# Development of a Semirigid Pavement Incorporating Ultrarapid Hardening Cement and Chemical Admixtures for Cement Grouts

Authors: Jin Wook Bang; Byung Jae Lee; Yun Yong Kim
Journal: Advances in Materials Science and Engineering
 (2017)

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## Abstract

Mechanical tests were carried out to evaluate the influence and effects of fluidity and compressive strength of cement grout on semirigid asphalt pavement. An open graded asphalt skeleton was designed in order to achieve target porosity in the range of 18~22%. In addition, four types of cement grout mixtures were produced with varying mix proportions with ultrarapid hardening cement and chemical admixtures, that is, accelerating and retarding agents. For the semirigid pavement specimens, mechanical experiments to measure properties such as porosity, flexural strength, Marshall stability, and wheel tracking resistance were carried out. The test results demonstrated that the flow time (fluidity) of cement grout is the most significant factor that determines the mechanical properties of semirigid asphalt specimens under constant condition of the open graded asphalt skeleton. For the semirigid pavement mixing proportion in the current study, it is recommended that the porosity of the open graded asphalt skeleton and flow time of cement grout should be 20% and within 12 seconds, respectively.


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## Body

## 1. Introduction

Asphalt and concrete pavement is the most commonly applied pavement method worldwide and is used for a variety of applications including vehicle roads and airport pavement. Rigid pavements, which mainly use concrete, are highly resistant to traffic load, have a high bearing capacity, offer long-term durability, and resist fatigue and deformation [1, 2]. In asphalt pavement, there is excellent deformation compatibility for expansion and shrinkage with both leading to lower maintenance cost than concrete pavement [3–6]. These two types of pavement methods generally have opposite characteristics and are selectively applied according to environmental conditions such as external load and soil profiles. On the other hand, semirigid pavement, which can complement the advantages and disadvantages of asphalt and concrete pavement, has been studied [7–9] by a number of researchers since it was first applied to airport pavement in France [10]. In Korea, semirigid pavement has been studied since 2001 and various studies [11, 12] have been conducted to improve its performance. Based on these studies, semirigid pavement has been recently adopted for many construction members such as bridge-decks surfacing pavement, petrol station and heavy distribution centers. Semirigid pavement is a pavement method in which a cement grout having a relatively high stiffness and strength is filled with the skeleton of an asphalt mixture which contains 20~30% voids. The most significant characteristic of semirigid pavement is its ability to combine the ductility of asphalt and the stiffness and strength of concrete to provide excellent running performance and durability. In addition, it can be produced with various properties depending on the characteristics of the cement grouts and the skeleton of the asphalt mixture. In the current study, the physical properties of semirigid pavement were evaluated using a cement grout formulated with ultrarapid hardening characteristics. This paper includes the results of a laboratory investigation into the properties of void content, Marshal stability, flexural strength, and wheel tracking resistance depending on flow time and compressive strength of the cement grout mixed with ultrarapid hardening cement and chemical admixtures including accelerating agent and retarding agent.


## 2. Materials

### 2.1. Cement Grout

Four types of cement grout mixture proportions depending on the type of ultrarapid hardening cement were developed and tested. Three types of ultrarapid hardening cement including prototype, early strength type, and two kinds of retarding strength type were designed. The ultrarapid hardening cement was produced by blending cement minerals including alite (C3S), microsilica (SiO2), and gypsum and chemical admixtures such as accelerating agent and retarding agent. In addition, all cement grout mixtures incorporated liquid polyacrylate polymer as seen in Table 1 for the purpose of preventing cracks and shrinkage. An overview of the various mixture proportions is presented in Table 2. The fresh cement grouts were produced by using a stand mixer which was able to control mixing speed to 750 RPM. This mixing process was carried out under temperature and relative humidity conditions of 20°C and 60%, respectively.Table 1
Properties of polyacrylate polymer.
Material
Density (g/cm3)
Solid contents (%)
Viscosity (cps)
Ionicity
pH
Appearance
Polyacrylate polymer
1.0
45.3
360
Anionic
8.5
White liquidTable 2
Mixing proportions according to different types of ultrarapid hardening cement grout.
Mix.
Cement types
Blending proportions (wt.%)
Unit weight (kg/m3)
Cement minerals
Accelerating agent
Retarding agent
Cement
Water
Polyacrylate polymer
PG-1
Proto
46.9
53
0.1
1,150
319.5
255.5
SG-1
Early
39.9
60
0.1
1,150
319.5
255.5
Strength
FG-1
Retarding
39.8
60
0.2
1,150
319.5
255.5
FG-2
Strength
39.7
60
0.3
1,150
319.5
255.5


### 2.2. Maternal Open Graded Asphalt Mixture

#### 2.2.1. Asphalt Binder

For mixing the open graded asphalt mixture, a polymer modified asphalt (PMA) with 4.0 wt% styrene butadiene styrene (SBS) was used in this study. The molecular structure of SBS is linear. The PMA commercial product type of PG 76–22 was manufactured by a domestic company in Korea and met the quality requirements for open graded asphalt mixture. The characteristics of PMA were measured based on the testing regulations and the results were listed in Table3.Table 3
Characteristics of polymer modified asphalt binder.
Properties
Value
Standard
Penetration at 25°C (1/10 mm)
70
—
Softening point (°C)
72.4
—
Flash point (°C)
362
≥230
Viscosity (cp)
2001
≤3,000
Density at 15°C (g/cm3)
1.028
—
Storage stability (°C)
0.5
≤2.0


#### 2.2.2. Aggregates and Filler

The impregnation characteristics of cement grouts into the asphalt skeleton were directly affected by its fluidity as well as by the porosity of the open graded asphalt mixture. A high porosity asphalt mixture enhanced the filling efficiency of cement grouts; however, having the appropriate porosity of asphalt mixture is significant for the strength requirements. In order to design the porosity of the open graded asphalt mixture, it is important that the application of coarse and fine aggregates satisfies the grading requirements of the specification. Fine and coarse aggregates used to accomplish this study were sourced from Gong-ju, Korea. Two types of 0.08–5 mm and 5–13 mm crushed granite gravels were selected as aggregates. All mixtures incorporated limestone powder filler with a range of 0.08–0.15 mm. To achieve the target porosity of open graded asphalt mixture in this investigation, coarse, fine aggregates and filler were blended in accordance with the following equation:(1)Pi=Ai×a+Bi×b+Ci×c+⋯+Ni×n.In this formula,P(i) refers to the percentage of blended aggregates passing through the corresponding (i) sieve, (i) refers to the sieve size, Ai,Bi,…,N(i) refer to the percentage of each aggregate passing through the corresponding (i) sieve, A,B,…,N refer to all kinds of aggregate and filler, and a,b,…,n refer to the contents proportion of each aggregate and filler, and the sum total is 100%. The grading curve of all types of aggregates used has been made to meet the open graded asphalt grading requirements of the Korean standard specification as shown in Figure 1(a). The Korean standard specification suggests the boundary limits for the blended aggregates and filler used for the open graded asphalt mixture as shown in Figure 1(b). The mechanical properties of fine aggregate, including density, water absorption, and fineness modulus, are 2.66 g/cm3, 0.9%, and 3.02, while for coarse aggregate they are 2.67 g/cm3, 0.9%, and 6.08, respectively. Water content and density of limestone filler were measured as 0.2% and 2.72 g/cm3.Figure 1
Size distribution and boundary limits of aggregates according to specification. (a) Fine and coarse aggregate grading curve. (b) Blended aggregates grading curve.
(a)
(b)


#### 2.2.3. Mixing Open Graded Asphalt

Based on the previous studies [10] and the Korean standard of open graded asphalt mixture design [13], the porosity of asphalt mixture is designed with a range of 18~22%. The dosage of asphalt is 3.5%~6.0%. The open graded asphalt mixture proportions are presented in Table 2. In order to mix the open graded asphalt mixtures, all aggregates are cleaned and kept preheated to a temperature of 120°C to 150°C, while asphalt was heated to a temperature of 150°C. All specimens are cast into the molds and compacted under hot condition according to the experiment standards. All specimens are taken out from the mold when the temperature of specimens reached 50°C.


