# Effect of Nanosilica Particle Size on the Water Permeability, Abrasion Resistance, Drying Shrinkage, and Repair Work Properties of Cement Mortar Containing Nano-SiO2

Authors: Sattawat Haruehansapong; Tawich Pulngern; Somchai Chucheepsakul
Journal: Advances in Materials Science and Engineering
 (2017)

---

## Abstract

This work presents the effect of nanosilica particle sizes on durability properties and repair work properties of cement mortar containing nanosilica (NS). Three different NS particle sizes of 12, 20, and 40 nm were used and compared with those of cement mortar without NS and cement mortar with silica fume (SF). Interesting results were obtained in which the particle size of NS affected directly the abrasion resistance and water permeability. NS with particle size of 40 nm is the optimum size and gave the highest abrasion resistance and water permeability. For repair work properties, cement mortars containing NS (12 and 20 nm) and SF experienced higher drying shrinkage than that of cement mortar without NS and then presented cracking behavior and debonding between the cement mortars and concrete substrate. Cement mortar containing 40 nm of NS gave the lowest drying shrinkage, the lowest crack number, and the highest adhesive strength. These results indicate that the particle size of NS affected not only the durability properties but also the repair work properties of cement mortar.


---

## Body

## 1. Introduction

In recent years, the repair material used for the maintenance of concrete structures has become a significant part of the total cost of construction [1]. Different repair methods and materials are currently being applied to overcome the damage in deteriorated structures. Concrete repair quality is generally specified in terms of durability, in addition to workability and strength. Most of the durability-related problems of repair systems are due to the lack of compatibility with the concrete substrate. The durability of concrete repair depends on many factors: a combination of physical, chemical, and mechanical processes [2–4]. Moreover, failure of a concrete repair material is more likely to occur due to incompatibility between the repair material and the concrete substrate, leading to cracking and debonding [5]. Therefore, some researchers [6–11] suggested that an important factor in successful repair work of concrete structures is to achieve sufficient bonding between the repair material and the concrete substrate [6–11] while another critical factor affecting the successful repair work of structures is the selection of repair material [12]. As mentioned previously, the published researches concluded that repair materials used for the maintenance of concrete structure are very important. Almost published researches focused on cracking and debonding behaviors of repair materials. However, information about durability and repair work properties of these repair materials is still rarely found.At present, it has been observed that the addition of nanomaterials to cementitious composites can enhance their mechanical and durability properties [13–16]. Nanosilica (NS) is one of the most desirable types of nanomaterials for incorporation in cementitious composites, and NS has been widely investigated in various studies. These works [13–16] also reported that admixing small amounts of NS (1–3%) could modify the properties of cementitious composites, including strength, microstructure, and durability. Qing et al. [17] applied NS with particle size of 15 nm for cement paste and found that NS could improve the bond strength of the paste-aggregate interface. Li et al. [18] suggested that NS with particle size of 10 nm enhanced significantly the abrasion resistance of pavement concrete while Shih et al. [19] reported that NS with particle size of 20 nm could fill up the pores in the cementitious composites and also exhibited the characteristics of pozzolanic activity. Later, Ji [20] also found that NS with particle size of 15 nm significantly improved the microstructure, compressive strength, and permeability of cement mortar. Some researchers [21–24] also suggested that the addition of NS in cement mortar not only increases the compressive strength, which is mainly attributed to a reduction in total porosity, but also results in a finer pore structure and then reduces overall permeability of hardened concrete. Zhang and Li [21] studied the pore structure of concrete containing NS (10 nm) and found that the addition of NS could refine the pore structure of concrete since NS acts as a filler to enhance the density of concrete, which causes the reduction of total porosity. Moreover, SEM test results also indicated that the microstructure of cement mortar containing NS gave a denser and more compact texture than that of the mortar without NS [22, 24].As mentioned previously, the addition of NS particle to cement mortar and concrete results in higher mechanical properties, lower setting time and water permeability, and higher resistance to chemical attacks. Therefore, the application of cement mortar containing NS as a repair material for the maintenance of concrete structures is very interesting. The cement mortar with the right composition of NS can definitely improve both the compressive strength and the durability properties of the repair material. Moreover, almost published articles related to durability properties of cement mortar and concrete focused on the addition of only single-sized NS particles. The effect of nanosilica particle size was rarely discussed and the question still remained. Only our previous work [22] suggested that the particle size of nanosilica affected significantly the compressive strength and microstructure of cement mortar. For cement mortar containing 9% of NS content and water per binder ratio of 0.65, the compressive strengths of cement mortars with NS particle sizes of 12, 20, and 40 nm were higher than that of cement mortar without nanosilica about 1.32, 1.67, and 1.74 times, respectively.Therefore, the main objective of this study is to investigate the effect of NS particle sizes on the durability properties and repair work properties of cement mortar containing NS compared with those of cement mortar containing silica fume (SF) and control mortar without NS. We believe that our results not only give a comprehensive understanding of the effect of particle size of NS on durability and repair work properties for cement mortar, but also would interest engineers and scientists who want to use cement mortar containing NS as a repair material for structural members.


## 2. Experimental Program

### 2.1. Materials

The cement used was ordinary Portland cement (OPC) type I with an average particle size of 15,000 nm while SF was dry-densified (D) with an average particle size of 100 nm (0.1μm) with a main chemical composition of 88.3% SiO2. For nanosilica (NS), it consisted of 99.8% SiO2. Since the effect of NS particle size is the main focus of this study, three different particle sizes of NS, with average diameters of 12 nm (AEROSIL 200), 20 nm (AEROSIL 90), and 40 nm (AEROSIL OX50), were used. These NS products, according to the manufacturer’s data, have specific surface areas of 200, 90, and 50 m2/g, respectively. The silica nanoparticles used in this paper were bought from Evonik Industries, Germany. The chemical compositions of OPC, SF, and NS materials are given in Table 1. Standard natural river sand with specific gravity of 2.50 g/cm3 was used. In order to achieve the desired fluidity and better dispersion of nanoparticles, a polycarboxylate ether base superplasticizer (ADVA® Cast 207; Grace, Columbia, MD, USA) was incorporated into all mixes. The previous work [25] also suggested that a superplasticizer (SP) can be used to reduce the particle agglomeration mechanisms of cement mortar containing nanosilica.Table 1
Chemical composition of ordinary Portland cement, silica fume, and nanosilica.
Item
Chemical composition (%)
OPC
Silica fume
AEROSIL 200
AEROSIL 90
AEROSIL OX 50
SiO2
22
88.3
99.8
99.8
99.8
Al2O3
6.6
1.17
—
—
—
Fe2O3
2.8
4.76
—
—
—
CaO
60.1
0.48
—
—
—
MgO
3.3
2.14
—
—
—
SO3
2.1
1.05
—
—
—
LOI
2.6
2.1
0.2
0.2
0.2
Surface area (m2/g)
0.38
20
200
90
50
Mean particle size (nm)
15,000
100
12
20
40
OPC: ordinary Portland cement.
AEROSIL 200: nanosilica with particle size of 12 nm.
AEROSIL 90: nanosilica with particle size of 20 nm.
AEROSIL OX 50: nanosilica with particle size of 40 nm.
LOI: loss on ignition.


