# A Study on the Evaluation of Field Application of High-Fluidity Concrete Containing High Volume Fly Ash

Authors: Yun-Wang Choi; Man-Seok Park; Byung-Keol Choi; Sung-Rok Oh
Journal: Advances in Materials Science and Engineering
 (2015)

---

## Abstract

In the recent concrete industry, high-fluidity concrete is being widely used for the pouring of dense reinforced concrete. Normally, in the case of high-fluidity concrete, it includes high binder contents, so it is necessary to replace part of the cement through admixtures such as fly ash to procure economic feasibility and durability. This study shows the mechanical properties and field applicability of high-fluidity concrete using mass of fly ash as alternative materials of cement. The high-fluidity concrete mixed with 50% fly ash was measured to manufacture concrete that applies low water/binder ratio to measure the mechanical characteristics as compressive strength and elastic modulus. Also, in order to evaluate the field applicability, high-fluidity concrete containing high volume fly ash was evaluated for fluidity, compressive strength, heat of hydration, and drying shrinkage of concrete.


---

## Body

## 1. Introduction

With concrete structures becoming larger, higher, and longer lately, the application of high-performance concrete with improved constructability, strength, and durability is required. Thus, various types of high-performance concrete are now being used in many countries around the world and have improved the performance of conventional concrete. In particular, the high-fluidity concrete, which fills forms only with the self-weight of concrete and with no compaction, is gaining recognition for its applicability to the placement of reinforced concrete structures with an overcrowded arrangement of bars due to the complex sections and seismic design of the structures.On the other hand, with the rapid progress of global warming due to greenhouse gases (GHGs), many countries around the world are making diverse efforts to reduce their GHG emissions. To reduce GHG emissions in the concrete industry, various types of concrete are being developed and utilized using industrial byproducts as cement substitute materials. The recycling of such industrial byproducts is emerging as a sustainable construction technique because it preserves the environment and conserves energy, besides reducing GHG emissions. In this respect, interest is rising in the high volume fly ash concrete (HVFAC), which uses the fly ash (FA) generated after the combustion of pulverized coal in thermal power plants as an admixture for concrete. In other countries, since Malhotra developed HVFAC mixed with 50% or more FA in the 1980s, HVFAC has been used in various types of structures. In Europe, where the performance-centered design concept is used, the application scope of FA has been expanded by specifying the mixing ratio of 36–55% for the FA in the CEM IV of EN 197.The use of FA as an admixture for concrete has been reported to improve the performance of concrete by reducing its unit water content, increasing its fluidity and viscosity, controlling its drying shrinkage cracks, reducing its heat of hydration, and controlling its alkali-aggregate reaction. In the field, however, quality control for concrete is difficult using FA due to the quality variations of FA, inappropriate mixing ratios, and insufficient curing. High volume FA particularly has such problems as reduced early strength and delayed strength manifestation due to its low reactivity to Ca(OH)2 at the normal temperature. Thus, the early strength must be examined to allow the actual use of HVFA concrete. Basically, there are two methods of accelerating the pozzolan reaction of FA: physical and chemical methods.Payá et al. reported that the strength of mortar mixed with 15–60% physically pulverized fly ash increased in buildings aged three to 365 days [1]. However, Shi and Saraswathy et al. reported that the chemical method was more effective than the physical method [2, 3].The pozzolan stimulants used in this chemical method are classified into sulfate activators and alkali activators.For the sulfate activators, which accelerate the pozzolan reaction, CaSO4·2H2O, CaSO4, Na2SO4, and K2SO4 are used. Xu and Sarkar reported that the sulfate ions contributed to the improvement of early strength by destroying the vitreous, reacting with the aluminate components, and generating ettringite [4]. However, Poon and Ma et al. claimed that even though the sulfate activator improved the early strength, it did not contribute to the improvement of the strength of the long-term aged concrete [5, 6]. Fraay et al. reported that the vitreous structure of fly ash was more brittle due to the alkalinity of the pore solution and the high-alkaline water solution, which activated the pozzolan reaction [7]. For the alkali activators to accelerate the pozzolan reaction of fly ash, high-density Ca(OH)2, NaOH, KOH, and water glass are used.However, these methods are difficult to apply in the field due to their low fluidity and the high concrete unit prices when the high-fluidity HVFA concrete is produced.Therefore, in this study, to achieve early strength at the normal temperature, a high-fluidity HVFA concrete with a 50% fly ash mixing ratio and a changed unit water content and binder content was produced, and its mechanical characteristics and field applicability were evaluated.


