# Evaluation of the Performance and Microstructure of Ecofriendly Construction Bricks Made with Fly Ash and Residual Rice Husk Ash

Authors: Chao-Lung Hwang; Trong-Phuoc Huynh
Journal: Advances in Materials Science and Engineering
 (2015)

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## Abstract

This research presents the engineering performance and the microstructural characterization of ecofriendly construction bricks that were produced using a binder material made from a mixture of class-F fly ash (FA) and residual rice husk ash (RHA). Unground rice husk ash (URHA) was used as a partial fine aggregate substitute (0–40%). The solid bricks of 220 × 105 × 60 mm in size were prepared by mixing FA and RHA with an alkaline solution and fine aggregates, formed by compressing the mixture in a steel mold under 35 MPa of forming pressure, and then cured at 35°C and 50% relative humidity until the required testing ages. The tests of compressive strength, water absorption, and bulk density were conducted in accordance with relevant Vietnamese standards in order to estimate the effect of the URHA content on the engineering performance of the hardened bricks. Scanning electron microscopy (SEM), X-ray diffraction (XRD), and Fourier transform infrared spectroscopy (FTIR) were performed to determine the microstructure and the phase composition of the brick samples. The results show that properties of these bricks conformed to relevant Vietnamese standards. Therefore, FA and RHA are potential candidate materials for producing ecofriendly construction bricks using geopolymerization technology.


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## Body

## 1. Introduction

Bricks, a prevalent building material, are used extensively in the construction industry. India and the United States, for example, consume 20 billion and 9 billion bricks each year, respectively [1, 2]. The annual worldwide production of bricks is about 1.391 trillion units, and demand for bricks is expected to continue rising [3]. In Vietnam, the general demand for bricks is increasing rapidly, and government forecasts show this demand reaching 42 billion units by 2020. The most common type of bricks used in Vietnam is conventional bricks that are either produced from natural clay and cured by high-temperature kiln firing or produced from ordinary Portland cement (OPC). The production of conventional bricks is energy-intensive, environmentally harmful, and highly pollutant. Both fired-clay bricks and OPC bricks are the major contributors to man-made CO2 greenhouse gas emissions, which are a key contributing factor in global warming and climate change [3, 4]. Therefore, the Vietnam Government is currently promoting the gradual replacement of conventional brick supplies with unfired building bricks (UBBs) to protect the environment, reduce the use of OPC, and reduce the mining of clay, which is considered a nonrenewable natural resource.In recent years, many researchers have studied the potential for using various solid waste materials to produce construction bricks [1, 5–8]. Mohan et al. [1] studied the utilization of rice husk ash (RHA) as a partial and a full replacement for clay in bricks. They found that the optimum proportion for (RHA + clay) bricks was 30% RHA and 70% clay. These bricks exhibited high compressive strength and low brick weight. Moreover, fully replacing of clay with a mixture of either 40% RHA, 40% lime, and 20% gypsum or 50% RHA, 30% lime, and 20% gypsum gave the highest strength values of all mixture proportions. Turgut [5] studied the use of limestone powder, class-C fly ash, and silica fume (SF) only in masonry brick production. Bricks containing 20% SF delivered the highest compressive strength, while the other properties of this bricks, including flexural strength, density, and water absorption, met the Turkish national standards for load-bearing and nonload-bearing concrete masonry units. Morchhale et al. [6] studied the quality of bricks that were made using a mixture of copper-mine tailings and various amounts of OPC and found that compressive strength and water absorption were positively and negatively associated, respectively, with OPC content. Roy et al. [7] prepared bricks by mixing mill tailings with OPC, black cotton soils, and red soils, respectively. The OPC-tailings bricks were cured in water and the soil-tailings bricks were sun-dried and then fired at high temperatures. The bricks with 20% OPC and 14 days of water curing were found to be suitable, and the quality of the bricks was assessed in terms of linear shrinkage, water absorption, and compressive strength. Shon et al. [8] studied the utilization of stockpiled circulating fluidized bed combustion ash with type-I cement, lime, class-F fly ash (FA), and/or calcium chloride to produce compressed bricks. A compaction pressure of 55.2 MPa was used. These bricks were cured at 20°C and 100% relative humidity for one day prior to air curing at room temperature. The compressive strength of these bricks was satisfactory based on the criterion suggested by Soil Block Home Construction. While the abovementioned methods utilize solid wastes to produce construction bricks, all share the same drawbacks of high energy consumption and high levels of greenhouse gas emissions [3].Recently, researchers have studied the potential of using geopolymerization technology to produce construction bricks. Geopolymerization uses the natural chemical reaction that occurs between amorphous silica and alumina-rich solids in highly concentrated hydroxide or silicate solutions at ambient or slightly elevated temperatures. This reaction forms a highly stable material called a geopolymer, which has amorphous polymeric structures with interconnected Si–O–Al–O–Si bonds [9–16]. The geopolymerization process includes the dissolution of solid aluminosilicate materials in a strong alkaline solution, the formation of silica-alumina oligomers, the polycondensation of the oligomeric species to form inorganic polymeric material, and the bonding of undissolved solid particles in the final geopolymeric structure [15, 16]. Geopolymers have demonstrated good performance in practical applications. Furthermore, this material provides many advantages, including widespread availability of raw material inputs, rapid development of mechanical strength, good durability, high resistance to acids, excellent adherence to aggregates, the ability to immobilize contaminants, and significantly reduced energy consumption and greenhouse gas emissions during production [16–18]. Freidin [10] studied the production of cementless bricks from FA and bottom ash using a sodium silicate (Na2SiO3) solution as the alkali activator and using different forming pressures to prepare the brick samples. The results showed that the resultant bricks, made using geopolymerization, met the Israeli national standard for conventional cement concrete blocks. Arioz et al. [11] used the geopolymerization of FA to produce geopolymer bricks and used Na2SiO3 and sodium hydroxide (NaOH) solution as the alkali activators. These bricks were produced using 30 MPa of forming pressure and treated at different temperatures (40–100°C). They found that the compressive strength of the FA-based geopolymer bricks ranged between 5 and 60 MPa and that the effects of heat-treatment temperature and heat-treatment duration on the density of the bricks were not significant. A. Kumar and S. Kumar [14] studied the production of geopolymer paving blocks using FA and red mud. The blocks that contained 10% and 20% red mud met Indian Standard IS-15658, with levels of leached toxic metals within permissible limits.Agricultural and industrial activities regularly generate massive amounts of FA and RHA [5, 19–23]. These two materials are rich in silica and alumina and thus are potential source materials for the production of geopolymers [24, 25]. Therefore, the primary aim of the present study is to evaluate the potential of producing ecofriendly construction bricks using a combination of RHA and FA, as published research on this binder is limited. The bricks used in the present study were produced using geopolymerization technology. The research systematically investigates the effect of unground rice husk ash (URHA) content on the compressive strength, water absorption, and bulk density of brick samples in order to evaluate the engineering performances of ecofriendly construction bricks containing RHA, FA, and URHA as binders and fine aggregates. Additionally, SEM, XRD, and FTIR are also performed to investigate the reaction products.