### 2.2. Methodology

#### 2.2.1. Sample Preparation

For all mix proportions, it is required to achieve 105–115% flow capacity, according to ASTM C1437 [27]. By the trial test of control cement mortar without NS, water per binder ratio (W/B) of 0.65 was obtained. Then, all cement mortars with NS were prepared by fixing W/B to be 0.65 and sand/binder ratio to 2.75. Moreover, SP was also added for all mixtures to achieve the required flow capacity. River sand was graded in accordance with ASTM C778 [28]. The mortar samples were classified into 5 groups. The control cement mortar (without NS) was defined as OPC while cement mortars containing SF and three different particle sizes of NS were defined as SF (100 nm), NS12, NS20, and NS40, respectively. The amount of SF and NS replacement content for all mortar samples was fixed at 9% by weight of cement, which was the optimum replacement content in cement mortar obtained from our previous work [22]. Details of mixture proportions and flow capacity of the cement mortars containing NS are given in Table 2.Table 2
Mixtures proportions for the cement mortars.
Sample
Mixture proportions (g)
Flow capacity
Cement(g)
Water(mL)
Sand(g)
Nanosilica(g)
Silica fume(g)
S
P
∗ (mL)
OPC
1,000
650
2,750
—
—
—
107
NS 12 nm
910
632
2,750
90
—
36
112
NS 20 nm
910
640
2,750
90
—
20
108
NS 40 nm
910
644
2,750
90
—
12
110
SF 100 nm
910
646
2,750
—
90
8
106
S
u
p
e
r
p
l
a
s
t
i
c
i
z
e
r
∗.
Remark. The water in the superplasticizer (SP) was typically assumed to be 50% and taken into account by adjusting water content for each mixture proportion [22, 25, 26].


#### 2.2.2. Mixing Procedures

The rotary mixer is used for cement mortars mixing. Since the nanoparticles are not easy to disperse uniformly due to their high specific surface areas, special mixing procedures were used as follows:(1)
The nanosilica particles were firstly mixed with water and superplasticizer at high speed (285 rpm) for 1 minute.(2)
The cement and SF (if applicable) were added to the rotary mixer, and the mixer was allowed to run at medium speed (140 rpm) for another 1 minute. Then, river sand was added within 30 seconds.(3)
The mixture was allowed to rest for 90 seconds and then mixing was continued for 1 minute at high speed.


#### 2.2.3. Abrasion Resistance

The specimens for abrasion resistance test were prepared as a cylindrical specimen with a diameter of 100 mm and thickness of 30 mm. Then, cement mortars were cured for 28 days and then used to determine the weight loss after the specimen was ground for 12 minutes with a rotating cutter, in accordance with ASTM C944 [29]. Three mortar specimens were determined for each tested result.


#### 2.2.4. Water Permeability

The water permeability of control cement mortar (OPC) and cement mortar containing SF and NS was measured at the age of 28 days. Cement mortars with a diameter of 100 mm and thickness of 30 mm were used to determine the water permeability. Water with 5-bar pressure was applied to the mortar specimen for measuring the flow rate of water. Three mortar specimens were determined for each tested result. A mortar specimen and the housing cell for the water permeability test are shown in Figure1. After a steady flow rate was obtained, the coefficient of permeability was calculated based on Darcy’s law [30] as shown in (1)K=ρLgQPA,whereK is the coefficient of water permeability (m/sec),ρ is the density of water (kg/m3),g is acceleration due to gravity, 9.81 (m/sec2),Q is the flow rate (m3/sec),L is the thickness of the mortar sample (m),P is the absolute water pressure (N/m2), andA is the cross-sectional area of the mortar sample (m2).Figure 1
Schematic representation of the permeability housing cell [30].


#### 2.2.5. Drying Shrinkage

The tested specimens of cement mortar for determining drying shrinkage value were prismatic, with a cross section of 25 × 25 mm2 and a length of 285 mm. After 24 hours of casting, the specimens were removed from the molds and then cured in water for another 48 hours. After cement mortar age of 3 days, the specimens were removed from the water and wiped with a cloth, and the initial length was measured immediately. Then, the specimens were kept in air at a temperature of 23±2°C and relative humidity of 50±5%, in accordance with ASTM C 596 [31], and drying shrinkage was monitored for at least 3 months by using a length comparator with a precision of 2 μm. The first measurement was taken after 24 hours of mixing, while the rest of the measurements were taken at different ages of 3, 7, 14, 28, 60, and 90 days, respectively. Three specimens were also determined for each tested result.


#### 2.2.6. Baenziger Block

The Baenziger block was specifically designed to generate stresses and strains at precise locations in order to allow the cement mortars to crack if they were not well formulated. The technical summary of the Baenziger block, a specially designed prefabricated test substrate originally developed by Heinz Baenziger and Alexander Bleibler [32], is given in Table 3.Table 3
Baenziger block technical summary.
Materials
Normal concreteCement content 300–350 kg/m3Portland cement type I
Aggregate (gravel)
0–16 mm
Reinforcement
High-yield ribbed 6 mm diameter bars at 100 mm centers
Surface finish
Sandblasted to standard EN 1766 (minimum 2 mm roughness)
Baenziger block volume
Approx. 28 L
Weight
Unfilled: approx. 60 kgFilled: approx. 81 kg
Special requirements
Min. 2 months old before use in testsThe support slab dimension was 1,050 mm by 350 mm, while the thickness of the cement mortar was fixed at 30 mm for the first 500 mm length and then varied from 30 to 60 mm for additional 650 mm length. Figure2 presents a schematic view of the Baenziger block geometry [32]. This method was developed to evaluate the performance of repair materials with respect to cracking tendency and adhesion to a concrete substrate, in accordance with Schiegg and Baenziger [33]. The test was conducted simply by casting the repair material on the previously sandblasted concrete surface of the Baenziger block and subjecting it to a drying environment. Appearance of cracks was checked daily during the first week and weekly thereafter. The crack was normally observed for 3 months.Figure 2
Dimension and preparation of Baenziger block [32].


#### 2.2.7. Adhesive Strength Test (Pull-Off Method)

The adhesion strength between overlay material of cement mortars containing SF and NS and the concrete substrate was characterized by pull-off of the cored samples taken from Baenziger block after 28 days, in accordance with ASTM C1583 [34]. According to the standard, the overlay repair cement mortars and concrete substrate were core-cut through overlay or repair material to at least 10 mm below the interface. A cylindrical steel disk of 50 mm diameter was glued to overlay or repair cement mortar using epoxy adhesive. Then, the pull-off load from the tensile loading device was applied to the tested specimen with a rate of 35±15 kPa/sec until failure occurred. The pull-off adhesive strength was calculated by dividing the tensile pull-off load at failure by the circular cut area of the tested specimen. Figure 3 shows the tensile bond strength test (pull-off method) device used for this experiment.Figure 3
Direct tensile strength test (pull-off method) device [34].


