# Effects of Reinforcing Fiber and Microsilica on the Mechanical and Chloride Ion Penetration Properties of Latex-Modified Fiber-Reinforced Rapid-Set Cement Concrete for Pavement Repair

Authors: Woong Kim; Jong-Chan Jeon; Byung-Hwan An; Joo-Ha Lee; Hae-Do Kim; Chan-Gi Park
Journal: Advances in Materials Science and Engineering
 (2018)

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## Abstract

This study evaluated the influence of reinforcement fiber type and microsilica content on the performance of latex-modified fiber-reinforced roller-compacted rapid-hardening cement concrete (LMFRCRSC) for a concrete pavement emergency repair. Experimental variables were the microsilica substitution ratio (1, 2, 3, and 4%), and the reinforcement fiber (jute versus macrosynthetic fiber). In the tests, compressive, flexural, and splitting tensile strength; chloride ion penetration resistance; and abrasion resistance were assessed. From the compressive and flexural strength tests with microsilica substitution, the 4-hour curing strength decreased as the microsilica substitution ratio increased. From the chloride ion penetration test, as the microsilica substitution ratio increased, chloride ion penetration decreased. The abrasion resistances increased with the substitution ratio of microsilica increase. Based on these test results, microsilica at a substitution ratio of 3% or less and macrosynthetic fiber as the reinforcement improved the performance of LMFRCRSC for a concrete pavement emergency repair and satisfied all of the target strength requirements.


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## Body

## 1. Introduction

The repair of deteriorated concrete pavements, using roller-compacted latex-modified rapid-hardening cement concrete, has been studied recently [1]. A roller-compacted concrete (RCC) is a concrete with low fluidity [2–6]. RCC does not require a consistency for compacting, and it must be compacted with an external vibrator, such as a vibration roller or a vibration pressure tamper [2]. Roller-compacted concrete pavement (RCCP) offers a fast, successive construction and use of a wide range of construction equipment; thus, it has higher economic feasibility than other concrete pavements [2–6]. Compared with a general concrete pavement, RCCP has a lower water-to-cement (W/C) ratio [2]. A lower W/C ratio has the effect of increasing the strength of concrete, and it may reduce the risk of contraction cracks due to moisture evaporation [2–6]. Thus, RCCP also has the advantage of increased durability of pavement over the long term [2–6]. When RCC and latex are used with rapid-hardening cement for a concrete pavement, it is possible to achieve both easy construction and durability [1]. Currently, roller-compacted rapid-hardening cement concrete pavement uses up to 15% latex [1]. The use of latex up to 15% may delay the concrete’s initial strength development. As such, it may be difficult to secure sufficient initial target strength [7, 8]. Economically, the overall concrete pavement repair is more costly due to the high latex amounts. The latex-modified rapid-hardening cement offers superior workability, crack resistance, and durability compared to the general rapid-hardening cement concrete [8–15], but it has the problems of initial strength development delay and lower economic feasibility. Also, the increase in initial fluidity makes roller compaction difficult because latex-modified fiber-reinforced roller-compacted rapid-hardening cement concrete (LMFRCRSC) uses a mix that has low slump, due to the characteristics of RCC.In the previous study [16], the performance of LMFRCRSC according to the type of fiber reinforcement was evaluated. The possibility of the roller compaction method was evaluated by measuring the slump value according to the type of fiber reinforcement. Mechanical properties such as compressive strength and flexural strength were evaluated, and durability such as permeability and abrasion resistance were evaluated. However, the using amount of rapid-hardening cement is not reduced, so there is a limit to solving the problems caused by the increase in hydration heat in the early age. Therefore, it is necessary to reduce the using amount of rapid-hardening cement. The study was conducted to apply microsilica as a substitute material for rapid-hardening cement in order to reduce the using amount of rapid-hardening cement. The addition of microsilica brings about the pozzolanic reaction and a fine pore-filling effect, providing increased strength and improved water tightness [16, 17]. Also, this study added macrosynthetic fibers and natural jute fibers which showed good results in the previous study. A fiber reinforcement minimizes crack formation and propagation in concrete through the fiber’s fracture, pullout, debonding, and bridging effects [13–15]. As a result, the addition of the reinforcement fiber improves the tensile strength of concrete [13–15]. The influence of reinforcement fiber type and microsilica content on the performance of LMFRCRSC was evaluated for a concrete pavement emergency repair.