#### 2.2.4. Semirigid Asphalt Composite

Open graded asphalt mixtures were prepared according to the experimental method of Korea standards and four types of cement grout were injected and compacted. After that, all semirigid asphalt specimens were cured until standardized curing age.


## 2.1. Cement Grout

Four types of cement grout mixture proportions depending on the type of ultrarapid hardening cement were developed and tested. Three types of ultrarapid hardening cement including prototype, early strength type, and two kinds of retarding strength type were designed. The ultrarapid hardening cement was produced by blending cement minerals including alite (C3S), microsilica (SiO2), and gypsum and chemical admixtures such as accelerating agent and retarding agent. In addition, all cement grout mixtures incorporated liquid polyacrylate polymer as seen in Table 1 for the purpose of preventing cracks and shrinkage. An overview of the various mixture proportions is presented in Table 2. The fresh cement grouts were produced by using a stand mixer which was able to control mixing speed to 750 RPM. This mixing process was carried out under temperature and relative humidity conditions of 20°C and 60%, respectively.Table 1
Properties of polyacrylate polymer.
Material
Density (g/cm3)
Solid contents (%)
Viscosity (cps)
Ionicity
pH
Appearance
Polyacrylate polymer
1.0
45.3
360
Anionic
8.5
White liquidTable 2
Mixing proportions according to different types of ultrarapid hardening cement grout.
Mix.
Cement types
Blending proportions (wt.%)
Unit weight (kg/m3)
Cement minerals
Accelerating agent
Retarding agent
Cement
Water
Polyacrylate polymer
PG-1
Proto
46.9
53
0.1
1,150
319.5
255.5
SG-1
Early
39.9
60
0.1
1,150
319.5
255.5
Strength
FG-1
Retarding
39.8
60
0.2
1,150
319.5
255.5
FG-2
Strength
39.7
60
0.3
1,150
319.5
255.5


## 2.2. Maternal Open Graded Asphalt Mixture

### 2.2.1. Asphalt Binder

For mixing the open graded asphalt mixture, a polymer modified asphalt (PMA) with 4.0 wt% styrene butadiene styrene (SBS) was used in this study. The molecular structure of SBS is linear. The PMA commercial product type of PG 76–22 was manufactured by a domestic company in Korea and met the quality requirements for open graded asphalt mixture. The characteristics of PMA were measured based on the testing regulations and the results were listed in Table3.Table 3
Characteristics of polymer modified asphalt binder.
Properties
Value
Standard
Penetration at 25°C (1/10 mm)
70
—
Softening point (°C)
72.4
—
Flash point (°C)
362
≥230
Viscosity (cp)
2001
≤3,000
Density at 15°C (g/cm3)
1.028
—
Storage stability (°C)
0.5
≤2.0


### 2.2.2. Aggregates and Filler

The impregnation characteristics of cement grouts into the asphalt skeleton were directly affected by its fluidity as well as by the porosity of the open graded asphalt mixture. A high porosity asphalt mixture enhanced the filling efficiency of cement grouts; however, having the appropriate porosity of asphalt mixture is significant for the strength requirements. In order to design the porosity of the open graded asphalt mixture, it is important that the application of coarse and fine aggregates satisfies the grading requirements of the specification. Fine and coarse aggregates used to accomplish this study were sourced from Gong-ju, Korea. Two types of 0.08–5 mm and 5–13 mm crushed granite gravels were selected as aggregates. All mixtures incorporated limestone powder filler with a range of 0.08–0.15 mm. To achieve the target porosity of open graded asphalt mixture in this investigation, coarse, fine aggregates and filler were blended in accordance with the following equation:(1)Pi=Ai×a+Bi×b+Ci×c+⋯+Ni×n.In this formula,P(i) refers to the percentage of blended aggregates passing through the corresponding (i) sieve, (i) refers to the sieve size, Ai,Bi,…,N(i) refer to the percentage of each aggregate passing through the corresponding (i) sieve, A,B,…,N refer to all kinds of aggregate and filler, and a,b,…,n refer to the contents proportion of each aggregate and filler, and the sum total is 100%. The grading curve of all types of aggregates used has been made to meet the open graded asphalt grading requirements of the Korean standard specification as shown in Figure 1(a). The Korean standard specification suggests the boundary limits for the blended aggregates and filler used for the open graded asphalt mixture as shown in Figure 1(b). The mechanical properties of fine aggregate, including density, water absorption, and fineness modulus, are 2.66 g/cm3, 0.9%, and 3.02, while for coarse aggregate they are 2.67 g/cm3, 0.9%, and 6.08, respectively. Water content and density of limestone filler were measured as 0.2% and 2.72 g/cm3.Figure 1
Size distribution and boundary limits of aggregates according to specification. (a) Fine and coarse aggregate grading curve. (b) Blended aggregates grading curve.
(a)
(b)


### 2.2.3. Mixing Open Graded Asphalt

Based on the previous studies [10] and the Korean standard of open graded asphalt mixture design [13], the porosity of asphalt mixture is designed with a range of 18~22%. The dosage of asphalt is 3.5%~6.0%. The open graded asphalt mixture proportions are presented in Table 2. In order to mix the open graded asphalt mixtures, all aggregates are cleaned and kept preheated to a temperature of 120°C to 150°C, while asphalt was heated to a temperature of 150°C. All specimens are cast into the molds and compacted under hot condition according to the experiment standards. All specimens are taken out from the mold when the temperature of specimens reached 50°C.


### 2.2.4. Semirigid Asphalt Composite

Open graded asphalt mixtures were prepared according to the experimental method of Korea standards and four types of cement grout were injected and compacted. After that, all semirigid asphalt specimens were cured until standardized curing age.


## 2.2.1. Asphalt Binder

For mixing the open graded asphalt mixture, a polymer modified asphalt (PMA) with 4.0 wt% styrene butadiene styrene (SBS) was used in this study. The molecular structure of SBS is linear. The PMA commercial product type of PG 76–22 was manufactured by a domestic company in Korea and met the quality requirements for open graded asphalt mixture. The characteristics of PMA were measured based on the testing regulations and the results were listed in Table3.Table 3
Characteristics of polymer modified asphalt binder.
Properties
Value
Standard
Penetration at 25°C (1/10 mm)
70
—
Softening point (°C)
72.4
—
Flash point (°C)
362
≥230
Viscosity (cp)
2001
≤3,000
Density at 15°C (g/cm3)
1.028
—
Storage stability (°C)
0.5
≤2.0


## 2.2.2. Aggregates and Filler

The impregnation characteristics of cement grouts into the asphalt skeleton were directly affected by its fluidity as well as by the porosity of the open graded asphalt mixture. A high porosity asphalt mixture enhanced the filling efficiency of cement grouts; however, having the appropriate porosity of asphalt mixture is significant for the strength requirements. In order to design the porosity of the open graded asphalt mixture, it is important that the application of coarse and fine aggregates satisfies the grading requirements of the specification. Fine and coarse aggregates used to accomplish this study were sourced from Gong-ju, Korea. Two types of 0.08–5 mm and 5–13 mm crushed granite gravels were selected as aggregates. All mixtures incorporated limestone powder filler with a range of 0.08–0.15 mm. To achieve the target porosity of open graded asphalt mixture in this investigation, coarse, fine aggregates and filler were blended in accordance with the following equation:(1)Pi=Ai×a+Bi×b+Ci×c+⋯+Ni×n.In this formula,P(i) refers to the percentage of blended aggregates passing through the corresponding (i) sieve, (i) refers to the sieve size, Ai,Bi,…,N(i) refer to the percentage of each aggregate passing through the corresponding (i) sieve, A,B,…,N refer to all kinds of aggregate and filler, and a,b,…,n refer to the contents proportion of each aggregate and filler, and the sum total is 100%. The grading curve of all types of aggregates used has been made to meet the open graded asphalt grading requirements of the Korean standard specification as shown in Figure 1(a). The Korean standard specification suggests the boundary limits for the blended aggregates and filler used for the open graded asphalt mixture as shown in Figure 1(b). The mechanical properties of fine aggregate, including density, water absorption, and fineness modulus, are 2.66 g/cm3, 0.9%, and 3.02, while for coarse aggregate they are 2.67 g/cm3, 0.9%, and 6.08, respectively. Water content and density of limestone filler were measured as 0.2% and 2.72 g/cm3.Figure 1
Size distribution and boundary limits of aggregates according to specification. (a) Fine and coarse aggregate grading curve. (b) Blended aggregates grading curve.
(a)
(b)