## 2. Experimental Work

### 2.1. Materials Used and Mix Proportions

#### 2.1.1. Cement and Admixture

For the cement, ordinary Portland cement (hereinafter referred to as “OPC”) with a density of 3.15 g/cm3 and a fineness of 3,540 cm2/g was used. For the admixture, fly ash (hereinafter referred to as “FA”) with a density of 2.20 g/cm3 and a fineness of 3,480 cm2/g was used. Table 1 shows the chemical compositions and physical properties of the cement and the FA.Table 1
Chemical compositions and physical properties of cement and FA.
Type
Cement
FA
CaO (%)
61.60
6.49
SiO2 (%)
19.80
48.30
Al2O3 (%)
4.50
25.50
MgO (%)
3.01
1.67
Fe2O3 (%)
3.57
8.50
SO3 (%)
2.10
0.40
L.O.I (%)
1.20
3.80
Surface area  (cm2/g)
3,450
3,480
Density  (g/cm3)
3.15
2.20


#### 2.1.2. Aggregates and Chemical Admixtures

For the fine aggregates, river sand (hereinafter referred to as “S”) from the Nakdong River was used; and for the coarse aggregates, granitic crushed aggregates (hereinafter referred to as “G”) with a maximum size (Gmax) of 20 mm were used. The physical properties of S and G are shown in Table 2. For the chemical admixtures for the fluidity and air content control of the high-fluidity HVFA concrete, a polycarboxylic superplasticizer (hereinafter referred to as “SP”) and an air-entraining agent (hereinafter referred to as “AE”) were used.Table 2
Physical properties of aggregates.
Type
G
m
a
x (mm)
Density(g/cm3)
Absorption(%)
F.M.
Bulkdensity (kg/m3)
S
—
2.58
1.37
2.57
1,603
G
20
2.68
0.77
6.78
1,601


### 2.2. Experiment Method

#### 2.2.1. Concrete Mix

To evaluate the mechanical characteristics of the high-fluidity HVFA concrete, a 50% FA mixing ratio, based on the OPC proportioning strength of 50 MPa, was used as the plain condition. To improve the mechanical characteristics of the 50% FA mixing ratio, concrete mixing was performed for five levels of the unit water content and five levels of the binder content. Furthermore, concrete mixing was performed to satisfy the slump flow of 650 ± 50 mm and the air content of 3.5 ± 1.5%. The concrete mix experimented on is shown in Table3.Table 3
The proportion of high volume fly ash HFC.
Type
W/B(%)
Unit mass (kg/m3)
W
OPC
FA
S
G
A
OPC
35
167
480
0
806
900
B
FA 50
35
167
240
240
763
852
C
W 110
23
110
240
240
834
931
D
W 120
25
120
240
240
822
916
E
W 130
27
130
240
240
809
904
F
W 140
29
140
240
240
797
890
G
W 150
31
150
240
240
784
876
H
B 522
23
120
261
261
802
896
I
B 480
25
120
240
240
822
918
J
B 446
27
120
223
223
836
936
K
B 414
29
120
207
207
853
953
L
B 388
31
120
194
194
866
967


#### 2.2.2. The Fluidity

To evaluate the fluidity of the high-fluidity HVFA concrete, the slump flow was measured with ASTM C 1611, and the air content was tested with STM C 231.


#### 2.2.3. The Mechanical Properties

The compressive strength test of concrete was performed in accordance with ASTM C 39, and the test specimen was produced with a⌀100 × 200 mm cylindrical mold with no compaction. The specimen was cured through standard curing in a curing water tank at 20 ± 2°C until it was 28 days old, the compressive strength was measured at each age, and the static modulus of elasticity was measured at 28 days of age.


#### 2.2.4. Field Mock-Up Test

To evaluate the field applicability of the high-fluidity HVFA concrete, concrete was produced with an on-site ready-mix truck based on the plain mix with a design strength of 50 MPa and a 25% W/B ratio at the unit quantities of 110, 120, and 130 kg/m3. Then experiments were conducted on the compressive strength, adiabatic temperature rise, and length change. The field mock-up concrete mix is shown in Table 4.Table 4
Mixing proportion of concrete in site.
Type
W/B(%)
Unit mass (kg/m3)
W
OPC
FA
S
G
Plain
OPC
35
167
480
0
806
900
FA 50%
W 110
25
110
216
216
857
957
W 120
25
120
240
240
822
918
W 130
25
130
257
257
793
886


## 2.1. Materials Used and Mix Proportions

### 2.1.1. Cement and Admixture

For the cement, ordinary Portland cement (hereinafter referred to as “OPC”) with a density of 3.15 g/cm3 and a fineness of 3,540 cm2/g was used. For the admixture, fly ash (hereinafter referred to as “FA”) with a density of 2.20 g/cm3 and a fineness of 3,480 cm2/g was used. Table 1 shows the chemical compositions and physical properties of the cement and the FA.Table 1
Chemical compositions and physical properties of cement and FA.
Type
Cement
FA
CaO (%)
61.60
6.49
SiO2 (%)
19.80
48.30
Al2O3 (%)
4.50
25.50
MgO (%)
3.01
1.67
Fe2O3 (%)
3.57
8.50
SO3 (%)
2.10
0.40
L.O.I (%)
1.20
3.80
Surface area  (cm2/g)
3,450
3,480
Density  (g/cm3)
3.15
2.20


