansion agent content (C3) is 7.9% higher than that of C1 because the expansion agent fills and refines the internal pores of the cement-stabilized coral sand to a certain extent, thereby improving the compactness and strength of the mixture. The maximum values of the indicators Kij in the three levels of A, B, and C factors are K3A, K3B, and K3C, respectively. Therefore, according to the strength evaluation, the optimal combination of cement-stabilized coral sand is A3B3C3.Figure 7
28-day compressive strength of cement-stabilized coral sand.


### 3.4. Scouring Rate

It can be seen intuitively from Figure8 that the amount of cement-stabilized coral sand scouring tends to regulate after 30 minutes. In addition, the cumulative scouring amount of the mixture increased with the increase of the scouring time, but the growth rate gradually became slower, and the scouring rate of 8% cement was reduced by 66% compared with 5% cement. At the same time, the erosion rate of cement-stabilized coral sand decreased with increasing cement content. As the amount of cement increases, more hydration products will fill the internal pores of the mixture and increase the bonding strength of the particles so that the water is difficult to diffuse into the interior of the mixture, which improves the antiscouring performance of the cement-stabilized sand to a certain extent. Before the scouring test, the cement-stabilized sand surface was flat (Figure 9), and after the test, the cement-stabilized sand surface had some particle loss, and the mass loss was relatively large (Figure 10). Therefore, in the actual construction process, measures should be taken to prevent rainwater from directly entering the grassroots and causing erosion damage to the roadbed. According to the orthogonal analysis results in Table 7, the optimal dosage is A3B3C2.Figure 8
Scour rate over time.Figure 9
The sample before scouring.Figure 10
The sample after scouring.In summary, considering the relationship between strength, shrinkage, and scouring, the three factors were finally selected as A1, B3, and C2, respectively. Therefore, the ratio of cement-stabilized coral sand mixture to cement is 6%, and the amount of CAS expansion agent is 8% (accounting for cement).


### 3.5. Comparison of Cement-Stabilized Coral Sand with Expansion Agent and Ordinary Cement-Stabilized Coral Sand

According to the orthogonal experiment, the optimal expansion agent amount for the cement-stabilized coral sand was obtained, and the comparison experiment was carried out, with 6% cement-stabilized coral sand without any expansion agent.The dry shrinkage coefficient of the cement-stabilized coral sand obtained according to the recommended mix ratio was significantly lower than that of the unfilled expander. The expansion factor of the addition of expansion agent is 110.5 × 10−7, which is 32.3% lower than the average dry shrinkage factor of 162.4 × 10−7 of 6% cement without an expansion agent in Figure 11. Not only does the strength meet the requirements of 3–5 MPa, but also the crack resistance is effective.Figure 11
Comparison of dry shrinkage coefficients.The scanning electron microscopy (Hitachi S-4800) analysis of cement-stabilized coral sand with CAS and ordinary cement-stabilized coral sand over a 28-day period was carried out, under the magnification of 1,000×–10,000×, and the scanning electron micrograph is shown in Figure12. Figure 12(a) shows the pores of coral sand everywhere to prove its porosity, while the roughness of the pore surface was well adhered to the cement. The needle-shaped C-S-H gel formed a network and ettringite to form a cement stone structure but had many internal voids (Figure 12(c)). The hydration of the expansion agent created a void in which the ettringite was filled with a portion of the cement-stabilized coral sand, resulting in an increase in density (Figure 12(b)). The cement-stabilized coral sand with an expansion agent has much greater compactness than the cement-stabilized coral sand without an expansion agent. Under the same conditions, the expansion pressure of cement-stabilized coral sand by water is obviously larger than that of cement filled with an expansion agent [24].Figure 12
Microstructure analysis. (a) Internal pores of coral sand. (b) Cement-stabilized coral sand with 8% CAS. (c) Cement-stabilized coral sand without expansion agent.
(a)(b)(c)XRD (AXS D8 ADVANCE) was used to determine the composition of the reaction product by determining the specific diffraction peak of the 28-day cement-stabilized coral sand, and the diffraction angle was set to 15 to 90° for testing. Because the main component of coral sand is CaCO3, it has a great influence on other diffraction peaks, so the components of coral sand are removed and analyzed for hydration products. The main hydration products are Ca (OH)2, C-S-H, and AFt. Compared with ordinary cement-stabilized coral sand in Figure 13, ettringite and Ca (OH)2 have larger peak diffractions and more crystal components in CAS. Therefore, the compactness of CAS cement-stabilized coral sand is better than that of ordinary cement-stabilized coral sand.Figure 13
XRD component analysis.