## 2. Materials

### 2.1. Materials

A rapid-hardening cement used was the product manufactured by Jungang Polytech, Korea. Physical and chemical characteristics of the rapid-hardening cement are shown in Table1. A microsilica, a product from Micro Chemical, Korea, was used for this study, and its chemical compositions are shown in Table 2. Also, the microsilica consists of spherical particles with an average particle size of 0.15 µm and a specific surface area of 20 m3/g. The coarse aggregate was the crushed aggregate with a maximum diameter of 13 mm. The fine aggregate was river sand, with a specific gravity of 2.58. The physical characteristics of the aggregates are listed in Table 3. A styrene butadiene latex (SB latex) from Jungang Polytech, Korea, was used for this study, and its characteristics are given in Table 4. The macrosynthetic fiber and natural jute fiber were purchased from Nycontech, Korea, and the fiber characteristics are shown in Table 5. The shapes of the fibers are shown in Figure 1 [16].Table 1
Chemical compositions of rapid-hardening cement.
SiO2 (%)
Al2O3 (%)
Fe2O3 (%)
CaO (%)
MgO (%)
K2O (%)
SO3 (%)
13 ± 3
17.5 ± 3
3>
50 ± 3
2.5>
0.21
14 ± 3Table 2
Chemical compositions of microsilica.
SiO2 (%)
Al2O3 (%)
Fe2O3 (%)
CaO (%)
Others (%)
90–98
0.4–0.9
1–2
0.2–0.7
2–3Table 3
Physical properties of coarse aggregates.
Properties
Density (g/mm3)
Absorption (%)
Fineness modulus
Value
2.61
0.35
6.92Table 4
Properties of styrene butadiene latex.
Solid content (%)
Styrene content (%)
Butadiene content (%)
pH
Specific gravity
Surface tension (dyne/cm)
Particle size (A)
Viscosity (cps)
49
34 ± 1.5
66 ± 1.5
11.0
1.02
30.57
1700
42Table 5
Properties of fibers.
Properties
Macrosynthetic fiber
Natural jute fiber
Elastic modulus (GPa)
10
61
Density (g/mm3)
0.91
1.26
Fiber length (mm)
30
3
Fiber diameter (mm)
1
0.015
Tensile strength (MPa)
550
510Figure 1
Geometry of fibers [16]. (a) Jute fiber. (b) Macrosynthetic fiber.
(a)
(b)


### 2.2. Mix Proportions

In case of concrete pavement repaired using rapid-hardening cement, the traffic open time is specified as a 4-hour minimum curing time by the American Association of State Highway and Transportation Officials (AASHTO) [18], the road traffic administrations of each state in the United States, and the Korea Expressway Corporation [19]. The traffic open standard is a compressive strength of at least 21 MPa and a flexural strength of at least 3.5 MPa. After curing for 28 days, the compressive strength is required to be at least 35 MPa, with a flexural strength of 4.5 MPa and a splitting tensile strength of 4.2 MPa. The abovementioned strength criteria were used as target mix strengths for this study. In addition, permeability has the biggest influence on concrete pavement life cycle degradation. In terms of durability, a chloride ion penetration test result of ≤2000 Coulombs (C) after 28 days of curing was set as a target for permeability, based on the Korea Expressway Corporation’s ASTM C1202 test method. Also, in this study, to ensure initial permeability, the target chloride ion penetration at 4 hours of curing was set at 4000 C or less.The W/C ratio was set at 0.28, and latex at 5% (solid-based) of the binder (cement + microsilica) weight was used. In the preliminary study [16], it was decided to apply about 5%, considering the range of latex that can be roller compaction methods on the type of fiber reinforcement. The reinforcement fibers, macrosynthetic fiber and jute fiber, were added at a volume ratio of 0.10%. The addition of reinforcement fibers facilitates slump reduction for roller compaction and is effective for controlling crack formation/growth and reducing water penetration. Microsilica was substituted for cement at weights of 0, 1, 2, 3, and 4% to evaluate the influence of the addition of microsilica. The study mix ratios are shown in Table 6.Table 6
Mix proportions of LMFRCRSC for a pavement repair.
Mix no.
W
∗/B∗∗ (%)
S/A (%)
Unit weight (kg/m3)
W
C
Macrosilica
S
G
Latex (solid)
Water in latex
Macrosynthetic fiber
Jute fiber
Macrosynthetic-0
28
55
91
400
0
1015
831
20
21
0.91
—
Macrosynthetic-1
396
4
Macrosynthetic-2
392
8
Macrosynthetic-3
388
12
Macrosynthetic-4
384
16
Jute-0
400
0
—
1.26
Jute-1
396
4
Jute-2
392
8
Jute-3
388
12
Jute-4
384
16
∗
W + water in latex. ∗∗Cement + microsilica.


