# Use of Rice Husk-Bark Ash in Producing Self-Compacting Concrete

Authors: Sumrerng Rukzon; Prinya Chindaprasirt
Journal: Advances in Civil Engineering
 (2014)

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## Abstract

This paper presents the use of blend of Portland cement with rice husk-bark ash in producing self-compacting concrete (SCC). CT was partially replaced with ground rice husk-bark ash (GRHBA) at the dosage levels of 0%–40% by weight of binder. Compressive strength, porosity, chloride penetration, and corrosion of SCC were determined. Test results reveal that the resistance to chloride penetration of concrete improves substantially with partial replacement of CT with a blend of GRHBA and the improvement increases with an increase in the replacement level. The corrosion resistances of SCC were better than the CT concrete. In addition, test results indicated that the reduction in porosity was associated with the increase in compressive strength. The porosity is a significant factor as it affects directly the durability of the SCC. This work is suggested that the GHRBA is effective for producing SCC with 30% of GHRBA replacement level.


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## Body

## 1. Introduction

Self-compacting concrete (SCC) is featured in its fresh state by high workability and rheological stability. SCC has excellent applicability for elements with complicated shapes and congested reinforcement [1]. In concrete materials, most of the previous works studied the effects of pozzolanic materials on physical and mechanical properties of normal concrete. The pozzolanic materials such as fly ash, rice husk ash, palm oil fuel ash, bagasse ash, and rice husk-bark ash are used in the production of concrete instead of using the cement only [2–6].In Thailand, rice husk-bark ash is a residue obtained from the burning of rice husk-bark as fuel source in the small power generation plants (Thai Power Supply Company Ltd., in Chachoengsao Province). Two portions of rice husk and one portion of eucalyptus bark are the normal composition and it is burnt at 800–900°C [7]. The landfills of rice husk-bark ash are still the problem of power generation plants because this waste ash is currently not useful for any works. There are few researches about the rice husk-bark ash characteristics and its mechanical properties relating to the normal concrete work. Therefore, the purpose of this research is to utilize the rice husk-bark ash as pozzolanic material for partly replacing Portland cement in order to produce self-compacting concrete (SCC) as well as reduce negative environmental effects and landfill volume, which is required for eliminating the waste of ash.


## 2. Materials and Experiment Details

### 2.1. Materials

Portland cement type I (CT) and rice husk-bark ash (from Thai Power Supply Company Ltd., in Chachoengsao Province, Thailand) and Superplasticizer (Viscocrete by SIKA; SP) were the materials used for this study. Local crushed limestone was used as coarse aggregate. Graded river sand was used as fine aggregate. Rice husk-bark ash (GRHBA) was ground by a ball mill until 5% weight retained on a sieve number 325. The increase in fineness of pozzolanic materials increased the surface area and the reaction [2–6]. Physical properties of type I Portland cement (CT) and ground rice husk-bark ash (GRHBA) are shown in Table 1.Table 1
The mechanical properties of cement and pozzolanic materials.
Physical properties
CT
GRHBA
Median particle size (μm), d
50
25.0
20
Retained on a sieve number 325 (%)
N/A
5
Specific gravity
3.14
2.23
Blaine fineness (cm2/gm)
3.600
11.000The chemical composition of CT and GRHBA is shown in Table2. GRHBA is composed of 76.0% SiO2 with 8.2% LOI. The sum of SiO2 + Al2O3 + Fe2O3 was 79.0%. GRHBA could be classified as class N pozzolanic material [4, 8].Table 2
Chemical components of CT and pozzolanic materials [4].
Oxides (%)
CT
GRHBA
CaO (%)
54.9
5.5
SiO
2 (%)
25.0
76.0
Al
2
O
3 (%)
5.5
1.5
Fe
2
O
3 (%)
5.5
1.5
MgO (%)
3.0
0
K
2O (%)
0.5
3.9
SO
3 (%)
4.5
0.9
LOI (%)
0.9
8.2
SiO
2 + Al
2
O
3 + Fe
2
O
3 (%)
—
79.0