## 3.1. The Results of Orthogonal Design

Results from the performance test of 9 groups of cement-stabilized coral sand are listed in Table6, and the test results are shown in Tables 7 and 8.Table 7
Orthogonal design and the results of experiment.
Numberβ28 (×10−7)C28(MPa)P45 (g/min)CS-1132.82.921.43CS-2126.23.551.16CS-3134.54.340.79CS-4108.33.161.57CS-5130.33.361.31CS-6145.24.081.07CS-7110.53.131.36CS-8133.53.571.42CS-9155.73.980.93Table 8
Results of range analysis.
Parameterβ28C28P45ABCABCABCK1350.0410.0417.09.2110.5710.264.363.923.67K2389.0389.0381.010.4810.6910.763.893.663.59K3434.0374.0375.012.4010.8311.072.793.463.78k1116.7136.7139.03.073.523.421.451.311.22k2129.7129.7127.03.493.563.591.301.221.20k3144.7124.7125.04.133.613.690.931.151.26R28.012.014.01.060.090.270.520.150.06Note. A—cement content; B—expansion agent type; C—expansion agent content; β28—average dry shrinkage coefficient in 28 days; C28—28 d unconfined compressive strength; P45—scour rate in 45 minutes.As shown in Table8 and Figure 3, R of cement content on the average dry shrinkage coefficient is the max. This means that cement content is the most important factor that influences the cement-stabilized coral sand. Expansion agent content is the second most important factor, and expansion agent type is the third most important factor. To determine the unconfined compressive strength, the weight is consistent with the average dry shrinkage coefficient. For scouring, cement content and expansion agent type are the most important factors, and their effect on scouring is more obvious than that of the expansion agent content.Figure 3
Results of range analysis.


