# Enhanced Mechanical and Microstructural Properties of Portland Cement Composites Modified with Submicron Metakaolin

Authors: Yaoyu Wang; Jiye Li; Lihan Jiang; Lihua Zhao
Journal: Advances in Civil Engineering
 (2020)

---

## Abstract

This work aims to study the influence of submicron metakaolin (SMK) on the mechanical strength, pore structure, and microstructural properties of hardened cement-based slurry (HCS). Portland cement was replaced by SMK at a proportion of 1, 3, 5, and 7 wt%. The compressive strength and flexural strength of the HCS samples were tested at a curing period of 3, 7, 14, and 28 days, and the pore structure of the specimens was analyzed by mercury intrusion porosimetry (MIP) at a curing period of 3 and 28 days. The microstructure characteristics of the hardened samples were investigated by scanning electron microscopy (SEM) and energy dispersive X-ray spectroscopy (EDS). Thermogravimetric analysis (TGA) was also employed to analyze the change in the chemical composition of the HCS. The results showed that the SMK could accelerate the hydration rate of the cement and could improve the mechanical properties of the HCS; the compressive strength and flexural strength of the HCS samples were remarkably enhanced, compared to those of the plain cement, by 67 and 46%, respectively, at a curing period of 3 days and by 33 and 35%, respectively, at a curing period of 28 days. The SMK had a significant impact on the internal pore structure of the hardened samples, and the number of pores with a diameter of larger than 3000 nm significantly decreased. Because the hydration products filled the pores, the microstructure of the HCS was further refined and densified with the addition of SMK. Submicron metakaolin has a simple process and high activity, which can significantly improve the performance of the cement slurry. Therefore, submicron metakaolin has the potential for practical engineering applications.


---

## Body

## 1. Introduction

As the urbanization and technicalization are increasing, the world demand for cement as the most consumed manufactured substance in construction is also increasing. Cement production accounts for 8% of the global emissions of carbon dioxide (CO2), 40% of which results from burning fossil fuels and the rest from the calcination of limestone [1–4]. A solution to reduce the amount of cement used and thus the emission of CO2 [5] is to partially replace cement with natural and artificial pozzolanic materials such as mineral powder, fly ash, silica fume, zeolite powder, montmorillonite, and metakaolin [6–10]. The pozzolanic materials are more and more widely being used in contemporary buildings and structures because they not only can reduce the amount of cement consumed but also can enhance multiple properties of cement and concrete. Metakaolin, as one type of widely used materials with pozzolanic properties, is an aluminosilicate formed by calcining kaolin at a high temperature. The reason for the widespread use of metakaolin is that it has economic and technological advantages over cement and concrete, which reduces the hydration heat and thus the cost of production per cement unit [11, 12]. Moreover, it has been reported that it has higher pozzolanic characteristics and reduces alkali-aggregate reactions [13–17]. However, due to its large particles and high agglomeration, metakaolin reduces the workability and mechanical properties of cement slurry and concrete, which causes the strength of the concrete mixed with metakaolin to be lower than that of the plain concrete [14].In the past 20 years, nanomaterials, or rather particles with a diameter of smaller than 100 nm [18, 19], have been studied in depth, especially for the improvement to cement and concrete products. Many studies have found that the addition of nanomaterials has a positive effect on the properties of concrete. Many types of nanomaterials used in concrete such as nano-SiO2, nano-TiO2, nano-Al2O3, and nano-CaCO3 [20–22] have been investigated in detail. The results demonstrate that the addition of nanomaterials improves the pore structure, the mechanical properties, and the durability of concrete [23–25]. Nanometakaolin (NMK) is a new type of nanomaterial, which has been applied to concrete during recent years. Compared with other nanomaterials such as nano-TiO2 and nano-CaCO3, nanometakaolin is more suitable for the enhancement of the mechanical properties and the durability of concrete. In this context, Shoukry et al. conducted ample research and proved that NMK can be used in Portland cement mortar, lightweight vermiculite cement composites, white Portland cement (WPC), high-volume ferrochrome slag mortar, and fiber-reinforced cementitious composites; they also studied the mechanical properties, thermal conductivity, capillary water absorption, and rheological properties of the prepared samples [26–28]. Amin et al. also reported that NMK can accelerate the rate of cement hydration and can optimize the pore structure of the hardened cement [29, 30]. The work of Muhd et al. showed that NMK plays a positive role in ultrahigh performance concrete (UHPC) [31].Due to the complex process and the high cost of production of nanomaterials, when they replace cement at a significant proportion, the cost of construction will greatly increase [19, 31, 32]. Therefore, although nanomaterials have the great ability to improve concrete, they cannot be widely used in practical engineering applications. As a result, producing metakaolin with a more reasonable particle size not only can be more easily used in engineering applications but also can significantly improve the cement-based materials. In this paper, the agglomerated particles of this metakaolin were controlled between 300 and 500 nm at most and according to the transmission electron microscopy (TEM) results. Since the particle size of the aggregate of this metakaolin ranges from 100 nm to 1.0 µm [33], it is a submicron material [34–37]; this type of ultrafine metakaolin is named submicron metakaolin (SMK) in this work. Finally, with a simpler manufacturing process, submicron metakaolin has a slightly larger particle size than nanometakaolin.In this paper, the submicron metakaolin, the agglomerated particle size of which was between ordinary metakaolin (MK) and NMK, was studied as an additive to the ordinary Portland cement slurry. The model of the surface water film of the SMK was established. The compressive strength and the flexural strength of the samples based on the SMK were measured and contrasted with those of the MK and the NMK obtained from the related literature [38–40] at different curing periods. The microstructure and pore structure of the hardened cement slurry samples containing various percentages of the SMK were examined by the scanning electron microscopy (SEM) and mercury intrusion porosimetry (MIP). The effect of the SMK on the chemical composition of the cement slurries during hydration was studied by the thermogravimetric analysis (TGA). In short, the current work aims to investigate the effect of the SMK on the hydration process of the cement-based slurries and on the mechanical strength, pore structure, and microstructural characteristics of the hardened samples.


## 2. Experimental Procedures

### 2.1. Materials

Ordinary Portland cement (OPC) grade 42.5R was supplied by Dalian Onoda Cement Co. Ltd., China, and the ordinary metakaolin was obtained from Yangzhou Dilan Chemical Co. Ltd., China. In the author’s lab, metakaolin was milled for 2 h (wet ball milling, a 75 mL/100 mL ethanol solution as the solvent, rotation speed of 400 rpm, and ball-to-powder ratio of 5 : 1). Then, the metakaolin solution was heated at 750 ± 10°C for 2 h for dehydroxylation. Dehydroxylation caused alumina and silica to become disordered. Metakaolin absorbs water and reacts with some water to form Al2Si2O5(OH)4, which reduces the activity of metakaolin. The purpose of calcination metakaolin before use is to ensure its activity. Then it is screened using a sieve with apertures of 2 μm. Afterward, it was ultrasonicated in an aqueous solution. The average particle size of the SMK was approximately 20–50 nm, and that of the agglomerated SMK was 300–600 nm. The main chemical composition and the weight percentages of the cement and the SMK are shown in Figure 1. The transmission electron microscopy (TEM) was used to investigate the microscopic morphology of the SMK (Figure 2(a)), and the minerals of the SMK were analyzed by the X-ray diffraction (XRD) as shown in Figure 2(b). Distilled water was used for preparing the cement pastes, and a polycarboxylic acid superplasticizer was utilized as the water reducer.Figure 1
Chemical composition and weight percentages of the ordinary Portland cement and the SMK.Figure 2
(a) The TEM image of the SMK; (b) particle size distribution of SMK; (c) the XRD pattern of the SMK.
(a)(b)(c)According to the TEM image of the SMK shown in Figures2(a) and 2(b), the size of a single particle of the SMK was about 20–50 nm, but the size of the aggregate ranged from 300 to 600 nm; thus, it was very difficult to disperse the SMK into aggregate of a smaller particle size. The peaks of the XRD pattern occurred at a 2θ angle in the range of 20–40°; the crystals were highly disordered [27, 29], and the minerals were mainly amorphous. Various crystallization forms of the minerals such as Al2(Al2.8Si1.2)O9.54, 2Al2O3·2SiO2, and Al2.4Si0.6O4.8 were also seen (Figure 2(c)).