### 2.1.2. Aggregates and Chemical Admixtures

For the fine aggregates, river sand (hereinafter referred to as “S”) from the Nakdong River was used; and for the coarse aggregates, granitic crushed aggregates (hereinafter referred to as “G”) with a maximum size (Gmax) of 20 mm were used. The physical properties of S and G are shown in Table 2. For the chemical admixtures for the fluidity and air content control of the high-fluidity HVFA concrete, a polycarboxylic superplasticizer (hereinafter referred to as “SP”) and an air-entraining agent (hereinafter referred to as “AE”) were used.Table 2
Physical properties of aggregates.
Type
G
m
a
x (mm)
Density(g/cm3)
Absorption(%)
F.M.
Bulkdensity (kg/m3)
S
—
2.58
1.37
2.57
1,603
G
20
2.68
0.77
6.78
1,601


## 2.1.1. Cement and Admixture

For the cement, ordinary Portland cement (hereinafter referred to as “OPC”) with a density of 3.15 g/cm3 and a fineness of 3,540 cm2/g was used. For the admixture, fly ash (hereinafter referred to as “FA”) with a density of 2.20 g/cm3 and a fineness of 3,480 cm2/g was used. Table 1 shows the chemical compositions and physical properties of the cement and the FA.Table 1
Chemical compositions and physical properties of cement and FA.
Type
Cement
FA
CaO (%)
61.60
6.49
SiO2 (%)
19.80
48.30
Al2O3 (%)
4.50
25.50
MgO (%)
3.01
1.67
Fe2O3 (%)
3.57
8.50
SO3 (%)
2.10
0.40
L.O.I (%)
1.20
3.80
Surface area  (cm2/g)
3,450
3,480
Density  (g/cm3)
3.15
2.20


## 2.1.2. Aggregates and Chemical Admixtures

For the fine aggregates, river sand (hereinafter referred to as “S”) from the Nakdong River was used; and for the coarse aggregates, granitic crushed aggregates (hereinafter referred to as “G”) with a maximum size (Gmax) of 20 mm were used. The physical properties of S and G are shown in Table 2. For the chemical admixtures for the fluidity and air content control of the high-fluidity HVFA concrete, a polycarboxylic superplasticizer (hereinafter referred to as “SP”) and an air-entraining agent (hereinafter referred to as “AE”) were used.Table 2
Physical properties of aggregates.
Type
G
m
a
x (mm)
Density(g/cm3)
Absorption(%)
F.M.
Bulkdensity (kg/m3)
S
—
2.58
1.37
2.57
1,603
G
20
2.68
0.77
6.78
1,601


## 2.2. Experiment Method

### 2.2.1. Concrete Mix

To evaluate the mechanical characteristics of the high-fluidity HVFA concrete, a 50% FA mixing ratio, based on the OPC proportioning strength of 50 MPa, was used as the plain condition. To improve the mechanical characteristics of the 50% FA mixing ratio, concrete mixing was performed for five levels of the unit water content and five levels of the binder content. Furthermore, concrete mixing was performed to satisfy the slump flow of 650 ± 50 mm and the air content of 3.5 ± 1.5%. The concrete mix experimented on is shown in Table3.Table 3
The proportion of high volume fly ash HFC.
Type
W/B(%)
Unit mass (kg/m3)
W
OPC
FA
S
G
A
OPC
35
167
480
0
806
900
B
FA 50
35
167
240
240
763
852
C
W 110
23
110
240
240
834
931
D
W 120
25
120
240
240
822
916
E
W 130
27
130
240
240
809
904
F
W 140
29
140
240
240
797
890
G
W 150
31
150
240
240
784
876
H
B 522
23
120
261
261
802
896
I
B 480
25
120
240
240
822
918
J
B 446
27
120
223
223
836
936
K
B 414
29
120
207
207
853
953
L
B 388
31
120
194
194
866
967


### 2.2.2. The Fluidity

To evaluate the fluidity of the high-fluidity HVFA concrete, the slump flow was measured with ASTM C 1611, and the air content was tested with STM C 231.


### 2.2.3. The Mechanical Properties

The compressive strength test of concrete was performed in accordance with ASTM C 39, and the test specimen was produced with a⌀100 × 200 mm cylindrical mold with no compaction. The specimen was cured through standard curing in a curing water tank at 20 ± 2°C until it was 28 days old, the compressive strength was measured at each age, and the static modulus of elasticity was measured at 28 days of age.


### 2.2.4. Field Mock-Up Test

To evaluate the field applicability of the high-fluidity HVFA concrete, concrete was produced with an on-site ready-mix truck based on the plain mix with a design strength of 50 MPa and a 25% W/B ratio at the unit quantities of 110, 120, and 130 kg/m3. Then experiments were conducted on the compressive strength, adiabatic temperature rise, and length change. The field mock-up concrete mix is shown in Table 4.Table 4
Mixing proportion of concrete in site.
Type
W/B(%)
Unit mass (kg/m3)
W
OPC
FA
S
G
Plain
OPC
35
167
480
0
806
900
FA 50%
W 110
25
110
216
216
857
957
W 120
25
120
240
240
822
918
W 130
25
130
257
257
793
886