## 2.2.3. Mixing Open Graded Asphalt

Based on the previous studies [10] and the Korean standard of open graded asphalt mixture design [13], the porosity of asphalt mixture is designed with a range of 18~22%. The dosage of asphalt is 3.5%~6.0%. The open graded asphalt mixture proportions are presented in Table 2. In order to mix the open graded asphalt mixtures, all aggregates are cleaned and kept preheated to a temperature of 120°C to 150°C, while asphalt was heated to a temperature of 150°C. All specimens are cast into the molds and compacted under hot condition according to the experiment standards. All specimens are taken out from the mold when the temperature of specimens reached 50°C.


## 2.2.4. Semirigid Asphalt Composite

Open graded asphalt mixtures were prepared according to the experimental method of Korea standards and four types of cement grout were injected and compacted. After that, all semirigid asphalt specimens were cured until standardized curing age.


## 3. Test Program

### 3.1. Cement Grout

#### 3.1.1. Fluidity

The flow cone test has been carried out to evaluate the fresh fluidity of cement grout. The flow cone used in this study is for the hydraulic cement grout flow test regulated in KS F 4044 method. It has a height of 190 mm, a capacity of1725±5 mL, and an internal orifice diameter of 12.7 mm. All the grouts were charged to the calibration height and the dropping time was measured. Flow time is an index of the fluidity of the cement grout. Figure 2 shows the geometry of the flow cone used in this study. In the previous study [14] the flow time of the flow cone with a capacity of 1,200 mL and an internal orifice diameter of 10 mm was measured from 11 to 20 seconds. Lei [15] reported that, for the cone with a capacity of 1,000 mL and an internal orifice diameter of 10 mm, flow time was proposed to be in the range of 8 to 10 seconds. Also, because the flow value is slightly different depending on the cone size in the previous studies [16, 17] the flow value of this study can be used for a relative comparison of the grout formulations.Figure 2
Flow cone geometry for hydraulic cement grout flow test.


#### 3.1.2. Compressive Strength

A total of sixty cubic 50 × 50 mm specimens for the compressive strength test were fabricated and cured under standard conditions. The compressive strength test was carried out using a universal test machine with a capacity of 500 kN, and loading rate was controlled to 2.4 kN/sec. The compressive strength was calculated based on the average of three specimens.


### 3.2. Semirigid Asphalt Composite

#### 3.2.1. Porosity

The open graded asphalt specimens were filled with asphalt mixture of 1,200g in a mold with a diameter of 101.6 mm and a height of 63.5 mm, and the compaction hammer was freely dropped from a height of 450 mm to compact 50 times on each surface, respectively. The specimens were coated with paraffin due to the fact that the moisture content of all specimens exceeded 2%. The porosity test was performed in accordance with KS F 2353 and ASTM D 1188. First of all, specific bulk density (γbulk) of all the specimens was calculated using (2). On the other hand, the theoretical maximum density (γtheoretical) of the specimen, which can be compared with the apparent density, was calculated based on (3) using an automatic device of theoretical maximum density in order to quantify the effect of the grain size, the asphalt content, and the temperature condition. The porosity of all specimens including open graded asphalt mixtures and semirigid asphalt mixtures is given in (4).(2)Specificbulkdensityγbulk=PairPpa-Pwa-Ppa-Pair/rpa,(3)Theoreticalmaximumdensityrtheoretical=PairPair+Pbowl-Pall,(4)Porosity%=1-γbulkγtheoretical×100,where, Pair is dry weight of specimen in air (g), Ppa is paraffin coated dry weight of specimen in air (g), Pwa is paraffin coated dry weight of specimen in water (g), rpa is bulk density of paraffin (g/cm3), Pbowl is weight of bowl filled with water at 25°C (g), and Pall is weight of bowl filled with water and specimen at 25°C (g).


#### 3.2.2. Marshall Stability

For the Marshall stability test, the specimen was fabricated in the same shape and method as the specimen prepared for the porosity test. The fabricated asphalt mixture specimens were cooled at room temperature for five hours and taken out from the mold using a sample extractor. After that, cement grout was injected and cured at a room temperature of 20°C for 1 day. All the semirigid asphalt specimens were tested using Marshall stability equipment. The test was carried out at a constant loading rate of 50 mm/min until failure in accordance with the KS F 2337 standard. The measured maximum vertical load refers to the Marshall stability value.


#### 3.2.3. Wheel Tracking

For the wheel tracking test regulated by KS F 2374, the asphalt mixture was filled in a square mold having a length × width × height of 300 mm × 300 mm × 50 mm, and a specimen was prepared by using a compaction roller of which surface temperature was kept at 130°C. After demolding, cement grout was injected and cured at a room temperature of 20°C for 1 day. The wheel tracking test was carried out by placing each specimen in a chamber maintained at a temperature of 60°C for 5 hours so that the test can be carried out under the same temperature conditions for all specimens. The chamber was equipped with steel wheel tires with a diameter of 200 mm and a width of 50 mm. The wheel was attached with rubber with a thickness of 15 mm to simulate the wheel of the rear vehicle. The wheel consisted of a vertical loading device and a horizontal moving device. The vertical device applies a load continuously at 686 N and the horizontal device performs a horizontal reciprocating run at a speed of 0.5 Hz (30 times/min.) for a maximum runway distance of 300 mm for 1 hour. The central deflection of the specimen was measured at 5-minute intervals using LVDT with resolution capacity of 1/100 mm attached on the wheel device. In particular, the dynamic stability represents the number of reciprocating runs required for 1.0 mm deflection at the center of the wheel tracking specimen and is calculated using (5) below. The deformation rate (mm/min.) was calculated between 45 and 60 minutes.(5)DS=42×t2-t1d2-d1,where DS is the dynamic stability, d1 refers to the central deflection at 45 minutes (t1), and d2 refers to the deflection at 60 minutes (t2).


#### 3.2.4. Flexural Strength

The bending specimen was prepared by dividing the wheel tracking specimen into three equal parts. The shape of the specimen is length(l)  × width  (b)  × height  (h) of 300 mm × 100 mm × 50 mm. After allowing all the specimens to air dry, all specimens were put in a constant temperature chamber set at −10°C for 1 day in order to maintain the specimen temperature in the same condition. The test was carried out while maintaining a constant room temperature of 20°C. In order to prevent the abrupt failure of the specimen, the one-point load was continuously applied to the center of the specimen at a speed of 0.5 mm/min using the displacement control method. The applied load (P) and central displacement (d) of the specimen were measured at load cell with capacity of 50 kN and a linear variable displacement transducer (LVDT) with capacity of 10 mm was used to measure the applied load corresponding to the central displacement of the specimen. All the specimens were tested until the load was 0 N, and all data was saved in the TDS-530 data logger. The maximum flexural strength and corresponding flexural strain can be calculated using (6) and (7), respectively. (6)Flexuralstrengthfr=3lP2bh2,(7)Flexuralstrainε=6hdl2.