### 2.2. Sample Preparation

To examine the effect of the SMK on the cement slurry, the OPC was partially replaced by different proportions of the SMK, namely, 0, 1, 3, 5, and 7 wt%, as given in Table1. Consequently, five types of the specimens, the Portland cement of which was partially replaced by the SMK, were used in the experimentation. In order to compare the ratios of water to binder (the OPC plus the SMK) of the cement-based slurry (HCS) and find the optimal ratio, this paper adopts two methods to control the consistency: (1) the total mass of the SMK and the cement does not change, and the consistency is controlled by adjusting the mass of the mixing water; these samples are coded as NA#, where # indicates the weight percentage of the SMK. (2) The water-to-binder ratio is the same, and the consistency is controlled by adding various amounts of polycarboxylic acid water reducer (PAR); these specimens are coded as NB#, where # indicates the weight percentage of the SMK. Table 1 lists the mix proportions of these HCS designs.Table 1
Mix proportions of the HCS designs.
MixOPC (wt%)SMK (wt%)Water/(OPC + SMK)PAR/(OPC + SMK) (‰)N010000.2760.000NA19910.2800.000NA39730.2870.000NA59550.2940.000NA79370.3010.000NB19910.2760.250NB39730.2760.375NB59550.2760.500NB79370.2760.750In order to prevent the SMK particles from agglomeration and to evenly disperse the SMK in the HCS, the SMK and the water reducer were first added to water, and then the suspension was dispersed for 5 min using an ultrasonic dispersing device; next, the cement was added to the suspension, and the cement-based slurry was stirred at a low speed (140 ± 5 r/min) for 120 s to fully mix all the materials; the mixing was stopped for 15 s to scrape the cement off the blender blades and mixing vessel walls; finally, the cement-based slurry was mixed at a high speed (285 ± 10 r/min) for 120 s.Cubes with the dimensions 20 mm × 20 mm × 20 mm were cast for the analysis of the compressive strength, and prisms with the dimensions 160 mm × 40 mm × 40 mm were cast for the analysis of the flexural strength; all the cast specimens were demolded after 24 h and then cured under standard curing conditions at a temperature of 20 ± 1°C and relative humidity of 95% for a curing period of 3, 7, 14, and 28 days. We made six replicate samples to ensure the statistical reliability of the test results. The test specimens used for the TGA, MIP, and SEM were extracted from the center of the specimens employed for the analysis of the compressive strength.


### 2.3. Testing and Analysis Techniques

The mechanical strength and the microstructure of the hardened cement-based slurries containing various percentages of the SMK were studied by employing the following testing methods to understand the impact of the SMK on the hydration and hardening of the cement-based slurries.


#### 2.3.1. Standard Consistency

According to standard GB/T 1346˗2011, the cement-based slurry was then poured into a test mold placed on a glass bottom plate. To smooth the surface of the net cement paste, the excess net cement paste was removed and wiped. We quickly move the test mold and bottom plate to the Vicat apparatus, set the center of gravity on the test rod and lower the test rod until it comes into contact with the surface of the cement paste. After tightening the screw 1-2 s, we suddenly relax and make the test rod sink vertically into the cement slurry freely. Then, we record the distance between the test rod and the bottom plate at 30 s when the test rod is released. We take the test rod sunk to the net pulp 6 mm ± 1 mm from the bottom plate as the standard consistency of the cement slurry. The amount of water used for mixing was calculated as a percentage of the mass of the total water required for the standard consistency of the cement paste.


#### 2.3.2. Compressive Strength Analysis

The compressive strength tests were performed using YAW-300B compression machine which was controlled by computer (Figure3); the speed of the movement of the top board was 0.05 mm/s. Every result of the compressive strength was reported as the average of the measurements carried out on six test cubes.Figure 3
The cubes prepared for the compressive strength analysis and the YAW-300B compression machine.


#### 2.3.3. Flexural Strength Analysis

The specimens with the dimensions 160 mm × 40 mm × 40 mm were used for the flexural strength analysis using the same machine employed for the compressive strength testing. Six samples per batch were tested in accordance, and the average flexural strength of the six samples was reported.


#### 2.3.4. Scanning Electron Microscopy and Energy Dispersive X-Ray Spectroscopy

The influence of the SMK on the microstructure of the hardened cement-based slurries was studied through analytical scanning electron microscopy, using an A JSM-6360LV stereo scanner. The acceleration voltage, the resolution, and the magnification of the scanner were 20 kV, 10 nm, and 50,000–350,000, respectively. The working voltage and the working current were set at 112 kV and 5 mA, respectively, and the spraying thickness was 20–30 nm. Also, the energy dispersive X-ray spectroscopy (EDS) was utilized to investigate the phases and microstructural characteristics of the HCS. The HCS specimens were vacuum dried in an oven at a temperature of 50°C for 24 h before testing, and the fresh fracture surface of the samples was made conductive.


#### 2.3.5. Thermogravimetric Analysis

The TGA was performed using TAQ600, in a temperature range of 30–800°C, at a heating rate of 10°C/min, and in an atmosphere of nitrogen at a flow rate of 50 mL/min; the data recording interval was set at 0.5 s, and the accuracy of the balance was 0.01 mg [40]. At different periods of hydration, the samples tested were crushed into a powder and were soaked in isopropanol for 18 h in order to stop hydration; then, the samples were further ground into a fine powder. To ensure that the quantity of the free water in the cement slurry did not affect the calculation, before the measurements, the samples were oven-dried at a temperature of 105°C for 1 h.


#### 2.3.6. Mercury Intrusion Porosimetry

The MIP was conducted on the samples using AutoPore IV 9500 mercury injection apparatus to examine the internal pore structure of the hardened cement-based slurries. The Mercury intrusion porosimetry measured the cumulative pore volume and the pore size distribution of the hardened cement pastes. In order to accurately characterize the pore structure, the cumulative pore volume of the samples was calculated by an integral method. The specimens were vacuum-dried in an oven at a temperature of 50°C for 24 h before testing.