## 2.1. Materials

The cement used was ordinary Portland cement (OPC) type I with an average particle size of 15,000 nm while SF was dry-densified (D) with an average particle size of 100 nm (0.1μm) with a main chemical composition of 88.3% SiO2. For nanosilica (NS), it consisted of 99.8% SiO2. Since the effect of NS particle size is the main focus of this study, three different particle sizes of NS, with average diameters of 12 nm (AEROSIL 200), 20 nm (AEROSIL 90), and 40 nm (AEROSIL OX50), were used. These NS products, according to the manufacturer’s data, have specific surface areas of 200, 90, and 50 m2/g, respectively. The silica nanoparticles used in this paper were bought from Evonik Industries, Germany. The chemical compositions of OPC, SF, and NS materials are given in Table 1. Standard natural river sand with specific gravity of 2.50 g/cm3 was used. In order to achieve the desired fluidity and better dispersion of nanoparticles, a polycarboxylate ether base superplasticizer (ADVA® Cast 207; Grace, Columbia, MD, USA) was incorporated into all mixes. The previous work [25] also suggested that a superplasticizer (SP) can be used to reduce the particle agglomeration mechanisms of cement mortar containing nanosilica.Table 1
Chemical composition of ordinary Portland cement, silica fume, and nanosilica.
Item
Chemical composition (%)
OPC
Silica fume
AEROSIL 200
AEROSIL 90
AEROSIL OX 50
SiO2
22
88.3
99.8
99.8
99.8
Al2O3
6.6
1.17
—
—
—
Fe2O3
2.8
4.76
—
—
—
CaO
60.1
0.48
—
—
—
MgO
3.3
2.14
—
—
—
SO3
2.1
1.05
—
—
—
LOI
2.6
2.1
0.2
0.2
0.2
Surface area (m2/g)
0.38
20
200
90
50
Mean particle size (nm)
15,000
100
12
20
40
OPC: ordinary Portland cement.
AEROSIL 200: nanosilica with particle size of 12 nm.
AEROSIL 90: nanosilica with particle size of 20 nm.
AEROSIL OX 50: nanosilica with particle size of 40 nm.
LOI: loss on ignition.


## 2.2. Methodology

### 2.2.1. Sample Preparation

For all mix proportions, it is required to achieve 105–115% flow capacity, according to ASTM C1437 [27]. By the trial test of control cement mortar without NS, water per binder ratio (W/B) of 0.65 was obtained. Then, all cement mortars with NS were prepared by fixing W/B to be 0.65 and sand/binder ratio to 2.75. Moreover, SP was also added for all mixtures to achieve the required flow capacity. River sand was graded in accordance with ASTM C778 [28]. The mortar samples were classified into 5 groups. The control cement mortar (without NS) was defined as OPC while cement mortars containing SF and three different particle sizes of NS were defined as SF (100 nm), NS12, NS20, and NS40, respectively. The amount of SF and NS replacement content for all mortar samples was fixed at 9% by weight of cement, which was the optimum replacement content in cement mortar obtained from our previous work [22]. Details of mixture proportions and flow capacity of the cement mortars containing NS are given in Table 2.Table 2
Mixtures proportions for the cement mortars.
Sample
Mixture proportions (g)
Flow capacity
Cement(g)
Water(mL)
Sand(g)
Nanosilica(g)
Silica fume(g)
S
P
∗ (mL)
OPC
1,000
650
2,750
—
—
—
107
NS 12 nm
910
632
2,750
90
—
36
112
NS 20 nm
910
640
2,750
90
—
20
108
NS 40 nm
910
644
2,750
90
—
12
110
SF 100 nm
910
646
2,750
—
90
8
106
S
u
p
e
r
p
l
a
s
t
i
c
i
z
e
r
∗.
Remark. The water in the superplasticizer (SP) was typically assumed to be 50% and taken into account by adjusting water content for each mixture proportion [22, 25, 26].


### 2.2.2. Mixing Procedures

The rotary mixer is used for cement mortars mixing. Since the nanoparticles are not easy to disperse uniformly due to their high specific surface areas, special mixing procedures were used as follows:(1)
The nanosilica particles were firstly mixed with water and superplasticizer at high speed (285 rpm) for 1 minute.(2)
The cement and SF (if applicable) were added to the rotary mixer, and the mixer was allowed to run at medium speed (140 rpm) for another 1 minute. Then, river sand was added within 30 seconds.(3)
The mixture was allowed to rest for 90 seconds and then mixing was continued for 1 minute at high speed.


### 2.2.3. Abrasion Resistance

The specimens for abrasion resistance test were prepared as a cylindrical specimen with a diameter of 100 mm and thickness of 30 mm. Then, cement mortars were cured for 28 days and then used to determine the weight loss after the specimen was ground for 12 minutes with a rotating cutter, in accordance with ASTM C944 [29]. Three mortar specimens were determined for each tested result.


### 2.2.4. Water Permeability

The water permeability of control cement mortar (OPC) and cement mortar containing SF and NS was measured at the age of 28 days. Cement mortars with a diameter of 100 mm and thickness of 30 mm were used to determine the water permeability. Water with 5-bar pressure was applied to the mortar specimen for measuring the flow rate of water. Three mortar specimens were determined for each tested result. A mortar specimen and the housing cell for the water permeability test are shown in Figure1. After a steady flow rate was obtained, the coefficient of permeability was calculated based on Darcy’s law [30] as shown in (1)K=ρLgQPA,whereK is the coefficient of water permeability (m/sec),ρ is the density of water (kg/m3),g is acceleration due to gravity, 9.81 (m/sec2),Q is the flow rate (m3/sec),L is the thickness of the mortar sample (m),P is the absolute water pressure (N/m2), andA is the cross-sectional area of the mortar sample (m2).Figure 1
Schematic representation of the permeability housing cell [30].


### 2.2.5. Drying Shrinkage

The tested specimens of cement mortar for determining drying shrinkage value were prismatic, with a cross section of 25 × 25 mm2 and a length of 285 mm. After 24 hours of casting, the specimens were removed from the molds and then cured in water for another 48 hours. After cement mortar age of 3 days, the specimens were removed from the water and wiped with a cloth, and the initial length was measured immediately. Then, the specimens were kept in air at a temperature of 23±2°C and relative humidity of 50±5%, in accordance with ASTM C 596 [31], and drying shrinkage was monitored for at least 3 months by using a length comparator with a precision of 2 μm. The first measurement was taken after 24 hours of mixing, while the rest of the measurements were taken at different ages of 3, 7, 14, 28, 60, and 90 days, respectively. Three specimens were also determined for each tested result.