### 2.3. Manufacturing of Test Specimens

For test specimens of LMFRCRSC, this study manufactured specimens using a pressure tamper, which mimicked the roller compaction process. In the first step of specimen fabrication, one-third of the mixed latex-modified fiber-reinforced rapid-hardening cement concrete was poured for specimens, and the vibration and pressure tamper was used to apply vibration pressure for 30 s. Similarly, the second third was poured, and 30 s of pressure vibration compaction was carried out. The final third was poured, pressure vibration compaction was carried out, and the surface was finished. The specimens were then evaluated in terms of performance. Figure2 shows the vibration and pressure tamper used and the specimens manufactured using the vibration and pressure tamper [16].Figure 2
Manufacturing of test specimens [16]. (a) Manufacturing of compressive strength specimens. (b) Manufacturing of flexural strength specimens.
(a)
(b)


## 2.1. Materials

A rapid-hardening cement used was the product manufactured by Jungang Polytech, Korea. Physical and chemical characteristics of the rapid-hardening cement are shown in Table1. A microsilica, a product from Micro Chemical, Korea, was used for this study, and its chemical compositions are shown in Table 2. Also, the microsilica consists of spherical particles with an average particle size of 0.15 µm and a specific surface area of 20 m3/g. The coarse aggregate was the crushed aggregate with a maximum diameter of 13 mm. The fine aggregate was river sand, with a specific gravity of 2.58. The physical characteristics of the aggregates are listed in Table 3. A styrene butadiene latex (SB latex) from Jungang Polytech, Korea, was used for this study, and its characteristics are given in Table 4. The macrosynthetic fiber and natural jute fiber were purchased from Nycontech, Korea, and the fiber characteristics are shown in Table 5. The shapes of the fibers are shown in Figure 1 [16].Table 1
Chemical compositions of rapid-hardening cement.
SiO2 (%)
Al2O3 (%)
Fe2O3 (%)
CaO (%)
MgO (%)
K2O (%)
SO3 (%)
13 ± 3
17.5 ± 3
3>
50 ± 3
2.5>
0.21
14 ± 3Table 2
Chemical compositions of microsilica.
SiO2 (%)
Al2O3 (%)
Fe2O3 (%)
CaO (%)
Others (%)
90–98
0.4–0.9
1–2
0.2–0.7
2–3Table 3
Physical properties of coarse aggregates.
Properties
Density (g/mm3)
Absorption (%)
Fineness modulus
Value
2.61
0.35
6.92Table 4
Properties of styrene butadiene latex.
Solid content (%)
Styrene content (%)
Butadiene content (%)
pH
Specific gravity
Surface tension (dyne/cm)
Particle size (A)
Viscosity (cps)
49
34 ± 1.5
66 ± 1.5
11.0
1.02
30.57
1700
42Table 5
Properties of fibers.
Properties
Macrosynthetic fiber
Natural jute fiber
Elastic modulus (GPa)
10
61
Density (g/mm3)
0.91
1.26
Fiber length (mm)
30
3
Fiber diameter (mm)
1
0.015
Tensile strength (MPa)
550
510Figure 1
Geometry of fibers [16]. (a) Jute fiber. (b) Macrosynthetic fiber.
(a)
(b)


## 2.2. Mix Proportions

In case of concrete pavement repaired using rapid-hardening cement, the traffic open time is specified as a 4-hour minimum curing time by the American Association of State Highway and Transportation Officials (AASHTO) [18], the road traffic administrations of each state in the United States, and the Korea Expressway Corporation [19]. The traffic open standard is a compressive strength of at least 21 MPa and a flexural strength of at least 3.5 MPa. After curing for 28 days, the compressive strength is required to be at least 35 MPa, with a flexural strength of 4.5 MPa and a splitting tensile strength of 4.2 MPa. The abovementioned strength criteria were used as target mix strengths for this study. In addition, permeability has the biggest influence on concrete pavement life cycle degradation. In terms of durability, a chloride ion penetration test result of ≤2000 Coulombs (C) after 28 days of curing was set as a target for permeability, based on the Korea Expressway Corporation’s ASTM C1202 test method. Also, in this study, to ensure initial permeability, the target chloride ion penetration at 4 hours of curing was set at 4000 C or less.The W/C ratio was set at 0.28, and latex at 5% (solid-based) of the binder (cement + microsilica) weight was used. In the preliminary study [16], it was decided to apply about 5%, considering the range of latex that can be roller compaction methods on the type of fiber reinforcement. The reinforcement fibers, macrosynthetic fiber and jute fiber, were added at a volume ratio of 0.10%. The addition of reinforcement fibers facilitates slump reduction for roller compaction and is effective for controlling crack formation/growth and reducing water penetration. Microsilica was substituted for cement at weights of 0, 1, 2, 3, and 4% to evaluate the influence of the addition of microsilica. The study mix ratios are shown in Table 6.Table 6
Mix proportions of LMFRCRSC for a pavement repair.
Mix no.
W
∗/B∗∗ (%)
S/A (%)
Unit weight (kg/m3)
W
C
Macrosilica
S
G
Latex (solid)
Water in latex
Macrosynthetic fiber
Jute fiber
Macrosynthetic-0
28
55
91
400
0
1015
831
20
21
0.91
—
Macrosynthetic-1
396
4
Macrosynthetic-2
392
8
Macrosynthetic-3
388
12
Macrosynthetic-4
384
16
Jute-0
400
0
—
1.26
Jute-1
396
4
Jute-2
392
8
Jute-3
388
12
Jute-4
384
16
∗
W + water in latex. ∗∗Cement + microsilica.