### 2.2. Mix Proportions of SCC and Curing

Portland cement type I (CT) was partially replaced with GRHBA at the dosages of 0%, 20%, 30%, and 40%. CT was partially replaced with pozzolans in order to produce self-compacting concrete (SCC) with compressive strength at 28 days higher than 20.0 MPa (design at the age of 28 days). The content of cementitious materials (B) was maintained at 650 kg/m3. All concrete mixtures had constant water to binder ratio (W/B) of 0.46. A slump flow ranking from 650 to 800 mm is considered as the slump flow required for self-compacting concrete [9]. Therefore, a Superplasticizer or SP (Viscocrete by SIKA) was used for maintaining high workability with slump flow of 650–800 mm.The cast specimens were covered with polyurethane sheet and damped cloth and placed in 23 ± 2°C chamber for one day. After that, they were demoulded and were cured in water at 23 ± 2°C until the test age. The self-compacting concrete (SCC) mix proportions are given in Table3.Table 3
Self-compacting concrete mixture proportions.
Mix
*W/B or *W/C
Mix proportions (kg/m3)
SP
Flow (mm)
Cement
GRHBA
Fine aggregate
Coarse aggregate
Water
CT
0.46
650
0
780
975
299
3
720
20 GRHBA
0.46
520
130
780
975
299
5
740
30 GRHBA
0.46
455
195
780
975
299
6
750
40 GRHBA
0.46
390
260
780
975
299
7
745
Note. *W/B: water cement to binder ratio (B: cementitious materials), C, CT: cement, and SP: Superplasticizer (Viscocrete by SIKA).


### 2.3. Compressive Strength Test

The 100 mm diameter and 200 mm height cylindrical specimens were used for compressive strength testing. The compressive strength test was carried out as per ASTM C39 [10]. They were tested at the ages of 7, 28, and 90 days. The reported results are the average of three samples.


### 2.4. Porosity Test

For porosity test, SCC were cut into 50 mm thick slices and the 50 mm ends were discarded. They were dried at 100 ± 5°C until the weight was constant. They were then placed in desiccators under vacuum for 3 hours. The setup was finally filled with deaired and distilled water in order to measure the effective porosity of concrete at the ages of 7, 28, and 90 days. The porosity was calculated by using [3, 4]
(1)
P
(
%
)
=
[
(
W
a
-
W
d
)
(
W
a
-
W
w
)
]
×
100
,
where P
(
%
) is vacuum saturated porosity, W
a is the weight of specimen in the air at saturated condition (g), W
d is the dry weight of the specimen after 24 hours in oven at 100 ± 5°C (g), and W
w is the weight of the specimen in water (g).


### 2.5. Rapid Test on Resistance to Chloride Penetration

The 100 mm × 200 mm cylinders were prepared in accordance with ASTM C39 [10]. This study considers the amount of the chloride penetration, which is measured by Coulomb (charge passed). After the cylinders had been cured in water for 6, 27, and 89 days (arranged for the test at the ages of 7, 28, and 90 days), they were cut into 50 mm thick slices and the 50 mm ends were discarded. The 50 mm slices were then coated with epoxy around the cylindrical surface. They were tested for rapid chloride penetration test (RCPT) the next day in accordance with the method described in ASTM C1202 [11]. The reported results are the average of four samples. The RCPT test setup is shown in Figure 1.Figure 1
The RCPT test setup with ASTM C1202 [11].


### 2.6. Accelerated Corrosion Test

This test was successfully used on the previous research work on the corrosion of mortar and concrete containing pozzolans [2, 3, 11, 12]. The 100 mm × 100 mm SCC cubes with embedded steel of 12 mm diameter and 200 mm length were used for this test. For anode, the steel was secured such that it protruded from the top surface of the cube by 44 mm, thus providing sufficient concrete covers of 44 mm at the bottom and the sides of the prism as shown in Figure 2. At the ages of 7, 28, and 90 days, the concretes were subjected to the accelerated corrosion test with impressed voltage using a 5% NaCl solution and a constant voltage of 12-volt dc (for cathode). The condition of SCC was monitored visually at the interval of 4 hours and the time of initiation of first crack was recorded. The accelerated corrosion test setup is shown in Figure 3.Figure 2
Concrete prism for accelerated corrosion test.Figure 3
The accelerated corrosion test setup.