## 2. Materials and Experimental Methods

### 2.1. Materials

A combination of FA and RHA was used as binder material for the preparation of brick samples. The RHA powder was prepared by grinding the URHA in a ceramic ball mill for 2 hours. By the way, the mean particle size of the RHA can be decreased significantly.Grain size distribution, XRD patterns, and SEM images of raw materials are shown in Figures1–3, respectively. Table 1 presents the physical and chemical characteristics of these ashes. In this study, URHA and locally available natural sand were used as fine aggregates in the mixtures. The URHA (density 2.1, water absorption capacity 27.6%, and modulus of fineness 2.6), a residual of steam generation process where rice husk pellets were burnt in a steam boiler at temperatures of 700–900°C, was collected at Saigon Ve Wong Co., Ltd., Ho Chi Minh City, Vietnam. The SEM image of URHA particles is shown in Figure 4. The natural sand (density 2.6, water absorption capacity 1.4%, and modulus of fineness 3.0) was sourced from local quarries. Table 2 shows the sieve analysis and fineness modulus (FM) for both the URHA and the natural sand. A solution of NaOH and Na2SiO3 was used as the alkali-activator solution. The NaOH used was commercial grade and supplied by Formosa Plastics Corporation in white flake forms at 98% purity. The NaOH solution was prepared by dissolving the NaOH flakes in water at the appropriate concentration. The Na2SiO3 liquid used was commercial grade, which is acquired from Kerry Logistics Company in Taiwan, with an approximate 34% solid content (25.7% SiO2, 8.26% Na2O, 66.04% H2O, and SiO2/Na2O = 3.11) and a specific gravity of 1.34 g/cm3. The liquid was gray in color and highly viscous. The mixing water used was local tap water. All of the materials used in the present study conform to the related ASTM standards.Table 1
Physical and chemical analyses of RHA and FA.
Items
RHA
Class-F fly ash
FA
ASTM C618
Physical properties
Specific gravity
2.18
2.08
—
Mean particle size (μm)
15.1
21.8
—
Blaine fineness (m2/kg)
705
665
—
Loss on ignition (%)
2.67
2.01
—
Color
Black
—
—
Chemical composition (%)
SiO2 (S)
95.6
63.9
—
Al2O3 (A)
—
20.0
—
Fe2O3 (F)
0.24
6.64
—
S + A + F
95.84
90.54
Min: 70%
CaO
0.7
3.84
—
MgO
—
1.25
Max: 5%
SO3
0.15
1.32
—
P2O5
0.52
0.46
—
TiO2
0.02
1.22
—
Na2O
—
—
—
K2O
2.66
1.08
—Table 2
Sieve analyses and fineness modulus (FM) for URHA and natural sand.
URHA
Natural sand
ReferenceASTM C33 (%)
Sieve size (mm)
Percentage of passing (%)
Sieve size (mm)
Percentage of passing (%)
4.75 (#4)
99.3
4.75 (#4)
97.8
95–100
2.36 (#8)
84.6
2.36 (#8)
75.9
80–100
1.18 (#16)
65.4
1.18 (#16)
55.3
50–85
0.6 (#30)
50.8
0.6 (#30)
40.5
25–60
0.3 (#50)
29.3
0.3 (#50)
21.3
5–30
0.15 (#100)
11.9
0.15 (#100)
8.3
0–10
FM
2.6
FM
3.0
—Figure 1
Particle size distributions of FA and RHA.Figure 2
XRD patterns of FA and RHA.Figure 3
SEM images of (a) FA and (b) RHA particles.
(a)
(b)Figure 4
SEM image of URHA particles.