## 2.3. Manufacturing of Test Specimens

For test specimens of LMFRCRSC, this study manufactured specimens using a pressure tamper, which mimicked the roller compaction process. In the first step of specimen fabrication, one-third of the mixed latex-modified fiber-reinforced rapid-hardening cement concrete was poured for specimens, and the vibration and pressure tamper was used to apply vibration pressure for 30 s. Similarly, the second third was poured, and 30 s of pressure vibration compaction was carried out. The final third was poured, pressure vibration compaction was carried out, and the surface was finished. The specimens were then evaluated in terms of performance. Figure2 shows the vibration and pressure tamper used and the specimens manufactured using the vibration and pressure tamper [16].Figure 2
Manufacturing of test specimens [16]. (a) Manufacturing of compressive strength specimens. (b) Manufacturing of flexural strength specimens.
(a)
(b)


## 3. Test Methods

### 3.1. Compressive Strength Tests

Compressive strength tests were performed in accordance with the ASTM C 39 standard [20]. Tests were performed after 4 hours and 28 days of curing. Each variable was investigated using six specimens.


### 3.2. Splitting Tensile Tests

Splitting tensile tests were conducted in accordance with the ASTM C 496 standard [21]. Tests were performed after 4 hours and 28 days of curing. Specimens (Ø100 × 200 mm) were cured in water at 23 ± 2°C. Each variable was investigated using six specimens.


### 3.3. Flexural Tests

Flexural tests were conducted in accordance with the ASTM C 496 standard [22]. Tests were performed after 4 hours and 28 days of curing. Specimens (100 mm × 100 mm × 400 mm) were cured in water at 23 ± 2°C. Each variable was investigated using six specimens.


### 3.4. Chloride Ion Penetration Tests

Chloride ion penetration tests were conducted in accordance with the ASTM C 1202-94 standard [23]. Specimens, 150 mm × 50 mm in size, were tested after 28 days of curing. Each variable was investigated using six specimens. The test apparatus for the chloride ion penetration test is shown in Figure 3 [16].Figure 3
Chloride ion penetration test setup [16].


### 3.5. Abrasion Tests

Abrasion tests were conducted in accordance with the ASTM C 944 standard [24]. Specimens, 150 mm × 60 mm in size, were tested after 7 days of curing. Each variable was investigated using six specimens. The test apparatus for the abrasion test is shown in Figure 4 [16].Figure 4
Abrasion test setup [16].


## 3.1. Compressive Strength Tests

Compressive strength tests were performed in accordance with the ASTM C 39 standard [20]. Tests were performed after 4 hours and 28 days of curing. Each variable was investigated using six specimens.


## 3.2. Splitting Tensile Tests

Splitting tensile tests were conducted in accordance with the ASTM C 496 standard [21]. Tests were performed after 4 hours and 28 days of curing. Specimens (Ø100 × 200 mm) were cured in water at 23 ± 2°C. Each variable was investigated using six specimens.


## 3.3. Flexural Tests

Flexural tests were conducted in accordance with the ASTM C 496 standard [22]. Tests were performed after 4 hours and 28 days of curing. Specimens (100 mm × 100 mm × 400 mm) were cured in water at 23 ± 2°C. Each variable was investigated using six specimens.


## 3.4. Chloride Ion Penetration Tests

Chloride ion penetration tests were conducted in accordance with the ASTM C 1202-94 standard [23]. Specimens, 150 mm × 50 mm in size, were tested after 28 days of curing. Each variable was investigated using six specimens. The test apparatus for the chloride ion penetration test is shown in Figure 3 [16].Figure 3
Chloride ion penetration test setup [16].


## 3.5. Abrasion Tests

Abrasion tests were conducted in accordance with the ASTM C 944 standard [24]. Specimens, 150 mm × 60 mm in size, were tested after 7 days of curing. Each variable was investigated using six specimens. The test apparatus for the abrasion test is shown in Figure 4 [16].Figure 4
Abrasion test setup [16].