## 2.1. Materials

Portland cement type I (CT) and rice husk-bark ash (from Thai Power Supply Company Ltd., in Chachoengsao Province, Thailand) and Superplasticizer (Viscocrete by SIKA; SP) were the materials used for this study. Local crushed limestone was used as coarse aggregate. Graded river sand was used as fine aggregate. Rice husk-bark ash (GRHBA) was ground by a ball mill until 5% weight retained on a sieve number 325. The increase in fineness of pozzolanic materials increased the surface area and the reaction [2–6]. Physical properties of type I Portland cement (CT) and ground rice husk-bark ash (GRHBA) are shown in Table 1.Table 1
The mechanical properties of cement and pozzolanic materials.
Physical properties
CT
GRHBA
Median particle size (μm), d
50
25.0
20
Retained on a sieve number 325 (%)
N/A
5
Specific gravity
3.14
2.23
Blaine fineness (cm2/gm)
3.600
11.000The chemical composition of CT and GRHBA is shown in Table2. GRHBA is composed of 76.0% SiO2 with 8.2% LOI. The sum of SiO2 + Al2O3 + Fe2O3 was 79.0%. GRHBA could be classified as class N pozzolanic material [4, 8].Table 2
Chemical components of CT and pozzolanic materials [4].
Oxides (%)
CT
GRHBA
CaO (%)
54.9
5.5
SiO
2 (%)
25.0
76.0
Al
2
O
3 (%)
5.5
1.5
Fe
2
O
3 (%)
5.5
1.5
MgO (%)
3.0
0
K
2O (%)
0.5
3.9
SO
3 (%)
4.5
0.9
LOI (%)
0.9
8.2
SiO
2 + Al
2
O
3 + Fe
2
O
3 (%)
—
79.0


## 2.2. Mix Proportions of SCC and Curing

Portland cement type I (CT) was partially replaced with GRHBA at the dosages of 0%, 20%, 30%, and 40%. CT was partially replaced with pozzolans in order to produce self-compacting concrete (SCC) with compressive strength at 28 days higher than 20.0 MPa (design at the age of 28 days). The content of cementitious materials (B) was maintained at 650 kg/m3. All concrete mixtures had constant water to binder ratio (W/B) of 0.46. A slump flow ranking from 650 to 800 mm is considered as the slump flow required for self-compacting concrete [9]. Therefore, a Superplasticizer or SP (Viscocrete by SIKA) was used for maintaining high workability with slump flow of 650–800 mm.The cast specimens were covered with polyurethane sheet and damped cloth and placed in 23 ± 2°C chamber for one day. After that, they were demoulded and were cured in water at 23 ± 2°C until the test age. The self-compacting concrete (SCC) mix proportions are given in Table3.Table 3
Self-compacting concrete mixture proportions.
Mix
*W/B or *W/C
Mix proportions (kg/m3)
SP
Flow (mm)
Cement
GRHBA
Fine aggregate
Coarse aggregate
Water
CT
0.46
650
0
780
975
299
3
720
20 GRHBA
0.46
520
130
780
975
299
5
740
30 GRHBA
0.46
455
195
780
975
299
6
750
40 GRHBA
0.46
390
260
780
975
299
7
745
Note. *W/B: water cement to binder ratio (B: cementitious materials), C, CT: cement, and SP: Superplasticizer (Viscocrete by SIKA).


## 2.3. Compressive Strength Test

The 100 mm diameter and 200 mm height cylindrical specimens were used for compressive strength testing. The compressive strength test was carried out as per ASTM C39 [10]. They were tested at the ages of 7, 28, and 90 days. The reported results are the average of three samples.