## 3.2. Dry Shrinkage

The shrinkage performance of cement-stabilized coral sand directly affects the long-term performance of the pavement. The addition of an expansion agent can inhibit the shrinkage rate of the mixture. The main causes of shrinkage of cement materials are capillary tension caused by water evaporation, adsorption of water, and interaction between layers of gel. The dry shrinkage of cement-stabilized coral sand specimens under 9 schemes was tested to obtain the corresponding dry shrinkage coefficient and water loss rate. These results are shown in Figures4–6.Figure 4
The law of dry shrinkage coefficient with time.Figure 5
The changes of water loss rate with time.Figure 6
Relationship between dry shrinkage coefficient and water loss rate.The shrinkage coefficient describes the shrinkage strain sensitivity of the materials to the water loss rate. Figure4 depicts that the shrinkage coefficient of each group of cement-stabilized coral sand increased first with time and then decreased slightly before continuing to increase after 7 days. The reason for this phenomenon was that the mixture loses water quickly in the initial 2 days, and the corresponding drying shrinkage coefficient increases sharply, showing that the mixture is more sensitive to the water loss rate. Then, due to the slower water loss rate, the internal self-shrinkage stress of the mixture decreases. At this time, the force generated by the expansion agent can compensate for the capillary tension, adsorbed water, and intermolecular force caused by the water shrinkage of the cement-stabilized coral sand, thereby reducing the volume shrinkage caused by the shrinkage stress of the mixture. In addition, the hydration product of the expansion agent changes the microstructure by filling and refining the internal pore diameter of the mixture and reducing the porosity, thus improving the compactness of the cement-stabilized coral sand, so the cumulative dry shrinkage coefficient is slightly reduced. Then, with the continuous consumption of the expansion agent, the expansion force is not enough to compensate for the shrinkage stress, and thus the cumulative dry shrinkage coefficient of the cement-stabilized coral sand gradually increases.In Figure5, as time passed, the water loss rate of cement-stabilized coral sand gradually increased, and after 15 days, it tended to stabilize. The water loss rate (about 14.9%) was mainly concentrated before 7 days as well as 15.6% at 27 days. The former accounted for 91.1% of the latter. The strength of cement-stabilized coral sand formed in the early stage of curing is not enough to offset the shrinkage stress caused by water loss. Therefore, in actual engineering, special attention should be paid to the maintenance water, thereby reducing the shrinkage effect at the initial stage of curing.Figure6 demonstrates that as the water loss rate increased, the shrinkage coefficient of cement-stabilized coral sand increased gradually. When the water loss rate was more than 14%, the dry shrinkage coefficient increased rapidly, and the water loss rate of cement-stabilized coral sand went up to 17.8%. Under the same water loss rate, the maximum dry shrinkage coefficient was 155.7 × 10−7 (CS-9), and the minimum was 126.2 × 10−7 (CS-2).The effect of the expansion agent content (C3) on the dry shrinkage coefficient of Table 7 is 10.7% lower than that of C1 and only 2% lower than that of C2. This suggests that the proper amount of expansion agent leads to greater crack resistance because the amount of cement acting with the expansion agent is limited. Regarding the A, B, and C factors, the minimum Kij index is K1A, K3B, and K3C, respectively. Therefore, the optimal level combination of cement-stabilized coral sand with the average shrinkage coefficient as the evaluation standard is A1B3C3.


## 3.3. Unconfined Compressive Strength (UCS)

In practical engineering applications, it is possible to increase the amount of cement to make the mixture meet the design strength requirements. Although increasing the amount of cement can increase the strength of the mixture, it can also produce shrinkage cracks and affect road performance. The designed UCS of the cement-stabilized coral sand mixture in this study is 3–5 MPa. As can be seen from the analysis in Figure7, the amount of expansion agent has a significant effect on the compressive strength, and the expansion agent content (C3) is 7.9% higher than that of C1 because the expansion agent fills and refines the internal pores of the cement-stabilized coral sand to a certain extent, thereby improving the compactness and strength of the mixture. The maximum values of the indicators Kij in the three levels of A, B, and C factors are K3A, K3B, and K3C, respectively. Therefore, according to the strength evaluation, the optimal combination of cement-stabilized coral sand is A3B3C3.Figure 7
28-day compressive strength of cement-stabilized coral sand.


## 3.4. Scouring Rate

It can be seen intuitively from Figure8 that the amount of cement-stabilized coral sand scouring tends to regulate after 30 minutes. In addition, the cumulative scouring amount of the mixture increased with the increase of the scouring time, but the growth rate gradually became slower, and the scouring rate of 8% cement was reduced by 66% compared with 5% cement. At the same time, the erosion rate of cement-stabilized coral sand decreased with increasing cement content. As the amount of cement increases, more hydration products will fill the internal pores of the mixture and increase the bonding strength of the particles so that the water is difficult to diffuse into the interior of the mixture, which improves the antiscouring performance of the cement-stabilized sand to a certain extent. Before the scouring test, the cement-stabilized sand surface was flat (Figure 9), and after the test, the cement-stabilized sand surface had some particle loss, and the mass loss was relatively large (Figure 10). Therefore, in the actual construction process, measures should be taken to prevent rainwater from directly entering the grassroots and causing erosion damage to the roadbed. According to the orthogonal analysis results in Table 7, the optimal dosage is A3B3C2.Figure 8
Scour rate over time.Figure 9
The sample before scouring.Figure 10
The sample after scouring.In summary, considering the relationship between strength, shrinkage, and scouring, the three factors were finally selected as A1, B3, and C2, respectively. Therefore, the ratio of cement-stabilized coral sand mixture to cement is 6%, and the amount of CAS expansion agent is 8% (accounting for cement).