## 4. Results and Discussion

### 4.1. Compressive Strength

Figure5 shows the compressive strength test results of LMFRCRSC for a concrete pavement emergency repair according to the reinforcement fiber type and microsilica substitution ratio. Generally, when pressure vibration compaction is used, the resulting concrete is more dense and may show increased compressive strength. On mixing with jute fibers, the 4-hour curing target compressive strength of at least 21 MPa was satisfied up to a microsilica substitution ratio of 2%. Also, on mixing with macrosynthetic fibers, the target compressive strength was satisfied up to a microsilica substitution ratio of 3%. As the microsilica substitution ratio increased, the compressive strength decreased. Rapid-hardening cement promotes hydration, with an active reaction of 3CaO·SiO2, generating acicular crystals of ettringite by the reaction of calcium silicate hydrate (CSH) gel and calcium sulfoaluminate (CSA); this increases the initial strength. With microsilica substituting for rapid-hardening cement, the 3CaO·SiO2 ingredient is present in a smaller proportion, causing a delay in compressive strength development in the early stages. For the 4-hour compressive strength, in cases using jute fibers, as the microsilica substitution ratio increased from 0 to 1, 2, 3, and 4%, the compressive strengths were 22.1, 21.8, 21.3, 16.2, and 15.4 MPa, respectively. Using macrosynthetic fibers, as the microsilica substitution ratio increased from 0 to 1, 2, 3, and 4%, the compressive strengths were 27.5, 24.5, 23.0, 20.8, and 15.8 MPa, respectively. The cases using macrosynthetic fibers showed higher compressive strengths than those using jute fibers. Fiber-reinforcing materials can be classified into structural fibers to improve structural performance, such as strength, and nonstructural fibers to be used for crack control and durability improvement [15, 16]. In this study, macrosynthetic fibers, which can replace steel fibers as structural fibers, were applied, while jute fibers were incorporated as nonstructural fibers [15, 16]. Also, jute fiber is a natural fiber; thus, it is more difficult to maintain the quality. The jute fiber’s main ingredient contains cellulose and a small amount of lignin. Lignin has the effect of delaying the concrete’s compressive strength development.Figure 5
Compressive strength of LMFRCRSC. (a) 4-hour curing. (b) 28-day curing.
(a)
(b)The 28-day curing compressive strength results showed that the target of 35 MPa was satisfied by the results with all mixes. As the microsilica substitution ratio increased, compressive strength increased. The microsilica additive improved the performance of the concrete via the pozzolanic reaction and the fine pore-filling effect. These tendencies were also seen in the mixes with added jute and macrosynthetic fibers. The compressive strength was higher with macrosynthetic fibers than with jute fibers.


### 4.2. Flexural Strength

The flexural strength test results of LMFRCRSC for a concrete pavement emergency repair by reinforcement fiber types and the microsilica substitution ratio are shown in Figure6. On mixing with jute fibers, the results showed that the 4-hour curing target flexural strength of 3.5 MPa was satisfied up to a microsilica substitution ratio of 2%. When the macrosynthetic fiber was included, the target flexural strength was satisfied up to a microsilica substitution ratio of 3%. As the microsilica substitution ratio increased, the flexural strength decreased. Rapid-hardening cement promotes hydration, with an active reaction of 3CaO·SiO2, generating acicular crystals of ettringite by the reaction of CSH gel and CSA. With microsilica substituting for rapid-hardening cement, the 3CaO·SiO2 ingredient is present in a relatively lower proportion, causing a delay in strength development in the early stages. Thus, the strength is lower. The cases using macrosynthetic fibers showed higher flexural strengths than those using jute fibers. The 28-day curing flexural strength results showed that the target of 4.5 MPa was satisfied by all mixes. Generally, latex and reinforcement fibers have more influence on flexural strength than on compressive strength. Thus, in this study, latex and reinforcement fibers were used. The mix with no microsilica added had the highest flexural strength. Moreover, pressure vibration compaction was used to densify the concrete structure; it was effective in increasing the concrete’s strength. Thus, after curing for 28 days, the flexural strength satisfied the target strength of ≥4.5 MPa. As the microsilica substitution ratio increased, the flexural strength increased slightly. Microsilica improves the performance of the concrete, due to the pozzolanic reaction and the fine pore-filling effect. Thus, in the case of long-term strength, the flexural strength increased with the substitution ratio. This tendency was also seen in the mixes with added jute and macrosynthetic fibers. The flexural strength was slightly higher with macrosynthetic fibers than with jute fibers.Figure 6
Flexural strength of LMFRCRSC. (a) 4-hour curing. (b) 28-day curing.
(a)
(b)