### 2.2.6. Baenziger Block

The Baenziger block was specifically designed to generate stresses and strains at precise locations in order to allow the cement mortars to crack if they were not well formulated. The technical summary of the Baenziger block, a specially designed prefabricated test substrate originally developed by Heinz Baenziger and Alexander Bleibler [32], is given in Table 3.Table 3
Baenziger block technical summary.
Materials
Normal concreteCement content 300–350 kg/m3Portland cement type I
Aggregate (gravel)
0–16 mm
Reinforcement
High-yield ribbed 6 mm diameter bars at 100 mm centers
Surface finish
Sandblasted to standard EN 1766 (minimum 2 mm roughness)
Baenziger block volume
Approx. 28 L
Weight
Unfilled: approx. 60 kgFilled: approx. 81 kg
Special requirements
Min. 2 months old before use in testsThe support slab dimension was 1,050 mm by 350 mm, while the thickness of the cement mortar was fixed at 30 mm for the first 500 mm length and then varied from 30 to 60 mm for additional 650 mm length. Figure2 presents a schematic view of the Baenziger block geometry [32]. This method was developed to evaluate the performance of repair materials with respect to cracking tendency and adhesion to a concrete substrate, in accordance with Schiegg and Baenziger [33]. The test was conducted simply by casting the repair material on the previously sandblasted concrete surface of the Baenziger block and subjecting it to a drying environment. Appearance of cracks was checked daily during the first week and weekly thereafter. The crack was normally observed for 3 months.Figure 2
Dimension and preparation of Baenziger block [32].


### 2.2.7. Adhesive Strength Test (Pull-Off Method)

The adhesion strength between overlay material of cement mortars containing SF and NS and the concrete substrate was characterized by pull-off of the cored samples taken from Baenziger block after 28 days, in accordance with ASTM C1583 [34]. According to the standard, the overlay repair cement mortars and concrete substrate were core-cut through overlay or repair material to at least 10 mm below the interface. A cylindrical steel disk of 50 mm diameter was glued to overlay or repair cement mortar using epoxy adhesive. Then, the pull-off load from the tensile loading device was applied to the tested specimen with a rate of 35±15 kPa/sec until failure occurred. The pull-off adhesive strength was calculated by dividing the tensile pull-off load at failure by the circular cut area of the tested specimen. Figure 3 shows the tensile bond strength test (pull-off method) device used for this experiment.Figure 3
Direct tensile strength test (pull-off method) device [34].


## 2.2.1. Sample Preparation

For all mix proportions, it is required to achieve 105–115% flow capacity, according to ASTM C1437 [27]. By the trial test of control cement mortar without NS, water per binder ratio (W/B) of 0.65 was obtained. Then, all cement mortars with NS were prepared by fixing W/B to be 0.65 and sand/binder ratio to 2.75. Moreover, SP was also added for all mixtures to achieve the required flow capacity. River sand was graded in accordance with ASTM C778 [28]. The mortar samples were classified into 5 groups. The control cement mortar (without NS) was defined as OPC while cement mortars containing SF and three different particle sizes of NS were defined as SF (100 nm), NS12, NS20, and NS40, respectively. The amount of SF and NS replacement content for all mortar samples was fixed at 9% by weight of cement, which was the optimum replacement content in cement mortar obtained from our previous work [22]. Details of mixture proportions and flow capacity of the cement mortars containing NS are given in Table 2.Table 2
Mixtures proportions for the cement mortars.
Sample
Mixture proportions (g)
Flow capacity
Cement(g)
Water(mL)
Sand(g)
Nanosilica(g)
Silica fume(g)
S
P
∗ (mL)
OPC
1,000
650
2,750
—
—
—
107
NS 12 nm
910
632
2,750
90
—
36
112
NS 20 nm
910
640
2,750
90
—
20
108
NS 40 nm
910
644
2,750
90
—
12
110
SF 100 nm
910
646
2,750
—
90
8
106
S
u
p
e
r
p
l
a
s
t
i
c
i
z
e
r
∗.
Remark. The water in the superplasticizer (SP) was typically assumed to be 50% and taken into account by adjusting water content for each mixture proportion [22, 25, 26].


## 2.2.2. Mixing Procedures

The rotary mixer is used for cement mortars mixing. Since the nanoparticles are not easy to disperse uniformly due to their high specific surface areas, special mixing procedures were used as follows:(1)
The nanosilica particles were firstly mixed with water and superplasticizer at high speed (285 rpm) for 1 minute.(2)
The cement and SF (if applicable) were added to the rotary mixer, and the mixer was allowed to run at medium speed (140 rpm) for another 1 minute. Then, river sand was added within 30 seconds.(3)
The mixture was allowed to rest for 90 seconds and then mixing was continued for 1 minute at high speed.


## 2.2.3. Abrasion Resistance

The specimens for abrasion resistance test were prepared as a cylindrical specimen with a diameter of 100 mm and thickness of 30 mm. Then, cement mortars were cured for 28 days and then used to determine the weight loss after the specimen was ground for 12 minutes with a rotating cutter, in accordance with ASTM C944 [29]. Three mortar specimens were determined for each tested result.


## 2.2.4. Water Permeability

The water permeability of control cement mortar (OPC) and cement mortar containing SF and NS was measured at the age of 28 days. Cement mortars with a diameter of 100 mm and thickness of 30 mm were used to determine the water permeability. Water with 5-bar pressure was applied to the mortar specimen for measuring the flow rate of water. Three mortar specimens were determined for each tested result. A mortar specimen and the housing cell for the water permeability test are shown in Figure1. After a steady flow rate was obtained, the coefficient of permeability was calculated based on Darcy’s law [30] as shown in (1)K=ρLgQPA,whereK is the coefficient of water permeability (m/sec),ρ is the density of water (kg/m3),g is acceleration due to gravity, 9.81 (m/sec2),Q is the flow rate (m3/sec),L is the thickness of the mortar sample (m),P is the absolute water pressure (N/m2), andA is the cross-sectional area of the mortar sample (m2).Figure 1
Schematic representation of the permeability housing cell [30].


## 2.2.5. Drying Shrinkage

The tested specimens of cement mortar for determining drying shrinkage value were prismatic, with a cross section of 25 × 25 mm2 and a length of 285 mm. After 24 hours of casting, the specimens were removed from the molds and then cured in water for another 48 hours. After cement mortar age of 3 days, the specimens were removed from the water and wiped with a cloth, and the initial length was measured immediately. Then, the specimens were kept in air at a temperature of 23±2°C and relative humidity of 50±5%, in accordance with ASTM C 596 [31], and drying shrinkage was monitored for at least 3 months by using a length comparator with a precision of 2 μm. The first measurement was taken after 24 hours of mixing, while the rest of the measurements were taken at different ages of 3, 7, 14, 28, 60, and 90 days, respectively. Three specimens were also determined for each tested result.