## 2.2.1. Concrete Mix

To evaluate the mechanical characteristics of the high-fluidity HVFA concrete, a 50% FA mixing ratio, based on the OPC proportioning strength of 50 MPa, was used as the plain condition. To improve the mechanical characteristics of the 50% FA mixing ratio, concrete mixing was performed for five levels of the unit water content and five levels of the binder content. Furthermore, concrete mixing was performed to satisfy the slump flow of 650 ± 50 mm and the air content of 3.5 ± 1.5%. The concrete mix experimented on is shown in Table3.Table 3
The proportion of high volume fly ash HFC.
Type
W/B(%)
Unit mass (kg/m3)
W
OPC
FA
S
G
A
OPC
35
167
480
0
806
900
B
FA 50
35
167
240
240
763
852
C
W 110
23
110
240
240
834
931
D
W 120
25
120
240
240
822
916
E
W 130
27
130
240
240
809
904
F
W 140
29
140
240
240
797
890
G
W 150
31
150
240
240
784
876
H
B 522
23
120
261
261
802
896
I
B 480
25
120
240
240
822
918
J
B 446
27
120
223
223
836
936
K
B 414
29
120
207
207
853
953
L
B 388
31
120
194
194
866
967


## 2.2.2. The Fluidity

To evaluate the fluidity of the high-fluidity HVFA concrete, the slump flow was measured with ASTM C 1611, and the air content was tested with STM C 231.


## 2.2.3. The Mechanical Properties

The compressive strength test of concrete was performed in accordance with ASTM C 39, and the test specimen was produced with a⌀100 × 200 mm cylindrical mold with no compaction. The specimen was cured through standard curing in a curing water tank at 20 ± 2°C until it was 28 days old, the compressive strength was measured at each age, and the static modulus of elasticity was measured at 28 days of age.


## 2.2.4. Field Mock-Up Test

To evaluate the field applicability of the high-fluidity HVFA concrete, concrete was produced with an on-site ready-mix truck based on the plain mix with a design strength of 50 MPa and a 25% W/B ratio at the unit quantities of 110, 120, and 130 kg/m3. Then experiments were conducted on the compressive strength, adiabatic temperature rise, and length change. The field mock-up concrete mix is shown in Table 4.Table 4
Mixing proportion of concrete in site.
Type
W/B(%)
Unit mass (kg/m3)
W
OPC
FA
S
G
Plain
OPC
35
167
480
0
806
900
FA 50%
W 110
25
110
216
216
857
957
W 120
25
120
240
240
822
918
W 130
25
130
257
257
793
886


## 3. Results and Discussion

### 3.1. Fluidity

#### 3.1.1. Slump Flow

Figures1(a) and 1(b) show the used quantities of SP according to the changing unit water content and binder content to satisfy the 650 ± 50 mm target slump at the 50% FA mixing ratio. As shown in Figure 1(a), the used quantity of SP tended to decrease as the unit water content increased; and as shown in Figure 1(b), the used quantity of SP tended to decrease as the binder content decreased. Furthermore, the used quantity of SP ranged from 1.2 to 2.2 times the used quantity of the OPC high-fluidity concrete as the unit water content decreased and from 1.6 to 2.2 times as the binder content increased. It seems that grain shape and packing effect increased the fluidity of fly ash, but the decrease in the unit water content reduced the fluidity and increased the use of high-performance water reducing agent. The L mix did not satisfy the 650 ± 50 mm target slump criterion. This was seemingly because viscosity was not achieved due to the lack of the binder content needed to achieve the required viscosity in the production of high-fluidity concrete. The minimum binder content needed to produce high-fluidity HVFA concrete is about 400 kg/m3.Figure 1
The fluidity of high volume fly ash HFC with superplasticiser content.
(a)
The change of the water content
(b)
The change of the binder content


#### 3.1.2. Air Content

Figures2(a) and 2(b) show the used quantities of AE according to the changing unit water content and binder content to satisfy the 3.5 ± 1.5% target air content at the 50% FA mixing ratio. As shown in Figures 2(a) and 2(b), the air content tended to increase as the unit water content increased and as the binder content decreased. Furthermore, the AE range needed to satisfy the target air content was about twice that of the OPC high-fluidity concrete. This was seemingly due to the air adsorption of the combustible carbon in FA.Figure 2
The air content of high volume fly ash HFC with air-entraining agent content.
(a)
The change of the water content
(b)
The change of the binder content