### 4.3. Splitting Tensile Strength

The splitting tensile strength results of LMFRCRSC for a concrete pavement emergency repair by the reinforcement fiber type and the microsilica substitution ratio are shown in Figure7. The results showed that the mixes satisfied the 28-day splitting tensile strength target of ≥4.2 MPa. In this study, pressure vibration compaction was used to densify the concrete structure and was effective in increasing the concrete’s strength. Thus, after curing for 28 days, the splitting tensile strength satisfied the target of ≥4.2 MPa. The addition of latex and reinforcement fibers has more influence on tensile strength than on compressive strength. Thus, when latex and reinforcement fibers were added, splitting tensile strength also increased. All mixes satisfied the target of ≥4.2 MPa splitting tensile strength. Splitting tensile strength increased slightly as the microsilica substitution ratio increased; this was attributed to the pozzolanic reaction and filling of fine pores by the microsilica additive. The pozzolanic reaction has the effect of increasing the long-term strength. Moreover, while latex delays initial strength development, it increases the long-term strength. The splitting tensile strength was higher with macrosynthetic fibers than with jute fibers. This is because the macrosynthetic fiber is a structural fiber, which is used to replace the steel fiber and improves the structural performance of the concrete [16, 25, 26]. However, jute fibers are crack-control fibers, which are used to improve durability rather than structural performance [16, 27].Figure 7
Splitting tensile strength of LMFRCRSC.


### 4.4. Chloride Ion Penetration

The chloride ion penetration resistance results of LMFRCRSC for a concrete pavement emergency repair by the reinforcement fiber type and the microsilica substitution ratio are shown in Figure8. In the chloride ion penetration tests conducted after 28 days of curing, all mixes showed values lower than the target 2000 C. In this study, pressure vibration compaction was used to densify the concrete structure. Thus, with 28 days of curing, all mixes satisfied the target chloride ion penetration amount of ≤2000 C. Also, the target value of 4000 C or less at 4 h of curing was satisfied for all mix ratios. In the case of rapid-hardening cement concretes, cracks occur inside the cement due to high hydration heat in the early stages [1–3]. The addition of reinforcement fibers appeared to offset hydration heat-induced crack formation [5, 12]. Because the reinforcing fibers inhibit the internal cracks due to the generation of hydration heat before sufficient strength is developed, the chlorine ion penetration amount decreases. For the 4-hour curing stage, all mixes showed moderate water penetration properties. The reinforcing fibers inhibit internal crack formation due to the generation of hydration heat before sufficient strength develops. Therefore, it can be concluded that the addition of reinforcing fibers is effective in reducing chloride ion penetration at the initial curing period in the repair concrete. After curing for 28 days, all mixes showed low-level penetration at up to 2% microsilica content. When the microsilica content exceeded 3%, low-level permeability was observed. Also, the results showed decreased chloride ion penetration in cases using macrosynthetic fibers versus those using jute fibers. The main ingredient of the jute fiber is cellulose, plus a small amount of lignin. Lignin has the effect of delaying the concrete’s strength development [16, 27]. Therefore, the hardening was insufficient, and the chloride ion permeability was enhanced.Figure 8
Chloride ion penetration of LMFRCRSC. (a) 4-hour curing. (b) 28-day curing.
(a)
(b)


### 4.5. Abrasion Resistance

The abrasion test results of LMFRCRSC for a concrete pavement emergency repair by the reinforcement fiber type and the microsilica substitution ratio are shown in Figure9. As the microsilica substitution ratio increased, the results showed decreased abrasion on the concrete surface. This is because when microsilica is added to the concrete, the pozzolanic reaction and the fine pore-filling effect create a more dense concrete structure with improved abrasion resistance. By the fiber reinforcement type, the results showed increased abrasion resistance in the cases using macrosynthetic fibers versus those using jute fibers. However, the difference in the results was not significant.Figure 9
Abrasion resistance of LMFRCRSC.