## 3.1. Cement Grout

### 3.1.1. Fluidity

The flow cone test has been carried out to evaluate the fresh fluidity of cement grout. The flow cone used in this study is for the hydraulic cement grout flow test regulated in KS F 4044 method. It has a height of 190 mm, a capacity of1725±5 mL, and an internal orifice diameter of 12.7 mm. All the grouts were charged to the calibration height and the dropping time was measured. Flow time is an index of the fluidity of the cement grout. Figure 2 shows the geometry of the flow cone used in this study. In the previous study [14] the flow time of the flow cone with a capacity of 1,200 mL and an internal orifice diameter of 10 mm was measured from 11 to 20 seconds. Lei [15] reported that, for the cone with a capacity of 1,000 mL and an internal orifice diameter of 10 mm, flow time was proposed to be in the range of 8 to 10 seconds. Also, because the flow value is slightly different depending on the cone size in the previous studies [16, 17] the flow value of this study can be used for a relative comparison of the grout formulations.Figure 2
Flow cone geometry for hydraulic cement grout flow test.


### 3.1.2. Compressive Strength

A total of sixty cubic 50 × 50 mm specimens for the compressive strength test were fabricated and cured under standard conditions. The compressive strength test was carried out using a universal test machine with a capacity of 500 kN, and loading rate was controlled to 2.4 kN/sec. The compressive strength was calculated based on the average of three specimens.


## 3.1.1. Fluidity

The flow cone test has been carried out to evaluate the fresh fluidity of cement grout. The flow cone used in this study is for the hydraulic cement grout flow test regulated in KS F 4044 method. It has a height of 190 mm, a capacity of1725±5 mL, and an internal orifice diameter of 12.7 mm. All the grouts were charged to the calibration height and the dropping time was measured. Flow time is an index of the fluidity of the cement grout. Figure 2 shows the geometry of the flow cone used in this study. In the previous study [14] the flow time of the flow cone with a capacity of 1,200 mL and an internal orifice diameter of 10 mm was measured from 11 to 20 seconds. Lei [15] reported that, for the cone with a capacity of 1,000 mL and an internal orifice diameter of 10 mm, flow time was proposed to be in the range of 8 to 10 seconds. Also, because the flow value is slightly different depending on the cone size in the previous studies [16, 17] the flow value of this study can be used for a relative comparison of the grout formulations.Figure 2
Flow cone geometry for hydraulic cement grout flow test.


## 3.1.2. Compressive Strength

A total of sixty cubic 50 × 50 mm specimens for the compressive strength test were fabricated and cured under standard conditions. The compressive strength test was carried out using a universal test machine with a capacity of 500 kN, and loading rate was controlled to 2.4 kN/sec. The compressive strength was calculated based on the average of three specimens.


## 3.2. Semirigid Asphalt Composite

### 3.2.1. Porosity

The open graded asphalt specimens were filled with asphalt mixture of 1,200g in a mold with a diameter of 101.6 mm and a height of 63.5 mm, and the compaction hammer was freely dropped from a height of 450 mm to compact 50 times on each surface, respectively. The specimens were coated with paraffin due to the fact that the moisture content of all specimens exceeded 2%. The porosity test was performed in accordance with KS F 2353 and ASTM D 1188. First of all, specific bulk density (γbulk) of all the specimens was calculated using (2). On the other hand, the theoretical maximum density (γtheoretical) of the specimen, which can be compared with the apparent density, was calculated based on (3) using an automatic device of theoretical maximum density in order to quantify the effect of the grain size, the asphalt content, and the temperature condition. The porosity of all specimens including open graded asphalt mixtures and semirigid asphalt mixtures is given in (4).(2)Specificbulkdensityγbulk=PairPpa-Pwa-Ppa-Pair/rpa,(3)Theoreticalmaximumdensityrtheoretical=PairPair+Pbowl-Pall,(4)Porosity%=1-γbulkγtheoretical×100,where, Pair is dry weight of specimen in air (g), Ppa is paraffin coated dry weight of specimen in air (g), Pwa is paraffin coated dry weight of specimen in water (g), rpa is bulk density of paraffin (g/cm3), Pbowl is weight of bowl filled with water at 25°C (g), and Pall is weight of bowl filled with water and specimen at 25°C (g).


### 3.2.2. Marshall Stability

For the Marshall stability test, the specimen was fabricated in the same shape and method as the specimen prepared for the porosity test. The fabricated asphalt mixture specimens were cooled at room temperature for five hours and taken out from the mold using a sample extractor. After that, cement grout was injected and cured at a room temperature of 20°C for 1 day. All the semirigid asphalt specimens were tested using Marshall stability equipment. The test was carried out at a constant loading rate of 50 mm/min until failure in accordance with the KS F 2337 standard. The measured maximum vertical load refers to the Marshall stability value.


### 3.2.3. Wheel Tracking

For the wheel tracking test regulated by KS F 2374, the asphalt mixture was filled in a square mold having a length × width × height of 300 mm × 300 mm × 50 mm, and a specimen was prepared by using a compaction roller of which surface temperature was kept at 130°C. After demolding, cement grout was injected and cured at a room temperature of 20°C for 1 day. The wheel tracking test was carried out by placing each specimen in a chamber maintained at a temperature of 60°C for 5 hours so that the test can be carried out under the same temperature conditions for all specimens. The chamber was equipped with steel wheel tires with a diameter of 200 mm and a width of 50 mm. The wheel was attached with rubber with a thickness of 15 mm to simulate the wheel of the rear vehicle. The wheel consisted of a vertical loading device and a horizontal moving device. The vertical device applies a load continuously at 686 N and the horizontal device performs a horizontal reciprocating run at a speed of 0.5 Hz (30 times/min.) for a maximum runway distance of 300 mm for 1 hour. The central deflection of the specimen was measured at 5-minute intervals using LVDT with resolution capacity of 1/100 mm attached on the wheel device. In particular, the dynamic stability represents the number of reciprocating runs required for 1.0 mm deflection at the center of the wheel tracking specimen and is calculated using (5) below. The deformation rate (mm/min.) was calculated between 45 and 60 minutes.(5)DS=42×t2-t1d2-d1,where DS is the dynamic stability, d1 refers to the central deflection at 45 minutes (t1), and d2 refers to the deflection at 60 minutes (t2).


### 3.2.4. Flexural Strength

The bending specimen was prepared by dividing the wheel tracking specimen into three equal parts. The shape of the specimen is length(l)  × width  (b)  × height  (h) of 300 mm × 100 mm × 50 mm. After allowing all the specimens to air dry, all specimens were put in a constant temperature chamber set at −10°C for 1 day in order to maintain the specimen temperature in the same condition. The test was carried out while maintaining a constant room temperature of 20°C. In order to prevent the abrupt failure of the specimen, the one-point load was continuously applied to the center of the specimen at a speed of 0.5 mm/min using the displacement control method. The applied load (P) and central displacement (d) of the specimen were measured at load cell with capacity of 50 kN and a linear variable displacement transducer (LVDT) with capacity of 10 mm was used to measure the applied load corresponding to the central displacement of the specimen. All the specimens were tested until the load was 0 N, and all data was saved in the TDS-530 data logger. The maximum flexural strength and corresponding flexural strain can be calculated using (6) and (7), respectively. (6)Flexuralstrengthfr=3lP2bh2,(7)Flexuralstrainε=6hdl2.