### 3.2. Mechanical Characteristics

#### 3.2.1. Compressive Strength

Figures3(a) and 3(b) show the compressive strength according to the changing unit water content (at the 480 kg/m3 fixed binder content) and the changing binder content (at the 120 kg/m3 fixed unit water content) at the 50% FA mixing ratio. As shown in Figure 3(a), the strength at 1 day of Mix B with a 50% FA mixing ratio decreased by about 86% compared to Mix A. Furthermore, for Mixes C, D, E, F, and G, in which the unit water content was varied at a fixed binder content, the strength at 1 day increased as the unit water content decreased. The strength at 1 day of Mix C increased by about 3.2 times that of Mix B.Figure 3
The compressive strength of high volume fly ash HFC.
(a)
The change of the water content
(b)
The change of the binder contentWhen the form removal time was considered, Mixes C, D, and E satisfied the form removal strength of 5 MPa at 1 day. When 50% of the FA was mixed, the unit water content of about 130 kg/m3 was expected to decrease to achieve the compressive strength at the early age. At the age of 28 days, the compressive strength increased as the unit water content decreased.As shown in Figure3(b), for Mixes H, I, J, K, and L, in which the binder content was varied at a fixed unit water content, the strength at 1 day increased as the binder content increased. At day 1, the strength of Mix H increased by about 4.5 times compared to that of Mix B. In the case of the mixture according to the unit water content, the remaining free water that was not consumed by hydration in the concrete because of the decrease in the unit water content with the same amount of binder content seemingly increased the compressive strength. In the case of the mixture according to the binder content, the increase in the binder content with the same unit water content seemingly increased the hydration products, and the packing effect of FA made the inside denser, thus increasing the compressive strength.When the form removal time was considered, Mixes H, I, J, and K satisfied the form removal strength of 5 MPa at 1 day. When 50% of the FA was mixed, a binder content of at least 400 kg/m3 was expected to be required to achieve the compressive strength at the early age [8].In addition, the compressive strength of the high-fluidity HVFA concrete increased with age, seemingly because the inside became denser due to the pozzolan reaction (as shown in the comparison between 3 days and 28 days in Figure4). On the 28th day, however, the pozzolan reaction products did not completely fill the pores around the FA, and there were pores that were not close to the matrix, as shown in the magnified picture of the FA.Figure 4
The SEM of high volume fly ash HFC.
(a)
3 days (×1000)
(b)
28 days (×1000)


#### 3.2.2. Modulus of Elasticity

Figures5(a) and 5(b) show the relationships between the compressive strength and the static modulus of elasticity of the high-fluidity HVFA concrete according to the changing unit water content and binder content. As shown in Figures 5(a) and 5(b), the results were similar to the prediction values at all levels according to the concrete elasticity prediction formulas presented in CEB-FIP CODE and ACI 318. These results indicate that the relationship between the compressive strength and the static modulus of elasticity of the high-fluidity HVFA concrete can stabilize its elasticity, as with conventional concrete.Figure 5
The relationship with the compressive strength and coefficient of elasticity of high volume fly ash HFC.
(a)
The change of the water content
(b)
The change of the binder content


### 3.3. Field Application Characteristics

#### 3.3.1. Fluidity

The field fluidity of the high-fluidity HVFA concrete achieved both the 650 ± 50 mm target slump and the 3.5 ± 1.5% target air content.


#### 3.3.2. Compressive Strength

Figure6 shows the results of the measurement of the compressive strength of the high-fluidity HVFA concrete when the unit water content was varied to three levels (130, 120, and 110 kg/m3) at the water-binder ratio of 25% for the plain high-fluidity concrete. As shown in Figure 6, the compressive strength tended to decrease as the unit water content and the binder content decreased. At the unit water content of 130 kg/m3, the strength at 7 days was about 45% lower than that of the plain high-fluidity concrete, but the strength at 28 days satisfied the target strength.Figure 6
The compressive strength of high volume fly ash HFC in field.


#### 3.3.3. Heat of Hydration

Figure7 shows the rising curve of the field heat of hydration of the high-fluidity HVFA concrete when the unit water content was varied to three levels (130, 120, and 110 kg/m3) at the water-binder ratio of 25% for the plain high-fluidity concrete. As shown in Figure 6, the heat of hydration of the plain high-fluidity concrete rose to about 80°C and that of the high-fluidity HVFA concrete rose to about 48°C. The increase in the heat of hydration decreased as the binder content decreased. These results indicate that when at least 50% FA is mixed, an approximately 40% or higher reduction effect of the heat of hydration can be achieved due to the decrease in the heat of hydration at the early age.Figure 7
The heat of hydration of high volume fly ash HFC in field.


#### 3.3.4. Drying Shrinkage

Figure8 shows the drying shrinkage of the high-fluidity HVFA concrete when the unit water content was varied to three levels (130, 120, and 110 kg/m3) at the water-binder ratio of 25% for the plain high-fluidity concrete. As shown in Figure 8, the drying shrinkage of the plain high-fluidity concrete was about 972 × 10−6 mm at 30 days, and the maximum drying shrinkage of the high-fluidity HVFA concrete was about 482 × 10−6 mm. Furthermore, the shrinkage tended to decrease as the binder content decreased. These results indicate that when at least 50% FA is mixed, an approximately 50% or higher reduction effect of the drying shrinkage can be achieved.Figure 8
The drying shrinkage of high volume fly ash HFC in field.