## 4.1. Compressive Strength

Figure5 shows the compressive strength test results of LMFRCRSC for a concrete pavement emergency repair according to the reinforcement fiber type and microsilica substitution ratio. Generally, when pressure vibration compaction is used, the resulting concrete is more dense and may show increased compressive strength. On mixing with jute fibers, the 4-hour curing target compressive strength of at least 21 MPa was satisfied up to a microsilica substitution ratio of 2%. Also, on mixing with macrosynthetic fibers, the target compressive strength was satisfied up to a microsilica substitution ratio of 3%. As the microsilica substitution ratio increased, the compressive strength decreased. Rapid-hardening cement promotes hydration, with an active reaction of 3CaO·SiO2, generating acicular crystals of ettringite by the reaction of calcium silicate hydrate (CSH) gel and calcium sulfoaluminate (CSA); this increases the initial strength. With microsilica substituting for rapid-hardening cement, the 3CaO·SiO2 ingredient is present in a smaller proportion, causing a delay in compressive strength development in the early stages. For the 4-hour compressive strength, in cases using jute fibers, as the microsilica substitution ratio increased from 0 to 1, 2, 3, and 4%, the compressive strengths were 22.1, 21.8, 21.3, 16.2, and 15.4 MPa, respectively. Using macrosynthetic fibers, as the microsilica substitution ratio increased from 0 to 1, 2, 3, and 4%, the compressive strengths were 27.5, 24.5, 23.0, 20.8, and 15.8 MPa, respectively. The cases using macrosynthetic fibers showed higher compressive strengths than those using jute fibers. Fiber-reinforcing materials can be classified into structural fibers to improve structural performance, such as strength, and nonstructural fibers to be used for crack control and durability improvement [15, 16]. In this study, macrosynthetic fibers, which can replace steel fibers as structural fibers, were applied, while jute fibers were incorporated as nonstructural fibers [15, 16]. Also, jute fiber is a natural fiber; thus, it is more difficult to maintain the quality. The jute fiber’s main ingredient contains cellulose and a small amount of lignin. Lignin has the effect of delaying the concrete’s compressive strength development.Figure 5
Compressive strength of LMFRCRSC. (a) 4-hour curing. (b) 28-day curing.
(a)
(b)The 28-day curing compressive strength results showed that the target of 35 MPa was satisfied by the results with all mixes. As the microsilica substitution ratio increased, compressive strength increased. The microsilica additive improved the performance of the concrete via the pozzolanic reaction and the fine pore-filling effect. These tendencies were also seen in the mixes with added jute and macrosynthetic fibers. The compressive strength was higher with macrosynthetic fibers than with jute fibers.


## 4.2. Flexural Strength

The flexural strength test results of LMFRCRSC for a concrete pavement emergency repair by reinforcement fiber types and the microsilica substitution ratio are shown in Figure6. On mixing with jute fibers, the results showed that the 4-hour curing target flexural strength of 3.5 MPa was satisfied up to a microsilica substitution ratio of 2%. When the macrosynthetic fiber was included, the target flexural strength was satisfied up to a microsilica substitution ratio of 3%. As the microsilica substitution ratio increased, the flexural strength decreased. Rapid-hardening cement promotes hydration, with an active reaction of 3CaO·SiO2, generating acicular crystals of ettringite by the reaction of CSH gel and CSA. With microsilica substituting for rapid-hardening cement, the 3CaO·SiO2 ingredient is present in a relatively lower proportion, causing a delay in strength development in the early stages. Thus, the strength is lower. The cases using macrosynthetic fibers showed higher flexural strengths than those using jute fibers. The 28-day curing flexural strength results showed that the target of 4.5 MPa was satisfied by all mixes. Generally, latex and reinforcement fibers have more influence on flexural strength than on compressive strength. Thus, in this study, latex and reinforcement fibers were used. The mix with no microsilica added had the highest flexural strength. Moreover, pressure vibration compaction was used to densify the concrete structure; it was effective in increasing the concrete’s strength. Thus, after curing for 28 days, the flexural strength satisfied the target strength of ≥4.5 MPa. As the microsilica substitution ratio increased, the flexural strength increased slightly. Microsilica improves the performance of the concrete, due to the pozzolanic reaction and the fine pore-filling effect. Thus, in the case of long-term strength, the flexural strength increased with the substitution ratio. This tendency was also seen in the mixes with added jute and macrosynthetic fibers. The flexural strength was slightly higher with macrosynthetic fibers than with jute fibers.Figure 6
Flexural strength of LMFRCRSC. (a) 4-hour curing. (b) 28-day curing.
(a)
(b)


## 4.3. Splitting Tensile Strength

The splitting tensile strength results of LMFRCRSC for a concrete pavement emergency repair by the reinforcement fiber type and the microsilica substitution ratio are shown in Figure7. The results showed that the mixes satisfied the 28-day splitting tensile strength target of ≥4.2 MPa. In this study, pressure vibration compaction was used to densify the concrete structure and was effective in increasing the concrete’s strength. Thus, after curing for 28 days, the splitting tensile strength satisfied the target of ≥4.2 MPa. The addition of latex and reinforcement fibers has more influence on tensile strength than on compressive strength. Thus, when latex and reinforcement fibers were added, splitting tensile strength also increased. All mixes satisfied the target of ≥4.2 MPa splitting tensile strength. Splitting tensile strength increased slightly as the microsilica substitution ratio increased; this was attributed to the pozzolanic reaction and filling of fine pores by the microsilica additive. The pozzolanic reaction has the effect of increasing the long-term strength. Moreover, while latex delays initial strength development, it increases the long-term strength. The splitting tensile strength was higher with macrosynthetic fibers than with jute fibers. This is because the macrosynthetic fiber is a structural fiber, which is used to replace the steel fiber and improves the structural performance of the concrete [16, 25, 26]. However, jute fibers are crack-control fibers, which are used to improve durability rather than structural performance [16, 27].Figure 7
Splitting tensile strength of LMFRCRSC.