### 2.2. Sample Preparation

The NaOH solution was initially prepared by dissolving the NaOH flakes in water at a concentration of 10 M. The solution was then mixed with the Na2SiO3 solution and allowed to cool to room temperature. The SiO2/Na2O ratio was 0.81 and the solid-to-liquid ratio was 0.4. The alkali-activator solution was prepared 24 hours prior to use in order to ensure that the activator component was mixed uniformly. The mixtures were the same in terms of the water-to-binder ratio (w
/
b
=
0.51) and the applied forming pressure (P
=
35 MPa). Table 3 shows the mixture proportions by weight used in the brick samples.Table 3
Mixture proportions for the production of ecofriendly construction bricks.
Sample code
Brick ingredient proportions kg/m3
FA
RHA
Sand
URHA
NaOH
Na2SiO3
Water
P35U00
370.4
246.9
1284.4
—
182.0
49.4
81.5
P35U10
370.4
246.9
1156.0
128.4
182.0
49.4
81.5
P35U20
370.4
246.9
1027.5
256.9
182.0
49.4
81.5
P35U30
370.4
246.9
899.1
385.3
182.0
49.4
81.5
P35U40
370.4
246.9
770.6
513.8
182.0
49.4
81.5Prior to mixing, all of the required materials were prepared according to their respective mixture proportions. A mechanical mixer was used to mix the materials uniformly. FA was added into the mixer and then the mixer was started on a slow rotation speed setting. While the mixer was running, the alkali-activator solution was gradually added to disperse the dry FA powders and produce a viscose paste. The mixer continued to run for 5 minutes on moderate speed. RHA was then added into the mixer and mixing continued for another 5 minutes in order to mix the powders homogeneously into the paste and to achieve complete chemical reactions between the fine-powder materials and the alkali-activator solution. Finally, the URHA and the natural sand were added to the paste, followed by the water, and allowed to mix for an additional 5 minutes. The finished mixture was poured into a steel mold that measured 220 × 105 × 60 mm. The compacted specimens were then compressed using a 200T computer-controlled automatic compression tester machine under 35 MPa forming pressure to form the solid bricks. Immediately after the compression process, the brick samples were demolded and placed uncovered in an automated temperature controller system for curing at 35°C and 50% relative humidity until the required testing ages were reached.


### 2.3. Experimental Methods

#### 2.3.1. Engineering Performance of Brick Samples

The compressive strength of brick samples was tested at 3, 7, 14, 21, and 28 days of age. Other properties, including water absorption and bulk density, were measured at 28 days of age. Five brick samples of each mixture proportion were tested, with final results reflecting the average values recorded for each proportion. The preparation and testing of brick samples were conducted in accordance with the official Vietnamese standards. The compressive strength test was performed in accordance with TCVN 6477:2011 [29]. The tests for water absorption and bulk density were conducted in accordance with TCVN 6355:2009 [30].