## 3.1. Fluidity

### 3.1.1. Slump Flow

Figures1(a) and 1(b) show the used quantities of SP according to the changing unit water content and binder content to satisfy the 650 ± 50 mm target slump at the 50% FA mixing ratio. As shown in Figure 1(a), the used quantity of SP tended to decrease as the unit water content increased; and as shown in Figure 1(b), the used quantity of SP tended to decrease as the binder content decreased. Furthermore, the used quantity of SP ranged from 1.2 to 2.2 times the used quantity of the OPC high-fluidity concrete as the unit water content decreased and from 1.6 to 2.2 times as the binder content increased. It seems that grain shape and packing effect increased the fluidity of fly ash, but the decrease in the unit water content reduced the fluidity and increased the use of high-performance water reducing agent. The L mix did not satisfy the 650 ± 50 mm target slump criterion. This was seemingly because viscosity was not achieved due to the lack of the binder content needed to achieve the required viscosity in the production of high-fluidity concrete. The minimum binder content needed to produce high-fluidity HVFA concrete is about 400 kg/m3.Figure 1
The fluidity of high volume fly ash HFC with superplasticiser content.
(a)
The change of the water content
(b)
The change of the binder content


### 3.1.2. Air Content

Figures2(a) and 2(b) show the used quantities of AE according to the changing unit water content and binder content to satisfy the 3.5 ± 1.5% target air content at the 50% FA mixing ratio. As shown in Figures 2(a) and 2(b), the air content tended to increase as the unit water content increased and as the binder content decreased. Furthermore, the AE range needed to satisfy the target air content was about twice that of the OPC high-fluidity concrete. This was seemingly due to the air adsorption of the combustible carbon in FA.Figure 2
The air content of high volume fly ash HFC with air-entraining agent content.
(a)
The change of the water content
(b)
The change of the binder content


## 3.1.1. Slump Flow

Figures1(a) and 1(b) show the used quantities of SP according to the changing unit water content and binder content to satisfy the 650 ± 50 mm target slump at the 50% FA mixing ratio. As shown in Figure 1(a), the used quantity of SP tended to decrease as the unit water content increased; and as shown in Figure 1(b), the used quantity of SP tended to decrease as the binder content decreased. Furthermore, the used quantity of SP ranged from 1.2 to 2.2 times the used quantity of the OPC high-fluidity concrete as the unit water content decreased and from 1.6 to 2.2 times as the binder content increased. It seems that grain shape and packing effect increased the fluidity of fly ash, but the decrease in the unit water content reduced the fluidity and increased the use of high-performance water reducing agent. The L mix did not satisfy the 650 ± 50 mm target slump criterion. This was seemingly because viscosity was not achieved due to the lack of the binder content needed to achieve the required viscosity in the production of high-fluidity concrete. The minimum binder content needed to produce high-fluidity HVFA concrete is about 400 kg/m3.Figure 1
The fluidity of high volume fly ash HFC with superplasticiser content.
(a)
The change of the water content
(b)
The change of the binder content


## 3.1.2. Air Content

Figures2(a) and 2(b) show the used quantities of AE according to the changing unit water content and binder content to satisfy the 3.5 ± 1.5% target air content at the 50% FA mixing ratio. As shown in Figures 2(a) and 2(b), the air content tended to increase as the unit water content increased and as the binder content decreased. Furthermore, the AE range needed to satisfy the target air content was about twice that of the OPC high-fluidity concrete. This was seemingly due to the air adsorption of the combustible carbon in FA.Figure 2
The air content of high volume fly ash HFC with air-entraining agent content.
(a)
The change of the water content
(b)
The change of the binder content


## 3.2. Mechanical Characteristics

### 3.2.1. Compressive Strength

Figures3(a) and 3(b) show the compressive strength according to the changing unit water content (at the 480 kg/m3 fixed binder content) and the changing binder content (at the 120 kg/m3 fixed unit water content) at the 50% FA mixing ratio. As shown in Figure 3(a), the strength at 1 day of Mix B with a 50% FA mixing ratio decreased by about 86% compared to Mix A. Furthermore, for Mixes C, D, E, F, and G, in which the unit water content was varied at a fixed binder content, the strength at 1 day increased as the unit water content decreased. The strength at 1 day of Mix C increased by about 3.2 times that of Mix B.Figure 3
The compressive strength of high volume fly ash HFC.
(a)
The change of the water content
(b)
The change of the binder contentWhen the form removal time was considered, Mixes C, D, and E satisfied the form removal strength of 5 MPa at 1 day. When 50% of the FA was mixed, the unit water content of about 130 kg/m3 was expected to decrease to achieve the compressive strength at the early age. At the age of 28 days, the compressive strength increased as the unit water content decreased.As shown in Figure3(b), for Mixes H, I, J, K, and L, in which the binder content was varied at a fixed unit water content, the strength at 1 day increased as the binder content increased. At day 1, the strength of Mix H increased by about 4.5 times compared to that of Mix B. In the case of the mixture according to the unit water content, the remaining free water that was not consumed by hydration in the concrete because of the decrease in the unit water content with the same amount of binder content seemingly increased the compressive strength. In the case of the mixture according to the binder content, the increase in the binder content with the same unit water content seemingly increased the hydration products, and the packing effect of FA made the inside denser, thus increasing the compressive strength.When the form removal time was considered, Mixes H, I, J, and K satisfied the form removal strength of 5 MPa at 1 day. When 50% of the FA was mixed, a binder content of at least 400 kg/m3 was expected to be required to achieve the compressive strength at the early age [8].In addition, the compressive strength of the high-fluidity HVFA concrete increased with age, seemingly because the inside became denser due to the pozzolan reaction (as shown in the comparison between 3 days and 28 days in Figure4). On the 28th day, however, the pozzolan reaction products did not completely fill the pores around the FA, and there were pores that were not close to the matrix, as shown in the magnified picture of the FA.Figure 4
The SEM of high volume fly ash HFC.
(a)
3 days (×1000)
(b)
28 days (×1000)