## 2.2.6. Baenziger Block

The Baenziger block was specifically designed to generate stresses and strains at precise locations in order to allow the cement mortars to crack if they were not well formulated. The technical summary of the Baenziger block, a specially designed prefabricated test substrate originally developed by Heinz Baenziger and Alexander Bleibler [32], is given in Table 3.Table 3
Baenziger block technical summary.
Materials
Normal concreteCement content 300–350 kg/m3Portland cement type I
Aggregate (gravel)
0–16 mm
Reinforcement
High-yield ribbed 6 mm diameter bars at 100 mm centers
Surface finish
Sandblasted to standard EN 1766 (minimum 2 mm roughness)
Baenziger block volume
Approx. 28 L
Weight
Unfilled: approx. 60 kgFilled: approx. 81 kg
Special requirements
Min. 2 months old before use in testsThe support slab dimension was 1,050 mm by 350 mm, while the thickness of the cement mortar was fixed at 30 mm for the first 500 mm length and then varied from 30 to 60 mm for additional 650 mm length. Figure2 presents a schematic view of the Baenziger block geometry [32]. This method was developed to evaluate the performance of repair materials with respect to cracking tendency and adhesion to a concrete substrate, in accordance with Schiegg and Baenziger [33]. The test was conducted simply by casting the repair material on the previously sandblasted concrete surface of the Baenziger block and subjecting it to a drying environment. Appearance of cracks was checked daily during the first week and weekly thereafter. The crack was normally observed for 3 months.Figure 2
Dimension and preparation of Baenziger block [32].


## 2.2.7. Adhesive Strength Test (Pull-Off Method)

The adhesion strength between overlay material of cement mortars containing SF and NS and the concrete substrate was characterized by pull-off of the cored samples taken from Baenziger block after 28 days, in accordance with ASTM C1583 [34]. According to the standard, the overlay repair cement mortars and concrete substrate were core-cut through overlay or repair material to at least 10 mm below the interface. A cylindrical steel disk of 50 mm diameter was glued to overlay or repair cement mortar using epoxy adhesive. Then, the pull-off load from the tensile loading device was applied to the tested specimen with a rate of 35±15 kPa/sec until failure occurred. The pull-off adhesive strength was calculated by dividing the tensile pull-off load at failure by the circular cut area of the tested specimen. Figure 3 shows the tensile bond strength test (pull-off method) device used for this experiment.Figure 3
Direct tensile strength test (pull-off method) device [34].


## 3. Results and Discussion

### 3.1. Abrasion Resistance

The weight losses representing the abrasion resistance of control cement mortar (OPC), cement mortar with SF, and cement mortar with various particle sizes of NS are illustrated in Figure4 and indicated that the abrasion resistance of cement mortar with NS was remarkably improved.Figure 4
Abrasion resistance over time of control cement mortar, cement mortar with SF, and cement mortar with various particle sizes of NS with the replacement content of 9%.Cement mortar with NS gave higher abrasion resistance than that of control cement mortar and cement mortar with SF. The reasons may come from the fact that cement mortar with NS has a less porous structure (i.e., without visible pores) and results in a denser and more compact texture [20]. Similar results were found in the works of Riahi and Nazari [35], Nazari and Riahi [36], Soleymani [37], and Li et al. [18] who studied the abrasion resistance of concrete modified with NS. These works suggested that the abrasion resistance increased with the addition of NS for all ages of cement mortar. By considering the effect of NS particle size on abrasion resistance which is the main objective of this study, the obtained results showed that the control cement mortars (OPC) gave the highest weight loss (3.57 g) while cement mortar containing NS with particle sizes of 40 nm gave the lowest weight loss (58% of OPC) indicating the improvement of abrasion resistance of NS particle size of 40 nm. By increasing NS particle sizes, the abrasion resistance of cement mortar was increased. The maximum abrasion resistance (lowest weight loss) was obtained for mortar with NS particle size of 40 nm and then abrasion resistance was decreased for mortar with SF (100 nm). Therefore, the particle size of nanosilica affected directly the abrasion resistance. Similar behavior representing the size effect of nanosilica was also found in case of epoxy/silica composite coating material [38]. This research discovered that epoxy coatings containing medium size of NS particles (53 and 79 nm) had relatively higher adhesion strength, scratch resistance, and corrosion resistance than those of epoxy coating containing a very small size of NS particle (27 nm) and very big size of NS particle (173 nm).Finally, the relationship between the abrasion resistance in terms of weight loss and the various sizes of nanoparticles is shown in Figure5. It can be clearly seen that the abrasion resistance of cement mortar with NS particle increased with increasing nanoparticle size until NS particle size of 40 nm and then decreased significantly for mortar with SF (100 nm). This can be explained by the fact that the uniform dispersion for very small sizes of NS particle (12 and 20 nm) with high specific surface area is more difficult than that of medium particle size (40 nm) and therefore very small particle sizes possibly result in agglomeration. The results of the microstructure by SEM as presented in the authors’ previous work [22] also confirmed that cement mortar with NS 12 nm and 20 nm tended to present ineffective dispersion or agglomeration which can be observed from the nonhomogeneous microstructure. However, the microstructure photograph of cement mortar with NS 40 nm was homogeneous, dense, and compact. For cement mortar with SF (100 nm), it has lower SiO2 content, which produces less pozzolanic activity than that of NS. Moreover, the particle size of SF is larger than that of NS, therefore giving it weaker packing ability [18, 26].Figure 5
Effect of nanosilica particle size on abrasion resistance of cement mortar containing various particle sizes of NS and SF.


### 3.2. Water Permeability

Figure6 shows the coefficient of water permeability of control cement mortar (OPC), cement mortar with SF, and cement mortar with various particle sizes of NS. All cement mortars with NS presented lower coefficients than those of control cement mortar and cement mortar with SF. This is because NS particle size is very small and could easily fill in the pores of cement paste and also recover the particle packing density of the cement mortar. Another reason is that NS particles possibly blocked the passages connecting capillary pores and water channels in cement paste [39]. Same behaviors concerning permeability improvements of concrete with NS were also reported by Najigivi et al. [40], Quercia et al. [41], and Esmaeili and Andalibi [42]. However, only single-sized NS particles were discussed in these researches.Figure 6
Effect of nanosilica particle size on coefficient of water permeability of cement mortar containing various particle sizes of NS and SF.In regard to the effect of NS particle size, cement mortar with NS particle size of 40 nm gave a lower coefficient of water permeability than those of cement mortars with NS particle sizes of 12 and 20 nm and cement mortar with SF (100 nm). In other words, the coefficient of water permeability decreases with increasing nanoparticle size up to 40 nm and then increases for cement mortar with SF (100 nm). It can be explained again that very small NS particle sizes (12 and 20 nm) are not beneficial for the packing ability and possibly result in lower dispersion as mentioned previously while the medium size of nanoparticle (40 nm) is a suitable size which is very effective in terms of pozzolanic activity, packing ability, and uniform particle dispersion. The results of water permeability obtained from this investigation showed good correlation with our previous research [22] which found that cement mortar with medium particle size (40 nm) gave higher compressive strength and better microstructure than that of very small particle size (12 and 20 nm). The higher the compressive strength, the lower the coefficient of water permeability typically obtained. Another previous research also suggested that agglomeration and low dispersion of very small particle size (12 nm) of NS affected directly the mechanical properties and microstructure [43].