## 3.2.1. Porosity

The open graded asphalt specimens were filled with asphalt mixture of 1,200g in a mold with a diameter of 101.6 mm and a height of 63.5 mm, and the compaction hammer was freely dropped from a height of 450 mm to compact 50 times on each surface, respectively. The specimens were coated with paraffin due to the fact that the moisture content of all specimens exceeded 2%. The porosity test was performed in accordance with KS F 2353 and ASTM D 1188. First of all, specific bulk density (γbulk) of all the specimens was calculated using (2). On the other hand, the theoretical maximum density (γtheoretical) of the specimen, which can be compared with the apparent density, was calculated based on (3) using an automatic device of theoretical maximum density in order to quantify the effect of the grain size, the asphalt content, and the temperature condition. The porosity of all specimens including open graded asphalt mixtures and semirigid asphalt mixtures is given in (4).(2)Specificbulkdensityγbulk=PairPpa-Pwa-Ppa-Pair/rpa,(3)Theoreticalmaximumdensityrtheoretical=PairPair+Pbowl-Pall,(4)Porosity%=1-γbulkγtheoretical×100,where, Pair is dry weight of specimen in air (g), Ppa is paraffin coated dry weight of specimen in air (g), Pwa is paraffin coated dry weight of specimen in water (g), rpa is bulk density of paraffin (g/cm3), Pbowl is weight of bowl filled with water at 25°C (g), and Pall is weight of bowl filled with water and specimen at 25°C (g).


## 3.2.2. Marshall Stability

For the Marshall stability test, the specimen was fabricated in the same shape and method as the specimen prepared for the porosity test. The fabricated asphalt mixture specimens were cooled at room temperature for five hours and taken out from the mold using a sample extractor. After that, cement grout was injected and cured at a room temperature of 20°C for 1 day. All the semirigid asphalt specimens were tested using Marshall stability equipment. The test was carried out at a constant loading rate of 50 mm/min until failure in accordance with the KS F 2337 standard. The measured maximum vertical load refers to the Marshall stability value.


## 3.2.3. Wheel Tracking

For the wheel tracking test regulated by KS F 2374, the asphalt mixture was filled in a square mold having a length × width × height of 300 mm × 300 mm × 50 mm, and a specimen was prepared by using a compaction roller of which surface temperature was kept at 130°C. After demolding, cement grout was injected and cured at a room temperature of 20°C for 1 day. The wheel tracking test was carried out by placing each specimen in a chamber maintained at a temperature of 60°C for 5 hours so that the test can be carried out under the same temperature conditions for all specimens. The chamber was equipped with steel wheel tires with a diameter of 200 mm and a width of 50 mm. The wheel was attached with rubber with a thickness of 15 mm to simulate the wheel of the rear vehicle. The wheel consisted of a vertical loading device and a horizontal moving device. The vertical device applies a load continuously at 686 N and the horizontal device performs a horizontal reciprocating run at a speed of 0.5 Hz (30 times/min.) for a maximum runway distance of 300 mm for 1 hour. The central deflection of the specimen was measured at 5-minute intervals using LVDT with resolution capacity of 1/100 mm attached on the wheel device. In particular, the dynamic stability represents the number of reciprocating runs required for 1.0 mm deflection at the center of the wheel tracking specimen and is calculated using (5) below. The deformation rate (mm/min.) was calculated between 45 and 60 minutes.(5)DS=42×t2-t1d2-d1,where DS is the dynamic stability, d1 refers to the central deflection at 45 minutes (t1), and d2 refers to the deflection at 60 minutes (t2).


## 3.2.4. Flexural Strength

The bending specimen was prepared by dividing the wheel tracking specimen into three equal parts. The shape of the specimen is length(l)  × width  (b)  × height  (h) of 300 mm × 100 mm × 50 mm. After allowing all the specimens to air dry, all specimens were put in a constant temperature chamber set at −10°C for 1 day in order to maintain the specimen temperature in the same condition. The test was carried out while maintaining a constant room temperature of 20°C. In order to prevent the abrupt failure of the specimen, the one-point load was continuously applied to the center of the specimen at a speed of 0.5 mm/min using the displacement control method. The applied load (P) and central displacement (d) of the specimen were measured at load cell with capacity of 50 kN and a linear variable displacement transducer (LVDT) with capacity of 10 mm was used to measure the applied load corresponding to the central displacement of the specimen. All the specimens were tested until the load was 0 N, and all data was saved in the TDS-530 data logger. The maximum flexural strength and corresponding flexural strain can be calculated using (6) and (7), respectively. (6)Flexuralstrengthfr=3lP2bh2,(7)Flexuralstrainε=6hdl2.


## 4. Results and Discussion

### 4.1. Cement Grout

#### 4.1.1. Fluidity

The flow time results in accordance with the ratio of accelerating and retarding agent content are shown in Figure3. The flow time of PG-1 mixture was measured to be 10.5 s. For SG-1, FG-1, and FG-2, which were mixed with accelerating agent, it was measured as 12.8 s, 11.3 s, and 10.9 s, respectively. The use of accelerating agent increased the flow time of cement grout compared to the PG-1 mixture by 22%, 10%, and 4%, respectively. However, it can be seen that, with the same dosage of the accelerating agent, the flow time decreases as the amount of retarding agent used increases. The flow times of FG-1 and FG-2 mixtures were 91% and 85%, respectively, compared with the SG-1 mixture. Therefore, in order to secure the rapid hydration of the cement grout, it was shown that the use of the retarding agent can control the fluidity sufficiently when the accelerating agent was incorporated into the cement grout. Since the cement grout plays an important role in filling the pores of the open graded asphalt mixture to form a semirigid pavement, it should have sufficient fluidity to fill the pores. Afonso et al. [14] reported a flow time of 11 s to 20 s for a cone with a capacity of 1,200 mL and an internal orifice diameter of 10 mm. Lei has proposed a cone with a capacity of 1,000 mL and an internal orifice diameter of 10 mm within a range of 8 s to 10 s. Because the flow time differed according to the cone size in the previous study, the flow value in this current study was able to be used for relative comparisons of cement grout mixtures.Figure 3
Flow time according to the cement grout mixtures.


#### 4.1.2. Compressive Strength

The findings related to compressive strength of all cement grout mixtures are presented in Figure4. For all cement grouts using ultrarapid hardening cement, it was clear that the compressive strength exceeded 15 MPa for 3 hours. Compressive strength of SG-1, FG-1, and FG-2 mixtures that incorporated accelerating agent was 168%, 161%, and 158% higher, respectively, than that of the PG-1 mixture for 3 hours. As the amount of retarding agent dosage increased from 0.1% to 0.3%, the compressive strength at early-age including 3 hours and 1 day tended to decrease when the mixing content of accelerating agent was fixed in the cement grout mixture. It can be seen in Figure 4, however, that the compressive strength of all cement grout mixtures can be maintained at a similar level in long-term ages. The use of retarding agents is expected to have a positive effect on the increase of the fluidity of the initial cement grout and is not significantly affected by the reduction of compressive strength in all ages.Figure 4
Compressive strength results of cement grout mixtures.


### 4.2. Semirigid Asphalt Composite

#### 4.2.1. Porosity

The pore ratio and filling ratio of the open graded asphalt skeleton and the semirigid asphalt specimens filled with four types of cement grout mixture are shown in Figure5(a), and the FG-1 specimen for porosity test is represented in Figure 5(b). From the porosity test, the average porosity of four specimens for each open graded asphalt skeleton was evaluated as 19.1%, with porosity being in a range of 18.5% to 19.6%. After filling cement grout into the open graded asphalt skeleton, the porosity of the PG-1, SG-1, FG-1, and FG-2 specimens was measured as 4.5%, 13.4%, 7.6%, and 5.5%, and, using (2), the filling ratios of the cement grout mixtures were calculated as 95.5%, 86.6%, 92.4%, and 94.5%, respectively. As can be seen from Figures 3 and 5, a flow time of cement grout mixtures within 12 s enabled an excellent filling ratio over 90% to be secured. These results indicated that the flow time, which is a typical index of fluidity, has a strong influence on the filling rate of the semirigid asphalt pavement given similar porosity condition of the open graded asphalt skeleton. In this current study, PG-1, FG-1, and FG-2 are suitable cement grout proportions for semirigid pavement that could secure outstanding filling property.Figure 5
Pore ratio results of semirigid asphalt specimens. (a) Pore ratio results of semirigid asphalt specimens. (b) Specimen for porosity test.
(a)
(b)