#### 2.3.2. XRD Analysis

A BRUKER diffractometer model D2-PHASER that used CuKα radiation was used to obtain X-ray diffractograms of the powdered brick samples. Autosearch/match software was used to aid qualitative analysis. The samples were step-scanned at a rate of 5°/min, with 2
θ in the range of 10–80°.


#### 2.3.3. FTIR Analysis

A Fourier transform infrared spectrometer model DIGILAB FTS-3500 was used to evaluate the functional group of the samples. Small amounts of potassium bromide (KBr) and powdered brick samples were placed into a mold. A cold-press machine compressed the mold containing the powder together with the KBr under 4 tons of pressure in order to make pellets for examination. Spectral analysis was performed over the range 4000–400 cm−1.


#### 2.3.4. SEM Observation

The microstructure of the brick samples was observed using an electron beam from a scanning electron microscope JEOL model JSM-6390LV. For SEM analysis, samples were taken from specimens that had fractured during compression testing. Prior to making SEM observations, these specimens were mounted into aluminum stubs using double-sided adhesive carbon disks, coated with gold-palladium alloy using an auto fine coater model EMITECH-K550, and vacuum-dried using a beam at 20 kV.


## 2.1. Materials

A combination of FA and RHA was used as binder material for the preparation of brick samples. The RHA powder was prepared by grinding the URHA in a ceramic ball mill for 2 hours. By the way, the mean particle size of the RHA can be decreased significantly.Grain size distribution, XRD patterns, and SEM images of raw materials are shown in Figures1–3, respectively. Table 1 presents the physical and chemical characteristics of these ashes. In this study, URHA and locally available natural sand were used as fine aggregates in the mixtures. The URHA (density 2.1, water absorption capacity 27.6%, and modulus of fineness 2.6), a residual of steam generation process where rice husk pellets were burnt in a steam boiler at temperatures of 700–900°C, was collected at Saigon Ve Wong Co., Ltd., Ho Chi Minh City, Vietnam. The SEM image of URHA particles is shown in Figure 4. The natural sand (density 2.6, water absorption capacity 1.4%, and modulus of fineness 3.0) was sourced from local quarries. Table 2 shows the sieve analysis and fineness modulus (FM) for both the URHA and the natural sand. A solution of NaOH and Na2SiO3 was used as the alkali-activator solution. The NaOH used was commercial grade and supplied by Formosa Plastics Corporation in white flake forms at 98% purity. The NaOH solution was prepared by dissolving the NaOH flakes in water at the appropriate concentration. The Na2SiO3 liquid used was commercial grade, which is acquired from Kerry Logistics Company in Taiwan, with an approximate 34% solid content (25.7% SiO2, 8.26% Na2O, 66.04% H2O, and SiO2/Na2O = 3.11) and a specific gravity of 1.34 g/cm3. The liquid was gray in color and highly viscous. The mixing water used was local tap water. All of the materials used in the present study conform to the related ASTM standards.Table 1
Physical and chemical analyses of RHA and FA.
Items
RHA
Class-F fly ash
FA
ASTM C618
Physical properties
Specific gravity
2.18
2.08
—
Mean particle size (μm)
15.1
21.8
—
Blaine fineness (m2/kg)
705
665
—
Loss on ignition (%)
2.67
2.01
—
Color
Black
—
—
Chemical composition (%)
SiO2 (S)
95.6
63.9
—
Al2O3 (A)
—
20.0
—
Fe2O3 (F)
0.24
6.64
—
S + A + F
95.84
90.54
Min: 70%
CaO
0.7
3.84
—
MgO
—
1.25
Max: 5%
SO3
0.15
1.32
—
P2O5
0.52
0.46
—
TiO2
0.02
1.22
—
Na2O
—
—
—
K2O
2.66
1.08
—Table 2
Sieve analyses and fineness modulus (FM) for URHA and natural sand.
URHA
Natural sand
ReferenceASTM C33 (%)
Sieve size (mm)
Percentage of passing (%)
Sieve size (mm)
Percentage of passing (%)
4.75 (#4)
99.3
4.75 (#4)
97.8
95–100
2.36 (#8)
84.6
2.36 (#8)
75.9
80–100
1.18 (#16)
65.4
1.18 (#16)
55.3
50–85
0.6 (#30)
50.8
0.6 (#30)
40.5
25–60
0.3 (#50)
29.3
0.3 (#50)
21.3
5–30
0.15 (#100)
11.9
0.15 (#100)
8.3
0–10
FM
2.6
FM
3.0
—Figure 1
Particle size distributions of FA and RHA.Figure 2
XRD patterns of FA and RHA.Figure 3
SEM images of (a) FA and (b) RHA particles.
(a)
(b)Figure 4
SEM image of URHA particles.