### 3.2.2. Modulus of Elasticity

Figures5(a) and 5(b) show the relationships between the compressive strength and the static modulus of elasticity of the high-fluidity HVFA concrete according to the changing unit water content and binder content. As shown in Figures 5(a) and 5(b), the results were similar to the prediction values at all levels according to the concrete elasticity prediction formulas presented in CEB-FIP CODE and ACI 318. These results indicate that the relationship between the compressive strength and the static modulus of elasticity of the high-fluidity HVFA concrete can stabilize its elasticity, as with conventional concrete.Figure 5
The relationship with the compressive strength and coefficient of elasticity of high volume fly ash HFC.
(a)
The change of the water content
(b)
The change of the binder content


## 3.2.1. Compressive Strength

Figures3(a) and 3(b) show the compressive strength according to the changing unit water content (at the 480 kg/m3 fixed binder content) and the changing binder content (at the 120 kg/m3 fixed unit water content) at the 50% FA mixing ratio. As shown in Figure 3(a), the strength at 1 day of Mix B with a 50% FA mixing ratio decreased by about 86% compared to Mix A. Furthermore, for Mixes C, D, E, F, and G, in which the unit water content was varied at a fixed binder content, the strength at 1 day increased as the unit water content decreased. The strength at 1 day of Mix C increased by about 3.2 times that of Mix B.Figure 3
The compressive strength of high volume fly ash HFC.
(a)
The change of the water content
(b)
The change of the binder contentWhen the form removal time was considered, Mixes C, D, and E satisfied the form removal strength of 5 MPa at 1 day. When 50% of the FA was mixed, the unit water content of about 130 kg/m3 was expected to decrease to achieve the compressive strength at the early age. At the age of 28 days, the compressive strength increased as the unit water content decreased.As shown in Figure3(b), for Mixes H, I, J, K, and L, in which the binder content was varied at a fixed unit water content, the strength at 1 day increased as the binder content increased. At day 1, the strength of Mix H increased by about 4.5 times compared to that of Mix B. In the case of the mixture according to the unit water content, the remaining free water that was not consumed by hydration in the concrete because of the decrease in the unit water content with the same amount of binder content seemingly increased the compressive strength. In the case of the mixture according to the binder content, the increase in the binder content with the same unit water content seemingly increased the hydration products, and the packing effect of FA made the inside denser, thus increasing the compressive strength.When the form removal time was considered, Mixes H, I, J, and K satisfied the form removal strength of 5 MPa at 1 day. When 50% of the FA was mixed, a binder content of at least 400 kg/m3 was expected to be required to achieve the compressive strength at the early age [8].In addition, the compressive strength of the high-fluidity HVFA concrete increased with age, seemingly because the inside became denser due to the pozzolan reaction (as shown in the comparison between 3 days and 28 days in Figure4). On the 28th day, however, the pozzolan reaction products did not completely fill the pores around the FA, and there were pores that were not close to the matrix, as shown in the magnified picture of the FA.Figure 4
The SEM of high volume fly ash HFC.
(a)
3 days (×1000)
(b)
28 days (×1000)


## 3.2.2. Modulus of Elasticity

Figures5(a) and 5(b) show the relationships between the compressive strength and the static modulus of elasticity of the high-fluidity HVFA concrete according to the changing unit water content and binder content. As shown in Figures 5(a) and 5(b), the results were similar to the prediction values at all levels according to the concrete elasticity prediction formulas presented in CEB-FIP CODE and ACI 318. These results indicate that the relationship between the compressive strength and the static modulus of elasticity of the high-fluidity HVFA concrete can stabilize its elasticity, as with conventional concrete.Figure 5
The relationship with the compressive strength and coefficient of elasticity of high volume fly ash HFC.
(a)
The change of the water content
(b)
The change of the binder content


## 3.3. Field Application Characteristics

### 3.3.1. Fluidity

The field fluidity of the high-fluidity HVFA concrete achieved both the 650 ± 50 mm target slump and the 3.5 ± 1.5% target air content.


### 3.3.2. Compressive Strength

Figure6 shows the results of the measurement of the compressive strength of the high-fluidity HVFA concrete when the unit water content was varied to three levels (130, 120, and 110 kg/m3) at the water-binder ratio of 25% for the plain high-fluidity concrete. As shown in Figure 6, the compressive strength tended to decrease as the unit water content and the binder content decreased. At the unit water content of 130 kg/m3, the strength at 7 days was about 45% lower than that of the plain high-fluidity concrete, but the strength at 28 days satisfied the target strength.Figure 6
The compressive strength of high volume fly ash HFC in field.