## 2.1. Materials

Ordinary Portland cement (OPC) grade 42.5R was supplied by Dalian Onoda Cement Co. Ltd., China, and the ordinary metakaolin was obtained from Yangzhou Dilan Chemical Co. Ltd., China. In the author’s lab, metakaolin was milled for 2 h (wet ball milling, a 75 mL/100 mL ethanol solution as the solvent, rotation speed of 400 rpm, and ball-to-powder ratio of 5 : 1). Then, the metakaolin solution was heated at 750 ± 10°C for 2 h for dehydroxylation. Dehydroxylation caused alumina and silica to become disordered. Metakaolin absorbs water and reacts with some water to form Al2Si2O5(OH)4, which reduces the activity of metakaolin. The purpose of calcination metakaolin before use is to ensure its activity. Then it is screened using a sieve with apertures of 2 μm. Afterward, it was ultrasonicated in an aqueous solution. The average particle size of the SMK was approximately 20–50 nm, and that of the agglomerated SMK was 300–600 nm. The main chemical composition and the weight percentages of the cement and the SMK are shown in Figure 1. The transmission electron microscopy (TEM) was used to investigate the microscopic morphology of the SMK (Figure 2(a)), and the minerals of the SMK were analyzed by the X-ray diffraction (XRD) as shown in Figure 2(b). Distilled water was used for preparing the cement pastes, and a polycarboxylic acid superplasticizer was utilized as the water reducer.Figure 1
Chemical composition and weight percentages of the ordinary Portland cement and the SMK.Figure 2
(a) The TEM image of the SMK; (b) particle size distribution of SMK; (c) the XRD pattern of the SMK.
(a)(b)(c)According to the TEM image of the SMK shown in Figures2(a) and 2(b), the size of a single particle of the SMK was about 20–50 nm, but the size of the aggregate ranged from 300 to 600 nm; thus, it was very difficult to disperse the SMK into aggregate of a smaller particle size. The peaks of the XRD pattern occurred at a 2θ angle in the range of 20–40°; the crystals were highly disordered [27, 29], and the minerals were mainly amorphous. Various crystallization forms of the minerals such as Al2(Al2.8Si1.2)O9.54, 2Al2O3·2SiO2, and Al2.4Si0.6O4.8 were also seen (Figure 2(c)).


## 2.2. Sample Preparation

To examine the effect of the SMK on the cement slurry, the OPC was partially replaced by different proportions of the SMK, namely, 0, 1, 3, 5, and 7 wt%, as given in Table1. Consequently, five types of the specimens, the Portland cement of which was partially replaced by the SMK, were used in the experimentation. In order to compare the ratios of water to binder (the OPC plus the SMK) of the cement-based slurry (HCS) and find the optimal ratio, this paper adopts two methods to control the consistency: (1) the total mass of the SMK and the cement does not change, and the consistency is controlled by adjusting the mass of the mixing water; these samples are coded as NA#, where # indicates the weight percentage of the SMK. (2) The water-to-binder ratio is the same, and the consistency is controlled by adding various amounts of polycarboxylic acid water reducer (PAR); these specimens are coded as NB#, where # indicates the weight percentage of the SMK. Table 1 lists the mix proportions of these HCS designs.Table 1
Mix proportions of the HCS designs.
MixOPC (wt%)SMK (wt%)Water/(OPC + SMK)PAR/(OPC + SMK) (‰)N010000.2760.000NA19910.2800.000NA39730.2870.000NA59550.2940.000NA79370.3010.000NB19910.2760.250NB39730.2760.375NB59550.2760.500NB79370.2760.750In order to prevent the SMK particles from agglomeration and to evenly disperse the SMK in the HCS, the SMK and the water reducer were first added to water, and then the suspension was dispersed for 5 min using an ultrasonic dispersing device; next, the cement was added to the suspension, and the cement-based slurry was stirred at a low speed (140 ± 5 r/min) for 120 s to fully mix all the materials; the mixing was stopped for 15 s to scrape the cement off the blender blades and mixing vessel walls; finally, the cement-based slurry was mixed at a high speed (285 ± 10 r/min) for 120 s.Cubes with the dimensions 20 mm × 20 mm × 20 mm were cast for the analysis of the compressive strength, and prisms with the dimensions 160 mm × 40 mm × 40 mm were cast for the analysis of the flexural strength; all the cast specimens were demolded after 24 h and then cured under standard curing conditions at a temperature of 20 ± 1°C and relative humidity of 95% for a curing period of 3, 7, 14, and 28 days. We made six replicate samples to ensure the statistical reliability of the test results. The test specimens used for the TGA, MIP, and SEM were extracted from the center of the specimens employed for the analysis of the compressive strength.


## 2.3. Testing and Analysis Techniques

The mechanical strength and the microstructure of the hardened cement-based slurries containing various percentages of the SMK were studied by employing the following testing methods to understand the impact of the SMK on the hydration and hardening of the cement-based slurries.


### 2.3.1. Standard Consistency

According to standard GB/T 1346˗2011, the cement-based slurry was then poured into a test mold placed on a glass bottom plate. To smooth the surface of the net cement paste, the excess net cement paste was removed and wiped. We quickly move the test mold and bottom plate to the Vicat apparatus, set the center of gravity on the test rod and lower the test rod until it comes into contact with the surface of the cement paste. After tightening the screw 1-2 s, we suddenly relax and make the test rod sink vertically into the cement slurry freely. Then, we record the distance between the test rod and the bottom plate at 30 s when the test rod is released. We take the test rod sunk to the net pulp 6 mm ± 1 mm from the bottom plate as the standard consistency of the cement slurry. The amount of water used for mixing was calculated as a percentage of the mass of the total water required for the standard consistency of the cement paste.


### 2.3.2. Compressive Strength Analysis

The compressive strength tests were performed using YAW-300B compression machine which was controlled by computer (Figure3); the speed of the movement of the top board was 0.05 mm/s. Every result of the compressive strength was reported as the average of the measurements carried out on six test cubes.Figure 3
The cubes prepared for the compressive strength analysis and the YAW-300B compression machine.


### 2.3.3. Flexural Strength Analysis

The specimens with the dimensions 160 mm × 40 mm × 40 mm were used for the flexural strength analysis using the same machine employed for the compressive strength testing. Six samples per batch were tested in accordance, and the average flexural strength of the six samples was reported.


### 2.3.4. Scanning Electron Microscopy and Energy Dispersive X-Ray Spectroscopy

The influence of the SMK on the microstructure of the hardened cement-based slurries was studied through analytical scanning electron microscopy, using an A JSM-6360LV stereo scanner. The acceleration voltage, the resolution, and the magnification of the scanner were 20 kV, 10 nm, and 50,000–350,000, respectively. The working voltage and the working current were set at 112 kV and 5 mA, respectively, and the spraying thickness was 20–30 nm. Also, the energy dispersive X-ray spectroscopy (EDS) was utilized to investigate the phases and microstructural characteristics of the HCS. The HCS specimens were vacuum dried in an oven at a temperature of 50°C for 24 h before testing, and the fresh fracture surface of the samples was made conductive.


### 2.3.5. Thermogravimetric Analysis

The TGA was performed using TAQ600, in a temperature range of 30–800°C, at a heating rate of 10°C/min, and in an atmosphere of nitrogen at a flow rate of 50 mL/min; the data recording interval was set at 0.5 s, and the accuracy of the balance was 0.01 mg [40]. At different periods of hydration, the samples tested were crushed into a powder and were soaked in isopropanol for 18 h in order to stop hydration; then, the samples were further ground into a fine powder. To ensure that the quantity of the free water in the cement slurry did not affect the calculation, before the measurements, the samples were oven-dried at a temperature of 105°C for 1 h.


### 2.3.6. Mercury Intrusion Porosimetry

The MIP was conducted on the samples using AutoPore IV 9500 mercury injection apparatus to examine the internal pore structure of the hardened cement-based slurries. The Mercury intrusion porosimetry measured the cumulative pore volume and the pore size distribution of the hardened cement pastes. In order to accurately characterize the pore structure, the cumulative pore volume of the samples was calculated by an integral method. The specimens were vacuum-dried in an oven at a temperature of 50°C for 24 h before testing.


## 2.3.1. Standard Consistency

According to standard GB/T 1346˗2011, the cement-based slurry was then poured into a test mold placed on a glass bottom plate. To smooth the surface of the net cement paste, the excess net cement paste was removed and wiped. We quickly move the test mold and bottom plate to the Vicat apparatus, set the center of gravity on the test rod and lower the test rod until it comes into contact with the surface of the cement paste. After tightening the screw 1-2 s, we suddenly relax and make the test rod sink vertically into the cement slurry freely. Then, we record the distance between the test rod and the bottom plate at 30 s when the test rod is released. We take the test rod sunk to the net pulp 6 mm ± 1 mm from the bottom plate as the standard consistency of the cement slurry. The amount of water used for mixing was calculated as a percentage of the mass of the total water required for the standard consistency of the cement paste.