## 3.5. Comparison of Cement-Stabilized Coral Sand with Expansion Agent and Ordinary Cement-Stabilized Coral Sand

According to the orthogonal experiment, the optimal expansion agent amount for the cement-stabilized coral sand was obtained, and the comparison experiment was carried out, with 6% cement-stabilized coral sand without any expansion agent.The dry shrinkage coefficient of the cement-stabilized coral sand obtained according to the recommended mix ratio was significantly lower than that of the unfilled expander. The expansion factor of the addition of expansion agent is 110.5 × 10−7, which is 32.3% lower than the average dry shrinkage factor of 162.4 × 10−7 of 6% cement without an expansion agent in Figure 11. Not only does the strength meet the requirements of 3–5 MPa, but also the crack resistance is effective.Figure 11
Comparison of dry shrinkage coefficients.The scanning electron microscopy (Hitachi S-4800) analysis of cement-stabilized coral sand with CAS and ordinary cement-stabilized coral sand over a 28-day period was carried out, under the magnification of 1,000×–10,000×, and the scanning electron micrograph is shown in Figure12. Figure 12(a) shows the pores of coral sand everywhere to prove its porosity, while the roughness of the pore surface was well adhered to the cement. The needle-shaped C-S-H gel formed a network and ettringite to form a cement stone structure but had many internal voids (Figure 12(c)). The hydration of the expansion agent created a void in which the ettringite was filled with a portion of the cement-stabilized coral sand, resulting in an increase in density (Figure 12(b)). The cement-stabilized coral sand with an expansion agent has much greater compactness than the cement-stabilized coral sand without an expansion agent. Under the same conditions, the expansion pressure of cement-stabilized coral sand by water is obviously larger than that of cement filled with an expansion agent [24].Figure 12
Microstructure analysis. (a) Internal pores of coral sand. (b) Cement-stabilized coral sand with 8% CAS. (c) Cement-stabilized coral sand without expansion agent.
(a)(b)(c)XRD (AXS D8 ADVANCE) was used to determine the composition of the reaction product by determining the specific diffraction peak of the 28-day cement-stabilized coral sand, and the diffraction angle was set to 15 to 90° for testing. Because the main component of coral sand is CaCO3, it has a great influence on other diffraction peaks, so the components of coral sand are removed and analyzed for hydration products. The main hydration products are Ca (OH)2, C-S-H, and AFt. Compared with ordinary cement-stabilized coral sand in Figure 13, ettringite and Ca (OH)2 have larger peak diffractions and more crystal components in CAS. Therefore, the compactness of CAS cement-stabilized coral sand is better than that of ordinary cement-stabilized coral sand.Figure 13
XRD component analysis.


## 4. Conclusions

Based on the test results obtained, the following conclusions can be drawn:(1)
The proper amount of expansion agent has an inhibitory effect on the shrinkage of cement-stabilized coral sand, but the effect of large amount is not obvious.(2)
The amount of expansion agent has a certain influence on the strength: C3 was 7.9% higher than C1, owing to the fact that the microexpansion of the expansion agent improves the compactness of the mixture, reduces internal defects, and increases the overall strength of the material.(3)
For scouring, cement content and expansion agent type are the most important factors, and their effect on scouring is more obvious than that of expansion agent content. The difference in the expansion source results in a discrepancy in the compactness of the samples.(4)
Compared with ordinary cement stabilized coral sand, the sample with an added expansion agent has a denser structure and more hydration products.



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*Source: 8830070-2021-01-08.xml*