### 3.3.3. Heat of Hydration

Figure7 shows the rising curve of the field heat of hydration of the high-fluidity HVFA concrete when the unit water content was varied to three levels (130, 120, and 110 kg/m3) at the water-binder ratio of 25% for the plain high-fluidity concrete. As shown in Figure 6, the heat of hydration of the plain high-fluidity concrete rose to about 80°C and that of the high-fluidity HVFA concrete rose to about 48°C. The increase in the heat of hydration decreased as the binder content decreased. These results indicate that when at least 50% FA is mixed, an approximately 40% or higher reduction effect of the heat of hydration can be achieved due to the decrease in the heat of hydration at the early age.Figure 7
The heat of hydration of high volume fly ash HFC in field.


### 3.3.4. Drying Shrinkage

Figure8 shows the drying shrinkage of the high-fluidity HVFA concrete when the unit water content was varied to three levels (130, 120, and 110 kg/m3) at the water-binder ratio of 25% for the plain high-fluidity concrete. As shown in Figure 8, the drying shrinkage of the plain high-fluidity concrete was about 972 × 10−6 mm at 30 days, and the maximum drying shrinkage of the high-fluidity HVFA concrete was about 482 × 10−6 mm. Furthermore, the shrinkage tended to decrease as the binder content decreased. These results indicate that when at least 50% FA is mixed, an approximately 50% or higher reduction effect of the drying shrinkage can be achieved.Figure 8
The drying shrinkage of high volume fly ash HFC in field.


## 3.3.1. Fluidity

The field fluidity of the high-fluidity HVFA concrete achieved both the 650 ± 50 mm target slump and the 3.5 ± 1.5% target air content.


## 3.3.2. Compressive Strength

Figure6 shows the results of the measurement of the compressive strength of the high-fluidity HVFA concrete when the unit water content was varied to three levels (130, 120, and 110 kg/m3) at the water-binder ratio of 25% for the plain high-fluidity concrete. As shown in Figure 6, the compressive strength tended to decrease as the unit water content and the binder content decreased. At the unit water content of 130 kg/m3, the strength at 7 days was about 45% lower than that of the plain high-fluidity concrete, but the strength at 28 days satisfied the target strength.Figure 6
The compressive strength of high volume fly ash HFC in field.


## 3.3.3. Heat of Hydration

Figure7 shows the rising curve of the field heat of hydration of the high-fluidity HVFA concrete when the unit water content was varied to three levels (130, 120, and 110 kg/m3) at the water-binder ratio of 25% for the plain high-fluidity concrete. As shown in Figure 6, the heat of hydration of the plain high-fluidity concrete rose to about 80°C and that of the high-fluidity HVFA concrete rose to about 48°C. The increase in the heat of hydration decreased as the binder content decreased. These results indicate that when at least 50% FA is mixed, an approximately 40% or higher reduction effect of the heat of hydration can be achieved due to the decrease in the heat of hydration at the early age.Figure 7
The heat of hydration of high volume fly ash HFC in field.


## 3.3.4. Drying Shrinkage

Figure8 shows the drying shrinkage of the high-fluidity HVFA concrete when the unit water content was varied to three levels (130, 120, and 110 kg/m3) at the water-binder ratio of 25% for the plain high-fluidity concrete. As shown in Figure 8, the drying shrinkage of the plain high-fluidity concrete was about 972 × 10−6 mm at 30 days, and the maximum drying shrinkage of the high-fluidity HVFA concrete was about 482 × 10−6 mm. Furthermore, the shrinkage tended to decrease as the binder content decreased. These results indicate that when at least 50% FA is mixed, an approximately 50% or higher reduction effect of the drying shrinkage can be achieved.Figure 8
The drying shrinkage of high volume fly ash HFC in field.


## 4. Conclusions

This study was a basic research on the field application of the high-fluidity HVFA concrete that contains 50% FA. The following results were obtained.(1)
Large quantities of the superplasticizer and the air-entraining agent will be required to satisfy the required fluidity as the unit water content decreases and the binder content increases to attain the early strength of the high-fluidity HVFA concrete.(2)
The early strength of the high-fluidity HVFA concrete increased as the unit water content decreased and the binder content increased. For the compressive strength, the rate of the strength development seemed to have increased due to the pozzolan reaction through the mixing of large quantities of FA according to the age.(3)
When 50% FA is mixed, the unit water content of 130 kg/m3 or less and the binder content of 400 kg/m3 or higher will be required to achieve the early strength.(4)
For the field applicability of high-fluidity HVFA concrete, the compressive strength can achieve a performance similar to that of the general case, through the adjustment of the unit water content and the binder content. The hydration rise and the drying shrinkage improved compared to the general OPC. Therefore, the high-fluidity HVFA concrete would effectively reduce the heat of hydration and shrinkage when applied in the field.



---

*Source: 507018-2015-10-04.xml*