## 2.3.2. Compressive Strength Analysis

The compressive strength tests were performed using YAW-300B compression machine which was controlled by computer (Figure3); the speed of the movement of the top board was 0.05 mm/s. Every result of the compressive strength was reported as the average of the measurements carried out on six test cubes.Figure 3
The cubes prepared for the compressive strength analysis and the YAW-300B compression machine.


## 2.3.3. Flexural Strength Analysis

The specimens with the dimensions 160 mm × 40 mm × 40 mm were used for the flexural strength analysis using the same machine employed for the compressive strength testing. Six samples per batch were tested in accordance, and the average flexural strength of the six samples was reported.


## 2.3.4. Scanning Electron Microscopy and Energy Dispersive X-Ray Spectroscopy

The influence of the SMK on the microstructure of the hardened cement-based slurries was studied through analytical scanning electron microscopy, using an A JSM-6360LV stereo scanner. The acceleration voltage, the resolution, and the magnification of the scanner were 20 kV, 10 nm, and 50,000–350,000, respectively. The working voltage and the working current were set at 112 kV and 5 mA, respectively, and the spraying thickness was 20–30 nm. Also, the energy dispersive X-ray spectroscopy (EDS) was utilized to investigate the phases and microstructural characteristics of the HCS. The HCS specimens were vacuum dried in an oven at a temperature of 50°C for 24 h before testing, and the fresh fracture surface of the samples was made conductive.


## 2.3.5. Thermogravimetric Analysis

The TGA was performed using TAQ600, in a temperature range of 30–800°C, at a heating rate of 10°C/min, and in an atmosphere of nitrogen at a flow rate of 50 mL/min; the data recording interval was set at 0.5 s, and the accuracy of the balance was 0.01 mg [40]. At different periods of hydration, the samples tested were crushed into a powder and were soaked in isopropanol for 18 h in order to stop hydration; then, the samples were further ground into a fine powder. To ensure that the quantity of the free water in the cement slurry did not affect the calculation, before the measurements, the samples were oven-dried at a temperature of 105°C for 1 h.


## 2.3.6. Mercury Intrusion Porosimetry

The MIP was conducted on the samples using AutoPore IV 9500 mercury injection apparatus to examine the internal pore structure of the hardened cement-based slurries. The Mercury intrusion porosimetry measured the cumulative pore volume and the pore size distribution of the hardened cement pastes. In order to accurately characterize the pore structure, the cumulative pore volume of the samples was calculated by an integral method. The specimens were vacuum-dried in an oven at a temperature of 50°C for 24 h before testing.


## 3. Results and Discussion

### 3.1. Water Requirement for Standard Consistency

During the standard consistency test of the HCS specimens, we found that there was an approximately positive linear correlation between the water-to-binder ratio and the SMK content of the binder, as delineated in Figure4. Moreover, this paper compared the water consumption of the slurries containing various amounts of the SMK with that of the plain slurry and found that the water consumption of the HCS increased linearly with the amount of the SMK added to the binder (Figure 5), indicating that although the proportion of the SMK and the cement changed, the water consumption of both remained unchanged. Based on this discovery, we attempted to calculate the thickness of the water film coated on the surface of the SMK particles as an innovative exploration.Figure 4
The relation between water-to-binder ratio and the weight percentage of the SMK.Figure 5
The relation between the water consumption of the HCS and the amount of the SMK added to the binder.The water consumption of the cement-based slurries containing different amounts of the SMK could be expressed by(1)ωi=1+δ0−δiδ0×ω0,where ωi is the water consumption of the HCS specimens containing different amounts of the SMK (g) and δi (i = 0, 1, 3, 5, and 7) represents the water-to-binder ratio at different dosages of the SMK.The increment in the water consumption of the specimens containing different dosages of the SMK could be calculated by subtracting the water consumption of N0 from the water consumption of NA# as expressed in(2)ϖi=ωi−ω0,where ϖi is the increment in the water consumption of NA# with different dosages of the SMK (g) and ω0 represents the water consumption of N0. Based on the geometric relationship between the amount of the added water and the amount of the SMK, as expressed in (3), the value of the slope of the relation (k) between the water-to-binder ratio and the weight percentage of the SMK added to the binder was calculated as 0.36.(3)k=ϖi−ϖ0ξi−ξ0,where ξi is the dosage of the SMK and k is the slope of the linear relation in Figure 4. Dividing the value of the slope of the relation by the water-to-binder ratio of the pure cement paste, as given by (4), resulted in a value of 1.304, which indicated that the water absorption of the SMK at a standard level of consistency was 1.304 times that of the OPC 42.5R; further, it did not vary with the change of the SMK content of the binder:(4)α=k⋅ω0δ0,where α is the ratio of the water consumption of the SMK to that of the ordinary Portland cement at a standard level of consistency. According to the SEM images, the average diameter of the SMK particles was usually about 50 nm, so the density and water absorption of the SMK were used to figure out the volume of the water absorbed for a binder volume of 50 nm as expressed by (5)Vw=α×4/3πRs3×ρsρw,where Vw is the volume of the adsorbed water per volume of the SMK (nm³); Rs (nm) and Rw (nm) represent the radius of an SMK particle and the distance between the water surface and the SMK surface, respectively, and they are correlated by (6). By introducing the related values into the below equation, Rw was calculated at 5.3 nm.(6)Rw=Vw+4/3πRs34/3π3−Rs.By substituting the relevant values into the sphere model, the resultant sphere model is illustrated in Figure6.Figure 6
The sphere model of the SMK and water.The SMK had no free and bound water on its surface after being calcined at a high temperature before the experiments. When the SMK was mixed with water, water formed a film on its surface. When the water film was thin, after the SMK reaction, the remaining water could continue the hydration reaction with the cement to cause internal curing; nevertheless, when the water film was thick, large pores could be formed after the evaporation of the unreacted water, leading to the internal defects in the cement specimen. Submicron metakaolin particles are assumed to be spheres with an average diameter of about 50 nanometers. Submicron metakaolin particles absorb water to form a water film with a thickness of about 5.3 nm.


### 3.2. Mechanical Properties

#### 3.2.1. Compressive Strength of the HCS

The compressive strength of the HCS specimens containing different percentages of the SMK, namely, 1, 3, 5, and 7%, at different curing periods of 3, 7, 14, and 28 days is shown in Figure7. The compressive strength of the HCS containing the SMK was higher than that of N0 at the same curing period. At the same SMK content of the HCS, the compressive strength of the “NB#” specimens was generally higher than that of the “NA#” specimens. For the samples without a water reducer, sample NA5 had the highest compressive strength. When the dosage of the SMK was lower than 5%, the compressive strength of the HCS increased with the increase in the amount of the SMK. However, increasing the amount of the SMK to 7% reduced the compressive strength of the specimens significantly. At a high percentage of the SMK, the workability of the cement slurry decreased, and the SMK did not disperse sufficiently and agglomerated, which reduced the mechanical strength of the HCS. For the samples with the water reducer (NB), the HCS containing 3% of the SMK (NB3) had the highest compressive strength. When the SMK content of the HCS exceeded 3%, the compressive strength of the hardened samples continued to decline. Compared with the samples without a water reducer, the samples diluted with the water reducer were less suitable to contain a large amount of the SMK.Figure 7
Compressive strength of the HCS samples at various curing periods.The HCS had the highest growth rate of the compressive strength at a curing period of 3 days, and the growth rate of the compressive strength of samples NA5 and NB3 was 67.27 and 50.14%, respectively. This was mainly because the polycarboxylic acid water reducer decreased the water consumption of the HCS, and the cement hydration rate of sample NA5 was higher than that of sample NB3, causing the compressive strength of sample NA5 to be higher than that of sample NB3 at a curing period of 3 days. After 28 days of hydration, the growth rate of the compressive strength of samples NA5 and NB3 was 19.01 and 33.3%, respectively, which was attributed to the fact that the SMK had a considerable water absorbency and could form a water film on the surface of its particles without a chemical reaction with water [27, 28]. Moreover, at a curing period of 28 days, the cement hydration was basically completed, and the water film could automatically break and form tiny pores, leading the compressive strength of sample NA5 to be lower than that of sample NB3.