#### 4.2.2. Marshall Stability

The results of the Marshall stability test were shown in Figure6. In the open graded asphalt skeleton, the Marshall stability of the specimens was measured as 5.43~5.82 kN and the average value was calculated as 5.68 kN. Semirigid pavement mixtures such as PG-1, SG-1, FG-1, and FG-2 filled with cement grout exhibited outstanding Marshall stability. The average value is 430%, 374%, 404%, and 413% higher than that of skeleton mixture, respectively, and the semirigid pavement specimens showed very stable results after grouting. On the other hand, although the compressive strength of the SG-1 for 1 day was the highest among all cement grout mixtures, the Marshall stability value of the SG-1 was 86.9%, 92.5%, and 90.5% that of the PG-1, FG-1, and FG-2 mixtures, respectively. From the test results, it can be inferred that the Marshall stability of the semirigid pavement was strongly dependent on the fluidity of the cement grout rather than the strength of the cement grout. Meanwhile, the relationship between Marshall stability and filling ratio of all semirigid pavement specimens is shown in Figure 7. Marshall stability was found to increase linearly as the filling ratio increased, and the correlation coefficient was calculated as 92%. This result indirectly shows that the filling degree of the cement grout in the pores of asphalt skeleton determines the level of Marshall stability performance.Figure 6
Results of Marshall stability test.Figure 7
Relationship between Marshall stability and filling ratio of all semirigid pavement specimens.


#### 4.2.3. Flexural Strength

Figure8 presents the flexural strength and midspan deflection relation curve of the asphalt skeleton and semirigid pavement specimens. The flexural strength of open graded asphalt skeleton and correlating flexural strain were calculated as 0.64 MPa and 0.524%, respectively. The flexural strength of PG-1, SG-1, FG-1, and FG-2 was calculated as 3.21 MPa, 2.92 MPa, 3.18 MPa, and 3.10 MPa, and corresponding flexural strain was 0.212%, 0.210%, 0.237%, and 0.247%, respectively. The test results were listed in Table 4. It was found that the semirigid pavement specimens were able to improve the flexural strength of asphalt skeleton by at least 453% and by up to 498%, and the flexural strain corresponding to maximum flexural strength could be decreased by a range of 40.1% to 47.0%. It was clearly found that the flexural strength of semirigid pavement specimens was enhanced by filling cement grout into the asphalt skeleton. However, as expected, the lowest fluidity of the SG-1 cement grout mixture was measured as 2.92 MPa, and the other three types of semirigid pavement specimens with a similar level of fluidity showed no significant difference according to the type of cement grout. Similarly to the results of Marshall stability, the flexural strength was also significantly affected by the fluidity of the cement grout filled in the asphalt skeleton pores. From the flexural test results, it was found that the semirigid pavement could strongly enhance the low stiffness of the open graded asphalt skeleton with flexural strength.Table 4
Flexural test results of all specimens.
Flexural strength (MPa)
Midspan deflection (mm)
Flexural strain (%)
Asphalt skeleton
0.64
1.57
0.524
PG-1
3.21
0.64
0.212
SG-1
2.92
0.63
0.211
FG-1
3.18
0.71
0.237
FG-2
3.10
0.74
0.247Figure 8
Results of flexural test of asphalt skeleton and semirigid asphalt specimens.


#### 4.2.4. Wheel Tracking Resistance

The relationship between the vertical loading and correlating central deflection measured by the wheel tracking test is shown in Figure9. In the open graded asphalt skeleton, the initial center deflection rapidly increased to 1.2 mm by 5 min. For semirigid pavement specimens such as PG-1, SG-1, FG-1, and FG-2 mixtures, however, it was found that the initial deflection at the center was 0.18 mm, 0.25 mm, 0.21 mm, and 0.18 mm. These values range from 4.8 times to 6.7 times lower than that of the open graded asphalt skeleton. This result shows that cement grouting is effective in controlling the initial deformation for the open graded asphalt skeleton. As can be seen from the graph slope in Figure 9, the deflection of the asphalt skeleton was continuously increased until the end of the experiment. For the semirigid pavement specimens, however, the center deflection gradually increased and then converged after 40 minutes. It was found that the final deflection of the open graded asphalt skeleton specimen was the largest at 2.0 mm, but it was 0.36 mm to 0.41 mm for semirigid pavement, which could reduce the final deflection by at least 4.88 times compared to the asphalt skeleton. The dynamic stability of all the semirigid pavement specimens was calculated as 31,500 times/mm, while for the asphalt skeleton it was 6,300 times/mm. In addition, the deformation rate of semirigid pavement specimens was 0.0013 mm/min compared with 0.0067 mm/min of the asphalt skeleton. The test results show that it was possible to effectively enhance the dynamic stability and deformation rate for deformation, thereby improving the durability of asphalt pavement under repeated vehicle load.Figure 9
Results of wheel tracking test of asphalt skeleton and semirigid asphalt specimens.


## 4.1. Cement Grout

### 4.1.1. Fluidity

The flow time results in accordance with the ratio of accelerating and retarding agent content are shown in Figure3. The flow time of PG-1 mixture was measured to be 10.5 s. For SG-1, FG-1, and FG-2, which were mixed with accelerating agent, it was measured as 12.8 s, 11.3 s, and 10.9 s, respectively. The use of accelerating agent increased the flow time of cement grout compared to the PG-1 mixture by 22%, 10%, and 4%, respectively. However, it can be seen that, with the same dosage of the accelerating agent, the flow time decreases as the amount of retarding agent used increases. The flow times of FG-1 and FG-2 mixtures were 91% and 85%, respectively, compared with the SG-1 mixture. Therefore, in order to secure the rapid hydration of the cement grout, it was shown that the use of the retarding agent can control the fluidity sufficiently when the accelerating agent was incorporated into the cement grout. Since the cement grout plays an important role in filling the pores of the open graded asphalt mixture to form a semirigid pavement, it should have sufficient fluidity to fill the pores. Afonso et al. [14] reported a flow time of 11 s to 20 s for a cone with a capacity of 1,200 mL and an internal orifice diameter of 10 mm. Lei has proposed a cone with a capacity of 1,000 mL and an internal orifice diameter of 10 mm within a range of 8 s to 10 s. Because the flow time differed according to the cone size in the previous study, the flow value in this current study was able to be used for relative comparisons of cement grout mixtures.Figure 3
Flow time according to the cement grout mixtures.


### 4.1.2. Compressive Strength

The findings related to compressive strength of all cement grout mixtures are presented in Figure4. For all cement grouts using ultrarapid hardening cement, it was clear that the compressive strength exceeded 15 MPa for 3 hours. Compressive strength of SG-1, FG-1, and FG-2 mixtures that incorporated accelerating agent was 168%, 161%, and 158% higher, respectively, than that of the PG-1 mixture for 3 hours. As the amount of retarding agent dosage increased from 0.1% to 0.3%, the compressive strength at early-age including 3 hours and 1 day tended to decrease when the mixing content of accelerating agent was fixed in the cement grout mixture. It can be seen in Figure 4, however, that the compressive strength of all cement grout mixtures can be maintained at a similar level in long-term ages. The use of retarding agents is expected to have a positive effect on the increase of the fluidity of the initial cement grout and is not significantly affected by the reduction of compressive strength in all ages.Figure 4
Compressive strength results of cement grout mixtures.