## 2.4. Porosity Test

For porosity test, SCC were cut into 50 mm thick slices and the 50 mm ends were discarded. They were dried at 100 ± 5°C until the weight was constant. They were then placed in desiccators under vacuum for 3 hours. The setup was finally filled with deaired and distilled water in order to measure the effective porosity of concrete at the ages of 7, 28, and 90 days. The porosity was calculated by using [3, 4]
(1)
P
(
%
)
=
[
(
W
a
-
W
d
)
(
W
a
-
W
w
)
]
×
100
,
where P
(
%
) is vacuum saturated porosity, W
a is the weight of specimen in the air at saturated condition (g), W
d is the dry weight of the specimen after 24 hours in oven at 100 ± 5°C (g), and W
w is the weight of the specimen in water (g).


## 2.5. Rapid Test on Resistance to Chloride Penetration

The 100 mm × 200 mm cylinders were prepared in accordance with ASTM C39 [10]. This study considers the amount of the chloride penetration, which is measured by Coulomb (charge passed). After the cylinders had been cured in water for 6, 27, and 89 days (arranged for the test at the ages of 7, 28, and 90 days), they were cut into 50 mm thick slices and the 50 mm ends were discarded. The 50 mm slices were then coated with epoxy around the cylindrical surface. They were tested for rapid chloride penetration test (RCPT) the next day in accordance with the method described in ASTM C1202 [11]. The reported results are the average of four samples. The RCPT test setup is shown in Figure 1.Figure 1
The RCPT test setup with ASTM C1202 [11].


## 2.6. Accelerated Corrosion Test

This test was successfully used on the previous research work on the corrosion of mortar and concrete containing pozzolans [2, 3, 11, 12]. The 100 mm × 100 mm SCC cubes with embedded steel of 12 mm diameter and 200 mm length were used for this test. For anode, the steel was secured such that it protruded from the top surface of the cube by 44 mm, thus providing sufficient concrete covers of 44 mm at the bottom and the sides of the prism as shown in Figure 2. At the ages of 7, 28, and 90 days, the concretes were subjected to the accelerated corrosion test with impressed voltage using a 5% NaCl solution and a constant voltage of 12-volt dc (for cathode). The condition of SCC was monitored visually at the interval of 4 hours and the time of initiation of first crack was recorded. The accelerated corrosion test setup is shown in Figure 3.Figure 2
Concrete prism for accelerated corrosion test.Figure 3
The accelerated corrosion test setup.


## 3. Results and Discussions

### 3.1. SP Requirement and Compressive Strength of SCC

The results of the required SP of SCC are given in Table3. The incorporation of GRHBA increased the amount of SP required, compared to the control concrete (CT). The increase in SP was associated with the increase in the amount of GRHBA. This is due to the specific surfaces and the cellular structure of the particles. Furthermore, LOI of GRHBA was high at 8.2%. So, the amount of SP requirement was increased. This result is similar to the last researches [3]. In addition, test results indicate that the slump flow was between 720 and 750 mm, which is considered as the slump flow required for self-compacting concrete [9].The results of compressive strengths and the normalized compressive strengths are presented in Figures4 and 5, respectively. The strengths of SCC developed continuously. The normalized compressive strengths at 7, 28, and 90 days of 20 GRHBA concretes were in the range of 95%–105% of the CT concrete and those of 30 GRHBA and 40 GRHBA concretes were in the range of 72%–98% of the CT concretes. The strength of the GRHBA concrete was lower than that of CT concretes because the GRHBA mixes required more SP and resulted in the porosity of GRHBA and the cellular structure of the particles [3]. The compressive strength varies from 25.5 to 27 MPa, which is higher than 20.0 MPa (design at the age of 28 days). Therefore, referring to the range of this compressive strength of these SCC, it is suggested that the GHRBA is effective for producing self-compacting concrete with 20%–30% of GHRBA replacement (Figure 6).Figure 4
Compressive strength of SCC.Figure 5
Normalized compressive strength of SCC.Figure 6
Relationship between compressive strength and % of GRHBA replacement.