#### 3.2.2. Flexural Strength of the HCS

The flexural strength of the hardened cement-based slurries containing 1, 3, 5, and 7% of the SMK at different curing periods of 3, 7, 14, and 28 days is depicted in Figure8. The flexural strength of the HCS specimens increased by extending the curing period when the dosage of the SMK was lower than 5%. The flexural strength of the HCS specimens improved, and the growth rate of the flexural strength was almost concentrated in the early curing stage; the flexural strength of the hardened slurries grew relatively slowly after a curing period of 14 days. At a curing period of 3 days, the ultimate bending stress of samples NA5 and NB3 could reach 11.47 and 10.55 MPa, respectively, which were, respectively, about 46 and 34% higher than that of specimen N0. At a curing period of 28 days, the ultimate bending stress of specimens NA5 and NB3 could reach 14.80 and 15.02 MPa, respectively, which were, respectively, about 33 and 35% higher than that of specimen N0. These findings could be explained by the platelike structure of the SMK; in fact, it acted as a fiber among cement hydrates, bridging the microcracks in the cementitious matrix and providing resistance to crack propagation and crack opening before being pulled out [14]. In addition, the reaction of the aluminosilicate in the SMK with the calcium hydroxide formed the calcium-silicate-hydrate (C-S-H) gel, which helped in creating a denser hardened cement paste.Figure 8
Flexural strength of the HCS samples at various curing periods.


#### 3.2.3. Comparison of Mechanical Properties with Data in the Literature

Because the materials and the ratios used herein were not exactly the same as those reported in the related literature, to investigate the effect of the metakaolin of different particle sizes, the strength of the cement paste and cement mortar was compared with that of the plain cement or mortar.The proportional increase in the compressive strength and the flexural strength of the SMK are compared to the data in the related literature in Figure9. It is obvious that the addition of the SMK significantly improved the mechanical properties of the cement mortar compared to the MK. However, the mechanical strength of the cement mortar mixed with the SMK was lower than that of the specimen containing the NMK. This indicated that the activity of the SMK was significantly improved after further processing compared to the MK but was still lower than that of the NMK. Comparisons of our results with the works of Potapova and Dmitrieva [38] and AL-Salami et al. [39] demonstrated that the improvement in the flexural strength of the mortar by the MK, the SMK, and the NMK was higher than that in the compressive strength of the mortar, which implied that metakaolin of different particle sizes had a more positive effect on the flexural strength than on the compressive strength. The mechanical strength of the cement containing ordinary metakaolin hardly improved and even decreased. Compared to the plain cement, the compressive strength and the flexural strength of the cement containing submicron metakaolin increased by around 35%, while those of the cement containing nanometakaolin improved by around 50% and even by approximately 60% as reported by Shoukry et al. [27, 28].Figure 9
The proportional increase in (a) the compressive strength and (b) the flexural strength of the SMK compared to the data in the literature.
(a)(b)


### 3.3. Microstructure Characteristics

The SEM images of samples N0 and NB3 at a hydration period of 3 and 28 days are illustrated in Figure10. At a hydration period of 7 days, compared with sample N0, the CH crystal content of sample NB3 was more obvious, and its surface roughness was higher. At a hydration period of 28 days, there were still many CH crystals in specimen N0, while few CH crystals were visible in specimen NB3. The specimen surface was covered by a large number of C-S-H gels, and the intersections of the pores of sample N0 were significantly reduced. This indicated that the SMK could accelerate the formation of the CH crystals in a hydration period of 1–3 days due to its nucleating effect; nonetheless, at a curing period of 28 days, owing to its volcanic ash effect, it consumed a large number of the CH crystals in the HCS to form more C-S-H gels, which reduced the number of the pores of the specimen and increased its density. Because of its nucleating, filling, and pozzolanic effects, the addition of the SMK densified the cement-based slurry and therefore markedly enhanced the compressive strength and flexural strength of the HCS samples, as shown in Figures 7 and 8.Figure 10
The SEM images of the HCS samples: (a) N0 at a curing period of 3 days; (b) NB3 at a curing period of 3 days; (c) N0 at a curing period of 28 days; (d) NB3 at a curing period of 28 days.
(a)(b)(c)(d)The SEM images and the EDS patterns of the internally unreacted submicron SiO2 and submicron aluminosilicate are presented in Figure 11. It can be seen that, at a curing period of 3 days, there were still unreacted submicron SiO2 and submicron aluminosilicate in specimen NB3. However, no obvious submicron SiO2 [27] and submicron aluminosilicate were found in sample NB3 at a curing period of 28 days. Therefore, we could infer that, at a curing period of less than 3 days, the SMK adhered to the HCS without an obvious pozzolanic effect [20], while when the CH crystal content of the HCS reached a certain concentration during a curing period of 3–28 days, the pozzolanic effect of the SMK gradually appeared [19]. To sum up, the pozzolanic effect of the SMK became noticeable when the concentration of the CH crystals reached a certain level. In this work, the pozzolanic effect of the SMK mainly materialized after 3 days of curing, while the increase in the mechanical properties of the hardened cement-based slurries before 7 days of curing was due to the nucleating and filling effect of the SMK.Figure 11
The SEM images and EDS patterns of submicron SiO2 and submicron aluminosilicate of the HCS at a curing period of 3 days: (a) SEM image of SiO2; (b) EDS pattern of SiO2; (c) SEM image of aluminosilicate; (d) EDS pattern of aluminosilicate.
(a)(b)(c)(d)


### 3.4. Pore Size Distribution

For the analysis of the pore structure, sample NB3 with the highest mechanical performance was compared with sample N0 with the lowest mechanical properties. The differential curves of the pore size distribution of samples N0 and NB3 at a hydration period of 3 and 28 days are delineated in Figure12. At the same hydration period, the total pore volume of sample NB3 was lower than that of sample N0. At a curing period of 3 days, the main pore diameter of sample NB3 ranged from 2000 to 20000 nm with a peak at around 4000 nm, while that of sample N0 ranged from 2000 to 30000 nm with a peak at around 3000 nm. According to the SEM images, the submicron SiO2 and submicron aluminosilicate had no significant pozzolanic effect during a hydration period of 3 days, so the decrease in the size of the pores was not due to the pozzolanic effect of the SMK [18]. In fact, the submicron SiO2 and submicron aluminosilicate were so tiny that they could fill the pores of the HCS, thereby highly decreasing the porosity of sample NB3 compared to sample N0. At a hydration period of 28 days, the main pore diameter of NB3 ranged from 3000 to 20000 nm with a peak at around 5000 nm. On the other hand, the pore diameter of sample N0 was larger than 2000 nm, and the main pore diameter ranged from 2000 to 30000 nm with a peak at around 3500 nm, which indicated that the addition of the SMK could significantly reduce the number of the pores with a diameter of smaller than 5000 nm.Figure 12
The pore size distribution of samples N0 and NB3 at a curing period of: (a) 3 days and (b) 28 days.
(a)(b)The reason was that the particles of the SMK were small, and its nucleating effect could accelerate the rate of the cement hydration and could densify the HCS. At a hydration period of 28 days; the degree of the cement hydration was basically similar, while the volcanic ash effect of the SMK could transform more CH crystals into C-S-H gels, thereby reducing the porosity of the HCS [27].