## 4.1.1. Fluidity

The flow time results in accordance with the ratio of accelerating and retarding agent content are shown in Figure3. The flow time of PG-1 mixture was measured to be 10.5 s. For SG-1, FG-1, and FG-2, which were mixed with accelerating agent, it was measured as 12.8 s, 11.3 s, and 10.9 s, respectively. The use of accelerating agent increased the flow time of cement grout compared to the PG-1 mixture by 22%, 10%, and 4%, respectively. However, it can be seen that, with the same dosage of the accelerating agent, the flow time decreases as the amount of retarding agent used increases. The flow times of FG-1 and FG-2 mixtures were 91% and 85%, respectively, compared with the SG-1 mixture. Therefore, in order to secure the rapid hydration of the cement grout, it was shown that the use of the retarding agent can control the fluidity sufficiently when the accelerating agent was incorporated into the cement grout. Since the cement grout plays an important role in filling the pores of the open graded asphalt mixture to form a semirigid pavement, it should have sufficient fluidity to fill the pores. Afonso et al. [14] reported a flow time of 11 s to 20 s for a cone with a capacity of 1,200 mL and an internal orifice diameter of 10 mm. Lei has proposed a cone with a capacity of 1,000 mL and an internal orifice diameter of 10 mm within a range of 8 s to 10 s. Because the flow time differed according to the cone size in the previous study, the flow value in this current study was able to be used for relative comparisons of cement grout mixtures.Figure 3
Flow time according to the cement grout mixtures.


## 4.1.2. Compressive Strength

The findings related to compressive strength of all cement grout mixtures are presented in Figure4. For all cement grouts using ultrarapid hardening cement, it was clear that the compressive strength exceeded 15 MPa for 3 hours. Compressive strength of SG-1, FG-1, and FG-2 mixtures that incorporated accelerating agent was 168%, 161%, and 158% higher, respectively, than that of the PG-1 mixture for 3 hours. As the amount of retarding agent dosage increased from 0.1% to 0.3%, the compressive strength at early-age including 3 hours and 1 day tended to decrease when the mixing content of accelerating agent was fixed in the cement grout mixture. It can be seen in Figure 4, however, that the compressive strength of all cement grout mixtures can be maintained at a similar level in long-term ages. The use of retarding agents is expected to have a positive effect on the increase of the fluidity of the initial cement grout and is not significantly affected by the reduction of compressive strength in all ages.Figure 4
Compressive strength results of cement grout mixtures.


## 4.2. Semirigid Asphalt Composite

### 4.2.1. Porosity

The pore ratio and filling ratio of the open graded asphalt skeleton and the semirigid asphalt specimens filled with four types of cement grout mixture are shown in Figure5(a), and the FG-1 specimen for porosity test is represented in Figure 5(b). From the porosity test, the average porosity of four specimens for each open graded asphalt skeleton was evaluated as 19.1%, with porosity being in a range of 18.5% to 19.6%. After filling cement grout into the open graded asphalt skeleton, the porosity of the PG-1, SG-1, FG-1, and FG-2 specimens was measured as 4.5%, 13.4%, 7.6%, and 5.5%, and, using (2), the filling ratios of the cement grout mixtures were calculated as 95.5%, 86.6%, 92.4%, and 94.5%, respectively. As can be seen from Figures 3 and 5, a flow time of cement grout mixtures within 12 s enabled an excellent filling ratio over 90% to be secured. These results indicated that the flow time, which is a typical index of fluidity, has a strong influence on the filling rate of the semirigid asphalt pavement given similar porosity condition of the open graded asphalt skeleton. In this current study, PG-1, FG-1, and FG-2 are suitable cement grout proportions for semirigid pavement that could secure outstanding filling property.Figure 5
Pore ratio results of semirigid asphalt specimens. (a) Pore ratio results of semirigid asphalt specimens. (b) Specimen for porosity test.
(a)
(b)


### 4.2.2. Marshall Stability

The results of the Marshall stability test were shown in Figure6. In the open graded asphalt skeleton, the Marshall stability of the specimens was measured as 5.43~5.82 kN and the average value was calculated as 5.68 kN. Semirigid pavement mixtures such as PG-1, SG-1, FG-1, and FG-2 filled with cement grout exhibited outstanding Marshall stability. The average value is 430%, 374%, 404%, and 413% higher than that of skeleton mixture, respectively, and the semirigid pavement specimens showed very stable results after grouting. On the other hand, although the compressive strength of the SG-1 for 1 day was the highest among all cement grout mixtures, the Marshall stability value of the SG-1 was 86.9%, 92.5%, and 90.5% that of the PG-1, FG-1, and FG-2 mixtures, respectively. From the test results, it can be inferred that the Marshall stability of the semirigid pavement was strongly dependent on the fluidity of the cement grout rather than the strength of the cement grout. Meanwhile, the relationship between Marshall stability and filling ratio of all semirigid pavement specimens is shown in Figure 7. Marshall stability was found to increase linearly as the filling ratio increased, and the correlation coefficient was calculated as 92%. This result indirectly shows that the filling degree of the cement grout in the pores of asphalt skeleton determines the level of Marshall stability performance.Figure 6
Results of Marshall stability test.Figure 7
Relationship between Marshall stability and filling ratio of all semirigid pavement specimens.


### 4.2.3. Flexural Strength

Figure8 presents the flexural strength and midspan deflection relation curve of the asphalt skeleton and semirigid pavement specimens. The flexural strength of open graded asphalt skeleton and correlating flexural strain were calculated as 0.64 MPa and 0.524%, respectively. The flexural strength of PG-1, SG-1, FG-1, and FG-2 was calculated as 3.21 MPa, 2.92 MPa, 3.18 MPa, and 3.10 MPa, and corresponding flexural strain was 0.212%, 0.210%, 0.237%, and 0.247%, respectively. The test results were listed in Table 4. It was found that the semirigid pavement specimens were able to improve the flexural strength of asphalt skeleton by at least 453% and by up to 498%, and the flexural strain corresponding to maximum flexural strength could be decreased by a range of 40.1% to 47.0%. It was clearly found that the flexural strength of semirigid pavement specimens was enhanced by filling cement grout into the asphalt skeleton. However, as expected, the lowest fluidity of the SG-1 cement grout mixture was measured as 2.92 MPa, and the other three types of semirigid pavement specimens with a similar level of fluidity showed no significant difference according to the type of cement grout. Similarly to the results of Marshall stability, the flexural strength was also significantly affected by the fluidity of the cement grout filled in the asphalt skeleton pores. From the flexural test results, it was found that the semirigid pavement could strongly enhance the low stiffness of the open graded asphalt skeleton with flexural strength.Table 4
Flexural test results of all specimens.
Flexural strength (MPa)
Midspan deflection (mm)
Flexural strain (%)
Asphalt skeleton
0.64
1.57
0.524
PG-1
3.21
0.64
0.212
SG-1
2.92
0.63
0.211
FG-1
3.18
0.71
0.237
FG-2
3.10
0.74
0.247Figure 8
Results of flexural test of asphalt skeleton and semirigid asphalt specimens.


### 4.2.4. Wheel Tracking Resistance

The relationship between the vertical loading and correlating central deflection measured by the wheel tracking test is shown in Figure9. In the open graded asphalt skeleton, the initial center deflection rapidly increased to 1.2 mm by 5 min. For semirigid pavement specimens such as PG-1, SG-1, FG-1, and FG-2 mixtures, however, it was found that the initial deflection at the center was 0.18 mm, 0.25 mm, 0.21 mm, and 0.18 mm. These values range from 4.8 times to 6.7 times lower than that of the open graded asphalt skeleton. This result shows that cement grouting is effective in controlling the initial deformation for the open graded asphalt skeleton. As can be seen from the graph slope in Figure 9, the deflection of the asphalt skeleton was continuously increased until the end of the experiment. For the semirigid pavement specimens, however, the center deflection gradually increased and then converged after 40 minutes. It was found that the final deflection of the open graded asphalt skeleton specimen was the largest at 2.0 mm, but it was 0.36 mm to 0.41 mm for semirigid pavement, which could reduce the final deflection by at least 4.88 times compared to the asphalt skeleton. The dynamic stability of all the semirigid pavement specimens was calculated as 31,500 times/mm, while for the asphalt skeleton it was 6,300 times/mm. In addition, the deformation rate of semirigid pavement specimens was 0.0013 mm/min compared with 0.0067 mm/min of the asphalt skeleton. The test results show that it was possible to effectively enhance the dynamic stability and deformation rate for deformation, thereby improving the durability of asphalt pavement under repeated vehicle load.Figure 9
Results of wheel tracking test of asphalt skeleton and semirigid asphalt specimens.