### 3.2. Porosity of SCC

The results of porosity of SCC concrete are given in Figure7. The results indicate that the porosities of SCC reduced with the curing time due to the additional hydration and/or pozzolanic reaction [3]. The products of hydration and/or pozzolanic reaction between Ca(OH)2 and SiO2 filled the voids and increased the density of concrete [3]. The porosity of the SCC with 20% of GHRBA is less than that of the SCC with 40% of GHRBA. GHRBA replacement increased the porosity of SCC. In addition, the results as shown in Figure 8 also indicated that the reduction in porosity was associated with the increase in compressive strength. Therefore, the porosity is a significant factor as it affects directly the compressive strength of the self-compacting concrete [3, 4].Figure 7
Porosity of SCC.Figure 8
Relationship between compressive strength and porosity of SCC.


### 3.3. Chloride Penetration of Concrete

The results of the chloride resistance test of the self-compacting concrete (SCC) at 7, 28, and 90 days are presented in Figure9. This chloride resistance study is based on the ASTM standard [11]. The results indicate that replacements of CT with GHRBA reduced the charge passed (Coulomb) indicating the increase in the resistance to chloride penetration. The fine particles of GHRBA (after being ground) could fill the void and also caused the nucleation sites for the acceleration of the hydration reaction in the cement paste [3, 4, 13]. The resistance to chloride penetration increased with age for all SCC mixes due to the hydration and pozzolanic reaction [3, 4]. The reaction between SiO2 and Ca(OH)2 produces calcium silicate hydrate (CSH), which increases the density of concrete and contributed to the strength of self-compacting concrete [3, 4, 14–16]. The result of this work is useful in order to convince the construction industry for the use of rice husk-bark ash (GHRBA) in producing self-compacting concrete with waste materials.Figure 9
Chloride penetration of SCC with RCPT [11].


### 3.4. Corrosion of SCC

The test result is presented in Figure10. The replacements of CT with GHRBA increased the times to first crack (hours) indicating the increase in the resistance to corrosion. The times to first crack increased with the increase in the GHRBA content. At the age of 7 days, the time of first crack of self-compacting concrete control (CT) was 72 hours, whereas the time of first crack of self-compacting concretes containing GHRBA was longer at 82 to 115 hours. At the age of 28 days, the time of first crack of self-compacting concrete control (CT) was 89 hours, whereas the time of first crack of self-compacting concretes containing GHRBA was longer at 105 to 132 hours.Figure 10
Time of first crack (h) of SCC.At the age of 90 days, the time of first crack of self-compacting concrete control (CT) was 110 hours, whereas the time of first crack of self-compacting concretes containing GHRBA was longer at 120 to 145 hours. The time of first crack of SCC increased continuously. This confirms the results of the time of first crack that incorporation of GHRBA improves the resistance to corrosion of self-compacting concretes. The pozzolanic materials increased the reaction products and reduced the volume of the cavities in the paste [3, 4]. The sample of crack result is shown in Figure 11.Figure 11
Sample of time of first crack.


## 3.1. SP Requirement and Compressive Strength of SCC

The results of the required SP of SCC are given in Table3. The incorporation of GRHBA increased the amount of SP required, compared to the control concrete (CT). The increase in SP was associated with the increase in the amount of GRHBA. This is due to the specific surfaces and the cellular structure of the particles. Furthermore, LOI of GRHBA was high at 8.2%. So, the amount of SP requirement was increased. This result is similar to the last researches [3]. In addition, test results indicate that the slump flow was between 720 and 750 mm, which is considered as the slump flow required for self-compacting concrete [9].The results of compressive strengths and the normalized compressive strengths are presented in Figures4 and 5, respectively. The strengths of SCC developed continuously. The normalized compressive strengths at 7, 28, and 90 days of 20 GRHBA concretes were in the range of 95%–105% of the CT concrete and those of 30 GRHBA and 40 GRHBA concretes were in the range of 72%–98% of the CT concretes. The strength of the GRHBA concrete was lower than that of CT concretes because the GRHBA mixes required more SP and resulted in the porosity of GRHBA and the cellular structure of the particles [3]. The compressive strength varies from 25.5 to 27 MPa, which is higher than 20.0 MPa (design at the age of 28 days). Therefore, referring to the range of this compressive strength of these SCC, it is suggested that the GHRBA is effective for producing self-compacting concrete with 20%–30% of GHRBA replacement (Figure 6).Figure 4
Compressive strength of SCC.Figure 5
Normalized compressive strength of SCC.Figure 6
Relationship between compressive strength and % of GRHBA replacement.