### 3.5. Thermogravimetric Analysis

In the different HCS samples, the main mass change below 550°C was attributed to the mass loss caused by the release of H2O (dehydration) at low temperatures. Moreover, the peak of differential thermal analysis (DTA) curves at around 100°C was ascribed to the decomposition of the C-S-H gels and ettringite, and the peak in a temperature range of 400–500°C was due to the decomposition of the CH crystals [28].The TGA and DTA curves of the samples at a curing period of 3 and 28 days are plotted in Figures13(a) and 13(b), respectively. According to Figure 13(a), the percentage of the C-S-H gels and the CH crystals enlarged with the increase in the amount of the SMK at a curing period of 3 days. The SMK exhibited a nucleating effect and accelerated the rate of the cement hydration, thereby promoting the formation of the CH crystals and the C-S-H gels. As Figure 13(b) shows, the SMK could significantly increase the amount of the C-S-H gel and ettringite after 28 days of hydration, but the percentage of the CH crystals was not much different at a curing period of 28 days. Since the maximum loading of the SMK was only 7%, the CH crystals could not be completely consumed, and when the concentration of the CH crystals declined to a certain value, the SMK could not continue to react with the CH crystals.Figure 13
TGA and DTA curves of the HCS samples at a curing period of (a) 3 days and (b) 28 days.
(a)(b)


## 3.1. Water Requirement for Standard Consistency

During the standard consistency test of the HCS specimens, we found that there was an approximately positive linear correlation between the water-to-binder ratio and the SMK content of the binder, as delineated in Figure4. Moreover, this paper compared the water consumption of the slurries containing various amounts of the SMK with that of the plain slurry and found that the water consumption of the HCS increased linearly with the amount of the SMK added to the binder (Figure 5), indicating that although the proportion of the SMK and the cement changed, the water consumption of both remained unchanged. Based on this discovery, we attempted to calculate the thickness of the water film coated on the surface of the SMK particles as an innovative exploration.Figure 4
The relation between water-to-binder ratio and the weight percentage of the SMK.Figure 5
The relation between the water consumption of the HCS and the amount of the SMK added to the binder.The water consumption of the cement-based slurries containing different amounts of the SMK could be expressed by(1)ωi=1+δ0−δiδ0×ω0,where ωi is the water consumption of the HCS specimens containing different amounts of the SMK (g) and δi (i = 0, 1, 3, 5, and 7) represents the water-to-binder ratio at different dosages of the SMK.The increment in the water consumption of the specimens containing different dosages of the SMK could be calculated by subtracting the water consumption of N0 from the water consumption of NA# as expressed in(2)ϖi=ωi−ω0,where ϖi is the increment in the water consumption of NA# with different dosages of the SMK (g) and ω0 represents the water consumption of N0. Based on the geometric relationship between the amount of the added water and the amount of the SMK, as expressed in (3), the value of the slope of the relation (k) between the water-to-binder ratio and the weight percentage of the SMK added to the binder was calculated as 0.36.(3)k=ϖi−ϖ0ξi−ξ0,where ξi is the dosage of the SMK and k is the slope of the linear relation in Figure 4. Dividing the value of the slope of the relation by the water-to-binder ratio of the pure cement paste, as given by (4), resulted in a value of 1.304, which indicated that the water absorption of the SMK at a standard level of consistency was 1.304 times that of the OPC 42.5R; further, it did not vary with the change of the SMK content of the binder:(4)α=k⋅ω0δ0,where α is the ratio of the water consumption of the SMK to that of the ordinary Portland cement at a standard level of consistency. According to the SEM images, the average diameter of the SMK particles was usually about 50 nm, so the density and water absorption of the SMK were used to figure out the volume of the water absorbed for a binder volume of 50 nm as expressed by (5)Vw=α×4/3πRs3×ρsρw,where Vw is the volume of the adsorbed water per volume of the SMK (nm³); Rs (nm) and Rw (nm) represent the radius of an SMK particle and the distance between the water surface and the SMK surface, respectively, and they are correlated by (6). By introducing the related values into the below equation, Rw was calculated at 5.3 nm.(6)Rw=Vw+4/3πRs34/3π3−Rs.By substituting the relevant values into the sphere model, the resultant sphere model is illustrated in Figure6.Figure 6
The sphere model of the SMK and water.The SMK had no free and bound water on its surface after being calcined at a high temperature before the experiments. When the SMK was mixed with water, water formed a film on its surface. When the water film was thin, after the SMK reaction, the remaining water could continue the hydration reaction with the cement to cause internal curing; nevertheless, when the water film was thick, large pores could be formed after the evaporation of the unreacted water, leading to the internal defects in the cement specimen. Submicron metakaolin particles are assumed to be spheres with an average diameter of about 50 nanometers. Submicron metakaolin particles absorb water to form a water film with a thickness of about 5.3 nm.


## 3.2. Mechanical Properties

### 3.2.1. Compressive Strength of the HCS

The compressive strength of the HCS specimens containing different percentages of the SMK, namely, 1, 3, 5, and 7%, at different curing periods of 3, 7, 14, and 28 days is shown in Figure7. The compressive strength of the HCS containing the SMK was higher than that of N0 at the same curing period. At the same SMK content of the HCS, the compressive strength of the “NB#” specimens was generally higher than that of the “NA#” specimens. For the samples without a water reducer, sample NA5 had the highest compressive strength. When the dosage of the SMK was lower than 5%, the compressive strength of the HCS increased with the increase in the amount of the SMK. However, increasing the amount of the SMK to 7% reduced the compressive strength of the specimens significantly. At a high percentage of the SMK, the workability of the cement slurry decreased, and the SMK did not disperse sufficiently and agglomerated, which reduced the mechanical strength of the HCS. For the samples with the water reducer (NB), the HCS containing 3% of the SMK (NB3) had the highest compressive strength. When the SMK content of the HCS exceeded 3%, the compressive strength of the hardened samples continued to decline. Compared with the samples without a water reducer, the samples diluted with the water reducer were less suitable to contain a large amount of the SMK.Figure 7
Compressive strength of the HCS samples at various curing periods.The HCS had the highest growth rate of the compressive strength at a curing period of 3 days, and the growth rate of the compressive strength of samples NA5 and NB3 was 67.27 and 50.14%, respectively. This was mainly because the polycarboxylic acid water reducer decreased the water consumption of the HCS, and the cement hydration rate of sample NA5 was higher than that of sample NB3, causing the compressive strength of sample NA5 to be higher than that of sample NB3 at a curing period of 3 days. After 28 days of hydration, the growth rate of the compressive strength of samples NA5 and NB3 was 19.01 and 33.3%, respectively, which was attributed to the fact that the SMK had a considerable water absorbency and could form a water film on the surface of its particles without a chemical reaction with water [27, 28]. Moreover, at a curing period of 28 days, the cement hydration was basically completed, and the water film could automatically break and form tiny pores, leading the compressive strength of sample NA5 to be lower than that of sample NB3.