### 3.3. Drying Shrinkage

The shrinkage behavior of control cement mortar (OPC), cement mortar with SF (100 nm), and cement mortar containing various particle sizes of NS (12, 20, and 40 nm) is shown in Figure7. The obtained results indicated that the cement mortars with NS (12, 20, and 40 nm) and SF (100 nm) exhibited greater shrinkage than that of the control cement mortar. This can be explained by the fact that NS particles act as activators to accelerate cement hydration; therefore, a higher degree of hydration was obtained for cement mortar with NS and resulted in the increment of autogenous shrinkage and related chemical shrinkage [44]. One more work [45] related to shrinkage properties of cement mortar containing NS also suggested that cement mortar containing NS experienced higher values of drying shrinkage than cement mortar without NS. Moreover, the drying shrinkage increased with increasing nanosilica content.Figure 7
Drying shrinkage behavior of control cement mortar (OPC), cement mortar with SF, and cement mortar with various particle sizes of NS with the replacement content of 9%.In order to study the effect of particle size on drying shrinkage, it can be seen that cement mortar with NS particle size of 12 and 20 nm gave higher shrinkage values compared with those with NS particle size of 40 nm and cement mortar with SF (100 nm). Moreover, the cement mortar with NS particle size of 40 nm gave the lowest drying shrinkage. One reason is that cement mortar with very small NS particle sizes (12 and 20 nm) gave low packing ability and high porosity which can be also confirmed by the previous results of water permeability. The previous work [46] also suggested that high porosity greatly influenced directly the water absorption and shrinkage cracking of cement mortar. Although the porosity on cement mortars with NS particles was not measured directly in this work, the results of microstructure obtained by SEM test presented in our previous work [22] also indicated that cement mortars containing NS particles typically gave more homogeneous, denser, and more compact textures than that of the cement mortar without NS. Another possible reason arises from the fact that very small particles of NS (12 and 20 nm) have a high specific surface area. Higher surface area of NS typically consumes a high amount of water and results in higher shrinkage. Moreover, higher surface area of the cementitious material can increase the amount of heat evolved during the setting and hardening of the cement and can directly affect the drying shrinkage of cement mortar [47].


### 3.4. Baenziger Block

This research presents the cracking behavior after allowing the cement mortar to harden for 1, 28, and 90 days. The results obtained from Baenziger block test of control cement mortar without NS (OPC), cement mortar with NS particle sizes of 12, 20, and 40 nm, and cement mortar with SF (100 nm) at age of 1 day are presented in Figure8. These results clearly show that control cement mortar without NS (OPC) and cement mortar with NS particle sizes of 20 and 40 nm produced no cracking, while cement mortar with SF resulted in some small cracks near the edges and corners of the block. Multiple fine cracks, widely distributed along the length of the specimen, occurred in cement mortar with NS particle size of 12 nm. In the case of cement mortar at the age of 28 days (Figure 9), no cracks appeared for control cement mortar and cement mortar containing NS particle size of 40 nm, while cement mortar with NS particle size of 20 nm gave multiple fine cracks. The crack patterns of cement mortar with NS particle size of 20 nm were almost the same as for cement mortar with NS particle size of 12 nm. Figure 10 presents the crack pattern of cement mortars at the age of 90 days. These results indicated that control cement mortar and cement mortar with NS particle size of 40 nm generated only cracking near the edges and corners of the block (about 1-2 cracks), while cement mortar with SF produced higher crack number (around 5 cracks). However, cement mortar with NS particle sizes of 12 and 20 nm generated continuous cracking (about 36 and 27 cracks, resp.), as shown in Table 4.Table 4
Number of cracks in cement mortar with OPC, cement mortar with various particle sizes of NS, and cement mortar with SF at all ages.
Samples
Number of cracks
Total cracks
1 day
28 days
90 days
OPC
0
0
1
1
NS 12 nm
19
11
6
36
NS 20 nm
0
19
8
27
NS 40 nm
0
0
2
2
SF 100 nm
2
1
2
5Figure 8
Cracking behavior of control cement mortar (OPC), cement mortar with SF, and cement mortar with various particle sizes of NS at mortar age of 1 day in Baenziger blocks.Figure 9
Cracking behavior of control cement mortar (OPC), cement mortar with SF, and cement mortar with various particle sizes of NS at mortar age of 28 days in Baenziger blocks.Figure 10
Cracking behavior of control cement mortar (OPC), cement mortar with SF, and cement mortar with various particle sizes of NS at mortar age of 90 days in Baenziger blocks.In terms of the number of cracks, cement mortar containing NS particle sizes containing 12 and 20 nm generated a higher number of cracks than that of cement mortar containing 40 nm. This can be explained by the fact that very small particles of NS result in a higher hydration temperature. Moreover, particles with very small size typically gave higher specific surface area which can result in a higher interface area and high degree of cracking [48]. These cracking behaviors from the Baenziger block test clearly supported the results of the drying shrinkage described previously. As observed in Figures 8 and 9, the cracking of cement mortar with NS particle sizes of 12 and 20 nm started from cement mortars at the age of 1 and 28 days, respectively, which is consistent with the drying shrinkage behavior, as shown in Figure 7.


### 3.5. Adhesive Strength (Pull-Off Method)

Figure11 presents the adhesive strength obtained from the pull-off method for control cement mortar without NS (OPC), cement mortar with various particle sizes of NS, and cement mortar with SF.Figure 11
Pull-off strength of control cement mortar (OPC), cement mortar with SF, and cement mortar with various particle sizes of NS.By considering the adhesive strength obtained from the pull-off method of cored samples taken from the Baenziger block, the highest value (2.57 MPa) was obtained for OPC while the lowest value (0.36 MPa) was obtained for cement mortar with NS particle size of 12 nm. An increase in adhesive strength was also observed with increasing of NS particle sizes: for example, NS particle sizes of 12, 20, and 40 nm had values of 0.36, 0.61, and 2.27 MPa, respectively. For all cases, the failures occurred in the transition zone [49] between the repair cement mortar and the substrate concrete. However, in the control cement mortar and cement mortar with NS particle size of 40 nm, the failures occurred in the substrate concrete (underlying the Baenziger block). In this situation, the repair cement mortar overlay can be considered successful, as the strength of the bonding surface and the repair cement mortar overlay is greater than the strength of the underlying Baenziger block concrete. For cement mortar with NS particle sizes of 12 and 20 nm and cement mortar with SF, the failures occurred in the repair cement mortar overlay (above the bonding surface) which indicates that the bonding surface and substrate concrete (Baenziger block) have higher strength than the repair cement mortar overlay. Therefore, these repair materials are not suitable for repair work. These results also indicate that the adhesive strength of the repair cement mortar from Baenziger block decreased with increasing crack number of the sample. As mentioned previously, in cement mortars with smaller NS particle sizes (12 and 20 nm) which resulted in higher drying shrinkage and crack number, their adhesive strength reduced significantly. The obtained results were also supported by the previous research related to the evaluation of crack opening performance of a repair material [14]. This work suggested that insufficient bond properties induced delamination at the interface between the repair material and the substrate, which gives the potentially misleading result of a more widely distributed cracked area. Moreover, the tensile strength (pull-off strength) can be related to the intensity of cracking (number of cracks) observed on experimental repairs [50]. A previous study [51] on the durability of concrete repair also reported that failure of a concrete repair is more likely to occur either due to incompatibility between the repair material and concrete or due to high shrinkage levels. Both of these factors can lead to cracking and debonding of the repair material.