## 4.2.1. Porosity

The pore ratio and filling ratio of the open graded asphalt skeleton and the semirigid asphalt specimens filled with four types of cement grout mixture are shown in Figure5(a), and the FG-1 specimen for porosity test is represented in Figure 5(b). From the porosity test, the average porosity of four specimens for each open graded asphalt skeleton was evaluated as 19.1%, with porosity being in a range of 18.5% to 19.6%. After filling cement grout into the open graded asphalt skeleton, the porosity of the PG-1, SG-1, FG-1, and FG-2 specimens was measured as 4.5%, 13.4%, 7.6%, and 5.5%, and, using (2), the filling ratios of the cement grout mixtures were calculated as 95.5%, 86.6%, 92.4%, and 94.5%, respectively. As can be seen from Figures 3 and 5, a flow time of cement grout mixtures within 12 s enabled an excellent filling ratio over 90% to be secured. These results indicated that the flow time, which is a typical index of fluidity, has a strong influence on the filling rate of the semirigid asphalt pavement given similar porosity condition of the open graded asphalt skeleton. In this current study, PG-1, FG-1, and FG-2 are suitable cement grout proportions for semirigid pavement that could secure outstanding filling property.Figure 5
Pore ratio results of semirigid asphalt specimens. (a) Pore ratio results of semirigid asphalt specimens. (b) Specimen for porosity test.
(a)
(b)


## 4.2.2. Marshall Stability

The results of the Marshall stability test were shown in Figure6. In the open graded asphalt skeleton, the Marshall stability of the specimens was measured as 5.43~5.82 kN and the average value was calculated as 5.68 kN. Semirigid pavement mixtures such as PG-1, SG-1, FG-1, and FG-2 filled with cement grout exhibited outstanding Marshall stability. The average value is 430%, 374%, 404%, and 413% higher than that of skeleton mixture, respectively, and the semirigid pavement specimens showed very stable results after grouting. On the other hand, although the compressive strength of the SG-1 for 1 day was the highest among all cement grout mixtures, the Marshall stability value of the SG-1 was 86.9%, 92.5%, and 90.5% that of the PG-1, FG-1, and FG-2 mixtures, respectively. From the test results, it can be inferred that the Marshall stability of the semirigid pavement was strongly dependent on the fluidity of the cement grout rather than the strength of the cement grout. Meanwhile, the relationship between Marshall stability and filling ratio of all semirigid pavement specimens is shown in Figure 7. Marshall stability was found to increase linearly as the filling ratio increased, and the correlation coefficient was calculated as 92%. This result indirectly shows that the filling degree of the cement grout in the pores of asphalt skeleton determines the level of Marshall stability performance.Figure 6
Results of Marshall stability test.Figure 7
Relationship between Marshall stability and filling ratio of all semirigid pavement specimens.


## 4.2.3. Flexural Strength

Figure8 presents the flexural strength and midspan deflection relation curve of the asphalt skeleton and semirigid pavement specimens. The flexural strength of open graded asphalt skeleton and correlating flexural strain were calculated as 0.64 MPa and 0.524%, respectively. The flexural strength of PG-1, SG-1, FG-1, and FG-2 was calculated as 3.21 MPa, 2.92 MPa, 3.18 MPa, and 3.10 MPa, and corresponding flexural strain was 0.212%, 0.210%, 0.237%, and 0.247%, respectively. The test results were listed in Table 4. It was found that the semirigid pavement specimens were able to improve the flexural strength of asphalt skeleton by at least 453% and by up to 498%, and the flexural strain corresponding to maximum flexural strength could be decreased by a range of 40.1% to 47.0%. It was clearly found that the flexural strength of semirigid pavement specimens was enhanced by filling cement grout into the asphalt skeleton. However, as expected, the lowest fluidity of the SG-1 cement grout mixture was measured as 2.92 MPa, and the other three types of semirigid pavement specimens with a similar level of fluidity showed no significant difference according to the type of cement grout. Similarly to the results of Marshall stability, the flexural strength was also significantly affected by the fluidity of the cement grout filled in the asphalt skeleton pores. From the flexural test results, it was found that the semirigid pavement could strongly enhance the low stiffness of the open graded asphalt skeleton with flexural strength.Table 4
Flexural test results of all specimens.
Flexural strength (MPa)
Midspan deflection (mm)
Flexural strain (%)
Asphalt skeleton
0.64
1.57
0.524
PG-1
3.21
0.64
0.212
SG-1
2.92
0.63
0.211
FG-1
3.18
0.71
0.237
FG-2
3.10
0.74
0.247Figure 8
Results of flexural test of asphalt skeleton and semirigid asphalt specimens.


## 4.2.4. Wheel Tracking Resistance

The relationship between the vertical loading and correlating central deflection measured by the wheel tracking test is shown in Figure9. In the open graded asphalt skeleton, the initial center deflection rapidly increased to 1.2 mm by 5 min. For semirigid pavement specimens such as PG-1, SG-1, FG-1, and FG-2 mixtures, however, it was found that the initial deflection at the center was 0.18 mm, 0.25 mm, 0.21 mm, and 0.18 mm. These values range from 4.8 times to 6.7 times lower than that of the open graded asphalt skeleton. This result shows that cement grouting is effective in controlling the initial deformation for the open graded asphalt skeleton. As can be seen from the graph slope in Figure 9, the deflection of the asphalt skeleton was continuously increased until the end of the experiment. For the semirigid pavement specimens, however, the center deflection gradually increased and then converged after 40 minutes. It was found that the final deflection of the open graded asphalt skeleton specimen was the largest at 2.0 mm, but it was 0.36 mm to 0.41 mm for semirigid pavement, which could reduce the final deflection by at least 4.88 times compared to the asphalt skeleton. The dynamic stability of all the semirigid pavement specimens was calculated as 31,500 times/mm, while for the asphalt skeleton it was 6,300 times/mm. In addition, the deformation rate of semirigid pavement specimens was 0.0013 mm/min compared with 0.0067 mm/min of the asphalt skeleton. The test results show that it was possible to effectively enhance the dynamic stability and deformation rate for deformation, thereby improving the durability of asphalt pavement under repeated vehicle load.Figure 9
Results of wheel tracking test of asphalt skeleton and semirigid asphalt specimens.


## 5. Conclusions

This current study investigated the effect of cement grout controlled with ultrarapid hardening cement, accelerating and retarding chemical agent on the mechanical properties of semirigid pavement. In the first stage of this study, the effect of chemical admixtures on the cement grout fluidity and compressive strength was evaluated. In the next stage, the open graded asphalt pavement mixture, which is the skeleton of the semirigid pavement, was designed to have a porosity of 18~20%. Finally, semirigid pavement specimens were prepared by injecting cement grout into an open graded asphalt pavement. Mechanical properties including porosity, flexural strength, Marshall stability, and wheel tracking resistance were evaluated. From the test results it was clearly found that the porosity and filling rate of semirigid pavement specimens were greatly influenced by the flow time (fluidity) of cement grout. The use of chemical admixtures was found to be able to control the initial flow time; the compressive strength property, however, was not significantly affected. Through evaluating the strength characteristics through Marshall stability, flexural strength, and wheel tracking test, it was found that the fluidity favorable to filling of the cement grout in the voids of asphalt skeleton greatly influences the strength of semirigid pavement rather than the cement grout compressive strength property. Semirigid pavement could improve the strength and stiffness of open graded asphalt mixture, and the semirigid pavement’s performance could be adjusted to the target performance by controlling the flow and strength characteristics of the cement grout. Based on the test results, it was recommended that the porosity of open graded asphalt be 20% and the flow time of cement grout be within 12 seconds.



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*Source: 4628690-2017-06-08.xml*