### 3.2.2. Flexural Strength of the HCS

The flexural strength of the hardened cement-based slurries containing 1, 3, 5, and 7% of the SMK at different curing periods of 3, 7, 14, and 28 days is depicted in Figure8. The flexural strength of the HCS specimens increased by extending the curing period when the dosage of the SMK was lower than 5%. The flexural strength of the HCS specimens improved, and the growth rate of the flexural strength was almost concentrated in the early curing stage; the flexural strength of the hardened slurries grew relatively slowly after a curing period of 14 days. At a curing period of 3 days, the ultimate bending stress of samples NA5 and NB3 could reach 11.47 and 10.55 MPa, respectively, which were, respectively, about 46 and 34% higher than that of specimen N0. At a curing period of 28 days, the ultimate bending stress of specimens NA5 and NB3 could reach 14.80 and 15.02 MPa, respectively, which were, respectively, about 33 and 35% higher than that of specimen N0. These findings could be explained by the platelike structure of the SMK; in fact, it acted as a fiber among cement hydrates, bridging the microcracks in the cementitious matrix and providing resistance to crack propagation and crack opening before being pulled out [14]. In addition, the reaction of the aluminosilicate in the SMK with the calcium hydroxide formed the calcium-silicate-hydrate (C-S-H) gel, which helped in creating a denser hardened cement paste.Figure 8
Flexural strength of the HCS samples at various curing periods.


### 3.2.3. Comparison of Mechanical Properties with Data in the Literature

Because the materials and the ratios used herein were not exactly the same as those reported in the related literature, to investigate the effect of the metakaolin of different particle sizes, the strength of the cement paste and cement mortar was compared with that of the plain cement or mortar.The proportional increase in the compressive strength and the flexural strength of the SMK are compared to the data in the related literature in Figure9. It is obvious that the addition of the SMK significantly improved the mechanical properties of the cement mortar compared to the MK. However, the mechanical strength of the cement mortar mixed with the SMK was lower than that of the specimen containing the NMK. This indicated that the activity of the SMK was significantly improved after further processing compared to the MK but was still lower than that of the NMK. Comparisons of our results with the works of Potapova and Dmitrieva [38] and AL-Salami et al. [39] demonstrated that the improvement in the flexural strength of the mortar by the MK, the SMK, and the NMK was higher than that in the compressive strength of the mortar, which implied that metakaolin of different particle sizes had a more positive effect on the flexural strength than on the compressive strength. The mechanical strength of the cement containing ordinary metakaolin hardly improved and even decreased. Compared to the plain cement, the compressive strength and the flexural strength of the cement containing submicron metakaolin increased by around 35%, while those of the cement containing nanometakaolin improved by around 50% and even by approximately 60% as reported by Shoukry et al. [27, 28].Figure 9
The proportional increase in (a) the compressive strength and (b) the flexural strength of the SMK compared to the data in the literature.
(a)(b)


## 3.2.1. Compressive Strength of the HCS

The compressive strength of the HCS specimens containing different percentages of the SMK, namely, 1, 3, 5, and 7%, at different curing periods of 3, 7, 14, and 28 days is shown in Figure7. The compressive strength of the HCS containing the SMK was higher than that of N0 at the same curing period. At the same SMK content of the HCS, the compressive strength of the “NB#” specimens was generally higher than that of the “NA#” specimens. For the samples without a water reducer, sample NA5 had the highest compressive strength. When the dosage of the SMK was lower than 5%, the compressive strength of the HCS increased with the increase in the amount of the SMK. However, increasing the amount of the SMK to 7% reduced the compressive strength of the specimens significantly. At a high percentage of the SMK, the workability of the cement slurry decreased, and the SMK did not disperse sufficiently and agglomerated, which reduced the mechanical strength of the HCS. For the samples with the water reducer (NB), the HCS containing 3% of the SMK (NB3) had the highest compressive strength. When the SMK content of the HCS exceeded 3%, the compressive strength of the hardened samples continued to decline. Compared with the samples without a water reducer, the samples diluted with the water reducer were less suitable to contain a large amount of the SMK.Figure 7
Compressive strength of the HCS samples at various curing periods.The HCS had the highest growth rate of the compressive strength at a curing period of 3 days, and the growth rate of the compressive strength of samples NA5 and NB3 was 67.27 and 50.14%, respectively. This was mainly because the polycarboxylic acid water reducer decreased the water consumption of the HCS, and the cement hydration rate of sample NA5 was higher than that of sample NB3, causing the compressive strength of sample NA5 to be higher than that of sample NB3 at a curing period of 3 days. After 28 days of hydration, the growth rate of the compressive strength of samples NA5 and NB3 was 19.01 and 33.3%, respectively, which was attributed to the fact that the SMK had a considerable water absorbency and could form a water film on the surface of its particles without a chemical reaction with water [27, 28]. Moreover, at a curing period of 28 days, the cement hydration was basically completed, and the water film could automatically break and form tiny pores, leading the compressive strength of sample NA5 to be lower than that of sample NB3.


## 3.2.2. Flexural Strength of the HCS

The flexural strength of the hardened cement-based slurries containing 1, 3, 5, and 7% of the SMK at different curing periods of 3, 7, 14, and 28 days is depicted in Figure8. The flexural strength of the HCS specimens increased by extending the curing period when the dosage of the SMK was lower than 5%. The flexural strength of the HCS specimens improved, and the growth rate of the flexural strength was almost concentrated in the early curing stage; the flexural strength of the hardened slurries grew relatively slowly after a curing period of 14 days. At a curing period of 3 days, the ultimate bending stress of samples NA5 and NB3 could reach 11.47 and 10.55 MPa, respectively, which were, respectively, about 46 and 34% higher than that of specimen N0. At a curing period of 28 days, the ultimate bending stress of specimens NA5 and NB3 could reach 14.80 and 15.02 MPa, respectively, which were, respectively, about 33 and 35% higher than that of specimen N0. These findings could be explained by the platelike structure of the SMK; in fact, it acted as a fiber among cement hydrates, bridging the microcracks in the cementitious matrix and providing resistance to crack propagation and crack opening before being pulled out [14]. In addition, the reaction of the aluminosilicate in the SMK with the calcium hydroxide formed the calcium-silicate-hydrate (C-S-H) gel, which helped in creating a denser hardened cement paste.Figure 8
Flexural strength of the HCS samples at various curing periods.


## 3.2.3. Comparison of Mechanical Properties with Data in the Literature

Because the materials and the ratios used herein were not exactly the same as those reported in the related literature, to investigate the effect of the metakaolin of different particle sizes, the strength of the cement paste and cement mortar was compared with that of the plain cement or mortar.The proportional increase in the compressive strength and the flexural strength of the SMK are compared to the data in the related literature in Figure9. It is obvious that the addition of the SMK significantly improved the mechanical properties of the cement mortar compared to the MK. However, the mechanical strength of the cement mortar mixed with the SMK was lower than that of the specimen containing the NMK. This indicated that the activity of the SMK was significantly improved after further processing compared to the MK but was still lower than that of the NMK. Comparisons of our results with the works of Potapova and Dmitrieva [38] and AL-Salami et al. [39] demonstrated that the improvement in the flexural strength of the mortar by the MK, the SMK, and the NMK was higher than that in the compressive strength of the mortar, which implied that metakaolin of different particle sizes had a more positive effect on the flexural strength than on the compressive strength. The mechanical strength of the cement containing ordinary metakaolin hardly improved and even decreased. Compared to the plain cement, the compressive strength and the flexural strength of the cement containing submicron metakaolin increased by around 35%, while those of the cement containing nanometakaolin improved by around 50% and even by approximately 60% as reported by Shoukry et al. [27, 28].Figure 9
The proportional increase in (a) the compressive strength and (b) the flexural strength of the SMK compared to the data in the literature.
(a)(b)