## 3.1. Abrasion Resistance

The weight losses representing the abrasion resistance of control cement mortar (OPC), cement mortar with SF, and cement mortar with various particle sizes of NS are illustrated in Figure4 and indicated that the abrasion resistance of cement mortar with NS was remarkably improved.Figure 4
Abrasion resistance over time of control cement mortar, cement mortar with SF, and cement mortar with various particle sizes of NS with the replacement content of 9%.Cement mortar with NS gave higher abrasion resistance than that of control cement mortar and cement mortar with SF. The reasons may come from the fact that cement mortar with NS has a less porous structure (i.e., without visible pores) and results in a denser and more compact texture [20]. Similar results were found in the works of Riahi and Nazari [35], Nazari and Riahi [36], Soleymani [37], and Li et al. [18] who studied the abrasion resistance of concrete modified with NS. These works suggested that the abrasion resistance increased with the addition of NS for all ages of cement mortar. By considering the effect of NS particle size on abrasion resistance which is the main objective of this study, the obtained results showed that the control cement mortars (OPC) gave the highest weight loss (3.57 g) while cement mortar containing NS with particle sizes of 40 nm gave the lowest weight loss (58% of OPC) indicating the improvement of abrasion resistance of NS particle size of 40 nm. By increasing NS particle sizes, the abrasion resistance of cement mortar was increased. The maximum abrasion resistance (lowest weight loss) was obtained for mortar with NS particle size of 40 nm and then abrasion resistance was decreased for mortar with SF (100 nm). Therefore, the particle size of nanosilica affected directly the abrasion resistance. Similar behavior representing the size effect of nanosilica was also found in case of epoxy/silica composite coating material [38]. This research discovered that epoxy coatings containing medium size of NS particles (53 and 79 nm) had relatively higher adhesion strength, scratch resistance, and corrosion resistance than those of epoxy coating containing a very small size of NS particle (27 nm) and very big size of NS particle (173 nm).Finally, the relationship between the abrasion resistance in terms of weight loss and the various sizes of nanoparticles is shown in Figure5. It can be clearly seen that the abrasion resistance of cement mortar with NS particle increased with increasing nanoparticle size until NS particle size of 40 nm and then decreased significantly for mortar with SF (100 nm). This can be explained by the fact that the uniform dispersion for very small sizes of NS particle (12 and 20 nm) with high specific surface area is more difficult than that of medium particle size (40 nm) and therefore very small particle sizes possibly result in agglomeration. The results of the microstructure by SEM as presented in the authors’ previous work [22] also confirmed that cement mortar with NS 12 nm and 20 nm tended to present ineffective dispersion or agglomeration which can be observed from the nonhomogeneous microstructure. However, the microstructure photograph of cement mortar with NS 40 nm was homogeneous, dense, and compact. For cement mortar with SF (100 nm), it has lower SiO2 content, which produces less pozzolanic activity than that of NS. Moreover, the particle size of SF is larger than that of NS, therefore giving it weaker packing ability [18, 26].Figure 5
Effect of nanosilica particle size on abrasion resistance of cement mortar containing various particle sizes of NS and SF.


## 3.2. Water Permeability

Figure6 shows the coefficient of water permeability of control cement mortar (OPC), cement mortar with SF, and cement mortar with various particle sizes of NS. All cement mortars with NS presented lower coefficients than those of control cement mortar and cement mortar with SF. This is because NS particle size is very small and could easily fill in the pores of cement paste and also recover the particle packing density of the cement mortar. Another reason is that NS particles possibly blocked the passages connecting capillary pores and water channels in cement paste [39]. Same behaviors concerning permeability improvements of concrete with NS were also reported by Najigivi et al. [40], Quercia et al. [41], and Esmaeili and Andalibi [42]. However, only single-sized NS particles were discussed in these researches.Figure 6
Effect of nanosilica particle size on coefficient of water permeability of cement mortar containing various particle sizes of NS and SF.In regard to the effect of NS particle size, cement mortar with NS particle size of 40 nm gave a lower coefficient of water permeability than those of cement mortars with NS particle sizes of 12 and 20 nm and cement mortar with SF (100 nm). In other words, the coefficient of water permeability decreases with increasing nanoparticle size up to 40 nm and then increases for cement mortar with SF (100 nm). It can be explained again that very small NS particle sizes (12 and 20 nm) are not beneficial for the packing ability and possibly result in lower dispersion as mentioned previously while the medium size of nanoparticle (40 nm) is a suitable size which is very effective in terms of pozzolanic activity, packing ability, and uniform particle dispersion. The results of water permeability obtained from this investigation showed good correlation with our previous research [22] which found that cement mortar with medium particle size (40 nm) gave higher compressive strength and better microstructure than that of very small particle size (12 and 20 nm). The higher the compressive strength, the lower the coefficient of water permeability typically obtained. Another previous research also suggested that agglomeration and low dispersion of very small particle size (12 nm) of NS affected directly the mechanical properties and microstructure [43].


## 3.3. Drying Shrinkage

The shrinkage behavior of control cement mortar (OPC), cement mortar with SF (100 nm), and cement mortar containing various particle sizes of NS (12, 20, and 40 nm) is shown in Figure7. The obtained results indicated that the cement mortars with NS (12, 20, and 40 nm) and SF (100 nm) exhibited greater shrinkage than that of the control cement mortar. This can be explained by the fact that NS particles act as activators to accelerate cement hydration; therefore, a higher degree of hydration was obtained for cement mortar with NS and resulted in the increment of autogenous shrinkage and related chemical shrinkage [44]. One more work [45] related to shrinkage properties of cement mortar containing NS also suggested that cement mortar containing NS experienced higher values of drying shrinkage than cement mortar without NS. Moreover, the drying shrinkage increased with increasing nanosilica content.Figure 7
Drying shrinkage behavior of control cement mortar (OPC), cement mortar with SF, and cement mortar with various particle sizes of NS with the replacement content of 9%.In order to study the effect of particle size on drying shrinkage, it can be seen that cement mortar with NS particle size of 12 and 20 nm gave higher shrinkage values compared with those with NS particle size of 40 nm and cement mortar with SF (100 nm). Moreover, the cement mortar with NS particle size of 40 nm gave the lowest drying shrinkage. One reason is that cement mortar with very small NS particle sizes (12 and 20 nm) gave low packing ability and high porosity which can be also confirmed by the previous results of water permeability. The previous work [46] also suggested that high porosity greatly influenced directly the water absorption and shrinkage cracking of cement mortar. Although the porosity on cement mortars with NS particles was not measured directly in this work, the results of microstructure obtained by SEM test presented in our previous work [22] also indicated that cement mortars containing NS particles typically gave more homogeneous, denser, and more compact textures than that of the cement mortar without NS. Another possible reason arises from the fact that very small particles of NS (12 and 20 nm) have a high specific surface area. Higher surface area of NS typically consumes a high amount of water and results in higher shrinkage. Moreover, higher surface area of the cementitious material can increase the amount of heat evolved during the setting and hardening of the cement and can directly affect the drying shrinkage of cement mortar [47].