## 4.4. Chloride Ion Penetration

The chloride ion penetration resistance results of LMFRCRSC for a concrete pavement emergency repair by the reinforcement fiber type and the microsilica substitution ratio are shown in Figure8. In the chloride ion penetration tests conducted after 28 days of curing, all mixes showed values lower than the target 2000 C. In this study, pressure vibration compaction was used to densify the concrete structure. Thus, with 28 days of curing, all mixes satisfied the target chloride ion penetration amount of ≤2000 C. Also, the target value of 4000 C or less at 4 h of curing was satisfied for all mix ratios. In the case of rapid-hardening cement concretes, cracks occur inside the cement due to high hydration heat in the early stages [1–3]. The addition of reinforcement fibers appeared to offset hydration heat-induced crack formation [5, 12]. Because the reinforcing fibers inhibit the internal cracks due to the generation of hydration heat before sufficient strength is developed, the chlorine ion penetration amount decreases. For the 4-hour curing stage, all mixes showed moderate water penetration properties. The reinforcing fibers inhibit internal crack formation due to the generation of hydration heat before sufficient strength develops. Therefore, it can be concluded that the addition of reinforcing fibers is effective in reducing chloride ion penetration at the initial curing period in the repair concrete. After curing for 28 days, all mixes showed low-level penetration at up to 2% microsilica content. When the microsilica content exceeded 3%, low-level permeability was observed. Also, the results showed decreased chloride ion penetration in cases using macrosynthetic fibers versus those using jute fibers. The main ingredient of the jute fiber is cellulose, plus a small amount of lignin. Lignin has the effect of delaying the concrete’s strength development [16, 27]. Therefore, the hardening was insufficient, and the chloride ion permeability was enhanced.Figure 8
Chloride ion penetration of LMFRCRSC. (a) 4-hour curing. (b) 28-day curing.
(a)
(b)


## 4.5. Abrasion Resistance

The abrasion test results of LMFRCRSC for a concrete pavement emergency repair by the reinforcement fiber type and the microsilica substitution ratio are shown in Figure9. As the microsilica substitution ratio increased, the results showed decreased abrasion on the concrete surface. This is because when microsilica is added to the concrete, the pozzolanic reaction and the fine pore-filling effect create a more dense concrete structure with improved abrasion resistance. By the fiber reinforcement type, the results showed increased abrasion resistance in the cases using macrosynthetic fibers versus those using jute fibers. However, the difference in the results was not significant.Figure 9
Abrasion resistance of LMFRCRSC.


## 5. Conclusions

This study evaluated the influence of reinforcement fiber types and microsilica on the performance of LMFRCRSC for a concrete pavement emergency repair. A summary of the test results is given below:(i)
In the compressive strength and flexural strength tests with curing for 4 h, the strength decreased as the microsilica substitution ratio increased. For the jute fiber-reinforced concrete mix with 4-hour curing, a target compressive strength of ≥21 MPa and target flexural strength of ≥3.5 MPa were achieved up to a microsilica substitution ratio of 2%. When the macrosynthetic fiber was mixed, the 4-hour curing target strength was satisfied up to a microsilica substitution ratio of 3%.(ii)
With curing for 28 days, the compressive strength, flexural strength, and splitting tensile strength increased as the microsilica substitution ratio increased. Also, with curing for 28 days, the target compressive strength (≥35 MPa), flexural strength (≥4.5 MPa), and splitting tensile strength (≥4.2 MPa) were all satisfied.(iii)
In terms of compressive, flexural, and splitting tensile strength test results, cases with macrosynthetic fibers showed higher values than cases with jute fibers.(iv)
From the chloride ion penetration tests, as the microsilica substitution ratio increased, the chloride ion penetration decreased. All mixes satisfied the target chloride ion penetration of ≤2000 C after curing for 28 days. Regarding the reinforcement fiber, chloride ion penetration decreased more with macrosynthetic fibers than with jute fibers, but the difference was minor.(v)
From the abrasion, as the microsilica substitution ratio increased, the abrasion resistance properties increased. With respect to the fiber type, the macrosynthetic fibers showed slightly better results than jute fibers.(vi)
For mixes that satisfied both the target strength goals and the target chloride ion penetration amount, with improved abrasion resistance, the results showed that when the microsilica substitution ratio was 3% or less and macrosynthetic fiber was used as the reinforcement fiber, LMFRCRSC performance improved for a concrete pavement emergency repair and satisfied the target values. Also, the microsilica would likely be used because of the high cost of microsilica and the marginal increase in benefits with increasing amounts.



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*Source: 6839350-2018-01-21.xml*