## 3.3. Microstructure Characteristics

The SEM images of samples N0 and NB3 at a hydration period of 3 and 28 days are illustrated in Figure10. At a hydration period of 7 days, compared with sample N0, the CH crystal content of sample NB3 was more obvious, and its surface roughness was higher. At a hydration period of 28 days, there were still many CH crystals in specimen N0, while few CH crystals were visible in specimen NB3. The specimen surface was covered by a large number of C-S-H gels, and the intersections of the pores of sample N0 were significantly reduced. This indicated that the SMK could accelerate the formation of the CH crystals in a hydration period of 1–3 days due to its nucleating effect; nonetheless, at a curing period of 28 days, owing to its volcanic ash effect, it consumed a large number of the CH crystals in the HCS to form more C-S-H gels, which reduced the number of the pores of the specimen and increased its density. Because of its nucleating, filling, and pozzolanic effects, the addition of the SMK densified the cement-based slurry and therefore markedly enhanced the compressive strength and flexural strength of the HCS samples, as shown in Figures 7 and 8.Figure 10
The SEM images of the HCS samples: (a) N0 at a curing period of 3 days; (b) NB3 at a curing period of 3 days; (c) N0 at a curing period of 28 days; (d) NB3 at a curing period of 28 days.
(a)(b)(c)(d)The SEM images and the EDS patterns of the internally unreacted submicron SiO2 and submicron aluminosilicate are presented in Figure 11. It can be seen that, at a curing period of 3 days, there were still unreacted submicron SiO2 and submicron aluminosilicate in specimen NB3. However, no obvious submicron SiO2 [27] and submicron aluminosilicate were found in sample NB3 at a curing period of 28 days. Therefore, we could infer that, at a curing period of less than 3 days, the SMK adhered to the HCS without an obvious pozzolanic effect [20], while when the CH crystal content of the HCS reached a certain concentration during a curing period of 3–28 days, the pozzolanic effect of the SMK gradually appeared [19]. To sum up, the pozzolanic effect of the SMK became noticeable when the concentration of the CH crystals reached a certain level. In this work, the pozzolanic effect of the SMK mainly materialized after 3 days of curing, while the increase in the mechanical properties of the hardened cement-based slurries before 7 days of curing was due to the nucleating and filling effect of the SMK.Figure 11
The SEM images and EDS patterns of submicron SiO2 and submicron aluminosilicate of the HCS at a curing period of 3 days: (a) SEM image of SiO2; (b) EDS pattern of SiO2; (c) SEM image of aluminosilicate; (d) EDS pattern of aluminosilicate.
(a)(b)(c)(d)


## 3.4. Pore Size Distribution

For the analysis of the pore structure, sample NB3 with the highest mechanical performance was compared with sample N0 with the lowest mechanical properties. The differential curves of the pore size distribution of samples N0 and NB3 at a hydration period of 3 and 28 days are delineated in Figure12. At the same hydration period, the total pore volume of sample NB3 was lower than that of sample N0. At a curing period of 3 days, the main pore diameter of sample NB3 ranged from 2000 to 20000 nm with a peak at around 4000 nm, while that of sample N0 ranged from 2000 to 30000 nm with a peak at around 3000 nm. According to the SEM images, the submicron SiO2 and submicron aluminosilicate had no significant pozzolanic effect during a hydration period of 3 days, so the decrease in the size of the pores was not due to the pozzolanic effect of the SMK [18]. In fact, the submicron SiO2 and submicron aluminosilicate were so tiny that they could fill the pores of the HCS, thereby highly decreasing the porosity of sample NB3 compared to sample N0. At a hydration period of 28 days, the main pore diameter of NB3 ranged from 3000 to 20000 nm with a peak at around 5000 nm. On the other hand, the pore diameter of sample N0 was larger than 2000 nm, and the main pore diameter ranged from 2000 to 30000 nm with a peak at around 3500 nm, which indicated that the addition of the SMK could significantly reduce the number of the pores with a diameter of smaller than 5000 nm.Figure 12
The pore size distribution of samples N0 and NB3 at a curing period of: (a) 3 days and (b) 28 days.
(a)(b)The reason was that the particles of the SMK were small, and its nucleating effect could accelerate the rate of the cement hydration and could densify the HCS. At a hydration period of 28 days; the degree of the cement hydration was basically similar, while the volcanic ash effect of the SMK could transform more CH crystals into C-S-H gels, thereby reducing the porosity of the HCS [27].


## 3.5. Thermogravimetric Analysis

In the different HCS samples, the main mass change below 550°C was attributed to the mass loss caused by the release of H2O (dehydration) at low temperatures. Moreover, the peak of differential thermal analysis (DTA) curves at around 100°C was ascribed to the decomposition of the C-S-H gels and ettringite, and the peak in a temperature range of 400–500°C was due to the decomposition of the CH crystals [28].The TGA and DTA curves of the samples at a curing period of 3 and 28 days are plotted in Figures13(a) and 13(b), respectively. According to Figure 13(a), the percentage of the C-S-H gels and the CH crystals enlarged with the increase in the amount of the SMK at a curing period of 3 days. The SMK exhibited a nucleating effect and accelerated the rate of the cement hydration, thereby promoting the formation of the CH crystals and the C-S-H gels. As Figure 13(b) shows, the SMK could significantly increase the amount of the C-S-H gel and ettringite after 28 days of hydration, but the percentage of the CH crystals was not much different at a curing period of 28 days. Since the maximum loading of the SMK was only 7%, the CH crystals could not be completely consumed, and when the concentration of the CH crystals declined to a certain value, the SMK could not continue to react with the CH crystals.Figure 13
TGA and DTA curves of the HCS samples at a curing period of (a) 3 days and (b) 28 days.
(a)(b)


## 4. Conclusions

This paper investigated the impact of submicron metakaolin on the mechanical strength, pore structure, and microstructural characteristics of the hardened cement-based slurries. To this end, 1, 3, 5, and 7% of the submicron metakaolin were added to the cement slurries. The main conclusions drawn from the findings of the current work are summarized as follows:(1)
In the early stage of the cement hydration, the nucleating effect of the submicron metakaolin accelerated the rate of cement hydration and cement hardening, played a regulating role in the growth of the cement hydration products, and promoted the formation of the CH crystals and the C-S-H gels. The compressive strength and the flexural strength of the HCS samples increased by more than 65 and 45%, respectively, compared with those of the pure cement samples at a hydration period of 3 days.(2)
In the late stage of the cement hydration, the submicron metakaolin mainly had a pozzolanic effect, which reduced the number of the CH crystals in the HCS, increased the amount of the C-S-H gel in the HCS, and enlarged the density of the HCS samples. The compressive strength and the flexural strength of the HCS increased by more than 33 and 35%, respectively, compared with those of the pure cement samples at a hydration period of 28 days.(3)
The TGA and MIP revealed that, in the early stage of the cement hydration, the unhydrated submicron metakaolin had a small particle size and could fill the internal pores of the cement pastes, thereby effectively reducing the pore diameter to smaller than 5000 nm. In the late stage of the cement hydration, the submicron metakaolin reacted with the calcium hydroxide to form additional C-S-H gels, which further densified the microscopic pore structure of the cement pastes.(4)
By comparing the improvement in the mechanical properties of the cement paste or cement mortar, the impact of the metakaolin of different particle sizes, that is, nanometakaolin and submicron metakaolin, which are prepared under different process conditions, was studied. Finally, the findings of the current work can be used as a frame of reference for the methods of manufacture and applications of metakaolin in the future.



---

*Source: 8882385-2020-12-30.xml*