## 3.4. Baenziger Block

This research presents the cracking behavior after allowing the cement mortar to harden for 1, 28, and 90 days. The results obtained from Baenziger block test of control cement mortar without NS (OPC), cement mortar with NS particle sizes of 12, 20, and 40 nm, and cement mortar with SF (100 nm) at age of 1 day are presented in Figure8. These results clearly show that control cement mortar without NS (OPC) and cement mortar with NS particle sizes of 20 and 40 nm produced no cracking, while cement mortar with SF resulted in some small cracks near the edges and corners of the block. Multiple fine cracks, widely distributed along the length of the specimen, occurred in cement mortar with NS particle size of 12 nm. In the case of cement mortar at the age of 28 days (Figure 9), no cracks appeared for control cement mortar and cement mortar containing NS particle size of 40 nm, while cement mortar with NS particle size of 20 nm gave multiple fine cracks. The crack patterns of cement mortar with NS particle size of 20 nm were almost the same as for cement mortar with NS particle size of 12 nm. Figure 10 presents the crack pattern of cement mortars at the age of 90 days. These results indicated that control cement mortar and cement mortar with NS particle size of 40 nm generated only cracking near the edges and corners of the block (about 1-2 cracks), while cement mortar with SF produced higher crack number (around 5 cracks). However, cement mortar with NS particle sizes of 12 and 20 nm generated continuous cracking (about 36 and 27 cracks, resp.), as shown in Table 4.Table 4
Number of cracks in cement mortar with OPC, cement mortar with various particle sizes of NS, and cement mortar with SF at all ages.
Samples
Number of cracks
Total cracks
1 day
28 days
90 days
OPC
0
0
1
1
NS 12 nm
19
11
6
36
NS 20 nm
0
19
8
27
NS 40 nm
0
0
2
2
SF 100 nm
2
1
2
5Figure 8
Cracking behavior of control cement mortar (OPC), cement mortar with SF, and cement mortar with various particle sizes of NS at mortar age of 1 day in Baenziger blocks.Figure 9
Cracking behavior of control cement mortar (OPC), cement mortar with SF, and cement mortar with various particle sizes of NS at mortar age of 28 days in Baenziger blocks.Figure 10
Cracking behavior of control cement mortar (OPC), cement mortar with SF, and cement mortar with various particle sizes of NS at mortar age of 90 days in Baenziger blocks.In terms of the number of cracks, cement mortar containing NS particle sizes containing 12 and 20 nm generated a higher number of cracks than that of cement mortar containing 40 nm. This can be explained by the fact that very small particles of NS result in a higher hydration temperature. Moreover, particles with very small size typically gave higher specific surface area which can result in a higher interface area and high degree of cracking [48]. These cracking behaviors from the Baenziger block test clearly supported the results of the drying shrinkage described previously. As observed in Figures 8 and 9, the cracking of cement mortar with NS particle sizes of 12 and 20 nm started from cement mortars at the age of 1 and 28 days, respectively, which is consistent with the drying shrinkage behavior, as shown in Figure 7.


## 3.5. Adhesive Strength (Pull-Off Method)

Figure11 presents the adhesive strength obtained from the pull-off method for control cement mortar without NS (OPC), cement mortar with various particle sizes of NS, and cement mortar with SF.Figure 11
Pull-off strength of control cement mortar (OPC), cement mortar with SF, and cement mortar with various particle sizes of NS.By considering the adhesive strength obtained from the pull-off method of cored samples taken from the Baenziger block, the highest value (2.57 MPa) was obtained for OPC while the lowest value (0.36 MPa) was obtained for cement mortar with NS particle size of 12 nm. An increase in adhesive strength was also observed with increasing of NS particle sizes: for example, NS particle sizes of 12, 20, and 40 nm had values of 0.36, 0.61, and 2.27 MPa, respectively. For all cases, the failures occurred in the transition zone [49] between the repair cement mortar and the substrate concrete. However, in the control cement mortar and cement mortar with NS particle size of 40 nm, the failures occurred in the substrate concrete (underlying the Baenziger block). In this situation, the repair cement mortar overlay can be considered successful, as the strength of the bonding surface and the repair cement mortar overlay is greater than the strength of the underlying Baenziger block concrete. For cement mortar with NS particle sizes of 12 and 20 nm and cement mortar with SF, the failures occurred in the repair cement mortar overlay (above the bonding surface) which indicates that the bonding surface and substrate concrete (Baenziger block) have higher strength than the repair cement mortar overlay. Therefore, these repair materials are not suitable for repair work. These results also indicate that the adhesive strength of the repair cement mortar from Baenziger block decreased with increasing crack number of the sample. As mentioned previously, in cement mortars with smaller NS particle sizes (12 and 20 nm) which resulted in higher drying shrinkage and crack number, their adhesive strength reduced significantly. The obtained results were also supported by the previous research related to the evaluation of crack opening performance of a repair material [14]. This work suggested that insufficient bond properties induced delamination at the interface between the repair material and the substrate, which gives the potentially misleading result of a more widely distributed cracked area. Moreover, the tensile strength (pull-off strength) can be related to the intensity of cracking (number of cracks) observed on experimental repairs [50]. A previous study [51] on the durability of concrete repair also reported that failure of a concrete repair is more likely to occur either due to incompatibility between the repair material and concrete or due to high shrinkage levels. Both of these factors can lead to cracking and debonding of the repair material.


## 4. Conclusions

Based on the results of experiments performed on repair material made from cement mortar containing nanosilica (NS), the following conclusions can be drawn:(1)
The abrasion resistance and water permeability of cement mortar were improved by the addition of all particle sizes of NS (12, 20, and 40 nm) and were comparatively better than those of the control cement mortar and cement mortar with SF.(2)
Nanosilica particle size affected significantly the water permeability and abrasion resistance. By increasing the nanoparticle size (ranging between 12, 20, and 40 nm), the water permeability and abrasion resistance of cement mortar containing NS increased. The maximum result was obtained for cement mortar with 40 nm and then decreased significantly for cement mortar with SF (100 nm).(3)
The particle sizes of NS also affected the drying shrinkage of cement mortar. Cement mortars containing a very small particle size of NS (12 and 20 nm) experienced higher drying shrinkage and crack number in comparison with control cement mortar and cement mortar containing 40 nm of NS.(4)
The adhesive strength of cement mortar with NS decreased for cement mortar containing very small NS particle sizes (12 and 20 nm). This was related to the intensity of cracking (number of cracks) observed on the Baenziger block test.(5)
The particle size of NS affects not only durability properties (abrasion and water permeability) but also the repair work properties (drying shrinkage, cracks, and adhesive strength) of cement mortar. Nanosilica particle size of 40 nm is the optimum size.



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*Source: 4213690-2017-04-02.xml*