## 3.2. Porosity of SCC

The results of porosity of SCC concrete are given in Figure7. The results indicate that the porosities of SCC reduced with the curing time due to the additional hydration and/or pozzolanic reaction [3]. The products of hydration and/or pozzolanic reaction between Ca(OH)2 and SiO2 filled the voids and increased the density of concrete [3]. The porosity of the SCC with 20% of GHRBA is less than that of the SCC with 40% of GHRBA. GHRBA replacement increased the porosity of SCC. In addition, the results as shown in Figure 8 also indicated that the reduction in porosity was associated with the increase in compressive strength. Therefore, the porosity is a significant factor as it affects directly the compressive strength of the self-compacting concrete [3, 4].Figure 7
Porosity of SCC.Figure 8
Relationship between compressive strength and porosity of SCC.


## 3.3. Chloride Penetration of Concrete

The results of the chloride resistance test of the self-compacting concrete (SCC) at 7, 28, and 90 days are presented in Figure9. This chloride resistance study is based on the ASTM standard [11]. The results indicate that replacements of CT with GHRBA reduced the charge passed (Coulomb) indicating the increase in the resistance to chloride penetration. The fine particles of GHRBA (after being ground) could fill the void and also caused the nucleation sites for the acceleration of the hydration reaction in the cement paste [3, 4, 13]. The resistance to chloride penetration increased with age for all SCC mixes due to the hydration and pozzolanic reaction [3, 4]. The reaction between SiO2 and Ca(OH)2 produces calcium silicate hydrate (CSH), which increases the density of concrete and contributed to the strength of self-compacting concrete [3, 4, 14–16]. The result of this work is useful in order to convince the construction industry for the use of rice husk-bark ash (GHRBA) in producing self-compacting concrete with waste materials.Figure 9
Chloride penetration of SCC with RCPT [11].


## 3.4. Corrosion of SCC

The test result is presented in Figure10. The replacements of CT with GHRBA increased the times to first crack (hours) indicating the increase in the resistance to corrosion. The times to first crack increased with the increase in the GHRBA content. At the age of 7 days, the time of first crack of self-compacting concrete control (CT) was 72 hours, whereas the time of first crack of self-compacting concretes containing GHRBA was longer at 82 to 115 hours. At the age of 28 days, the time of first crack of self-compacting concrete control (CT) was 89 hours, whereas the time of first crack of self-compacting concretes containing GHRBA was longer at 105 to 132 hours.Figure 10
Time of first crack (h) of SCC.At the age of 90 days, the time of first crack of self-compacting concrete control (CT) was 110 hours, whereas the time of first crack of self-compacting concretes containing GHRBA was longer at 120 to 145 hours. The time of first crack of SCC increased continuously. This confirms the results of the time of first crack that incorporation of GHRBA improves the resistance to corrosion of self-compacting concretes. The pozzolanic materials increased the reaction products and reduced the volume of the cavities in the paste [3, 4]. The sample of crack result is shown in Figure 11.Figure 11
Sample of time of first crack.


## 4. Conclusions

From the tests, it can be concluded that GHRBA containing fine irregular-shaped particles increases the amount of SP required. The use of the blend of pozzolans of fine GHRBA also effectively improves the self-compacting concretes (SCC) in terms of corrosion and resistance to chloride penetration. The results indicate that the incorporation of 30% of GRHBA decreases the corrosion, chloride penetration of self-compacting concrete. This is due to the fact that the fine particles of GHRBA could fill the void and also caused the nucleation sites for the acceleration of the hydration reaction in the cement paste.



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*Source: 429727-2014-05-14.xml*