## 2.2. Sample Preparation

The NaOH solution was initially prepared by dissolving the NaOH flakes in water at a concentration of 10 M. The solution was then mixed with the Na2SiO3 solution and allowed to cool to room temperature. The SiO2/Na2O ratio was 0.81 and the solid-to-liquid ratio was 0.4. The alkali-activator solution was prepared 24 hours prior to use in order to ensure that the activator component was mixed uniformly. The mixtures were the same in terms of the water-to-binder ratio (w
/
b
=
0.51) and the applied forming pressure (P
=
35 MPa). Table 3 shows the mixture proportions by weight used in the brick samples.Table 3
Mixture proportions for the production of ecofriendly construction bricks.
Sample code
Brick ingredient proportions kg/m3
FA
RHA
Sand
URHA
NaOH
Na2SiO3
Water
P35U00
370.4
246.9
1284.4
—
182.0
49.4
81.5
P35U10
370.4
246.9
1156.0
128.4
182.0
49.4
81.5
P35U20
370.4
246.9
1027.5
256.9
182.0
49.4
81.5
P35U30
370.4
246.9
899.1
385.3
182.0
49.4
81.5
P35U40
370.4
246.9
770.6
513.8
182.0
49.4
81.5Prior to mixing, all of the required materials were prepared according to their respective mixture proportions. A mechanical mixer was used to mix the materials uniformly. FA was added into the mixer and then the mixer was started on a slow rotation speed setting. While the mixer was running, the alkali-activator solution was gradually added to disperse the dry FA powders and produce a viscose paste. The mixer continued to run for 5 minutes on moderate speed. RHA was then added into the mixer and mixing continued for another 5 minutes in order to mix the powders homogeneously into the paste and to achieve complete chemical reactions between the fine-powder materials and the alkali-activator solution. Finally, the URHA and the natural sand were added to the paste, followed by the water, and allowed to mix for an additional 5 minutes. The finished mixture was poured into a steel mold that measured 220 × 105 × 60 mm. The compacted specimens were then compressed using a 200T computer-controlled automatic compression tester machine under 35 MPa forming pressure to form the solid bricks. Immediately after the compression process, the brick samples were demolded and placed uncovered in an automated temperature controller system for curing at 35°C and 50% relative humidity until the required testing ages were reached.


## 2.3. Experimental Methods

### 2.3.1. Engineering Performance of Brick Samples

The compressive strength of brick samples was tested at 3, 7, 14, 21, and 28 days of age. Other properties, including water absorption and bulk density, were measured at 28 days of age. Five brick samples of each mixture proportion were tested, with final results reflecting the average values recorded for each proportion. The preparation and testing of brick samples were conducted in accordance with the official Vietnamese standards. The compressive strength test was performed in accordance with TCVN 6477:2011 [29]. The tests for water absorption and bulk density were conducted in accordance with TCVN 6355:2009 [30].


### 2.3.2. XRD Analysis

A BRUKER diffractometer model D2-PHASER that used CuKα radiation was used to obtain X-ray diffractograms of the powdered brick samples. Autosearch/match software was used to aid qualitative analysis. The samples were step-scanned at a rate of 5°/min, with 2
θ in the range of 10–80°.


### 2.3.3. FTIR Analysis

A Fourier transform infrared spectrometer model DIGILAB FTS-3500 was used to evaluate the functional group of the samples. Small amounts of potassium bromide (KBr) and powdered brick samples were placed into a mold. A cold-press machine compressed the mold containing the powder together with the KBr under 4 tons of pressure in order to make pellets for examination. Spectral analysis was performed over the range 4000–400 cm−1.


### 2.3.4. SEM Observation

The microstructure of the brick samples was observed using an electron beam from a scanning electron microscope JEOL model JSM-6390LV. For SEM analysis, samples were taken from specimens that had fractured during compression testing. Prior to making SEM observations, these specimens were mounted into aluminum stubs using double-sided adhesive carbon disks, coated with gold-palladium alloy using an auto fine coater model EMITECH-K550, and vacuum-dried using a beam at 20 kV.


## 2.3.1. Engineering Performance of Brick Samples

The compressive strength of brick samples was tested at 3, 7, 14, 21, and 28 days of age. Other properties, including water absorption and bulk density, were measured at 28 days of age. Five brick samples of each mixture proportion were tested, with final results reflecting the average values recorded for each proportion. The preparation and testing of brick samples were conducted in accordance with the official Vietnamese standards. The compressive strength test was performed in accordance with TCVN 6477:2011 [29]. The tests for water absorption and bulk density were conducted in accordance with TCVN 6355:2009 [30].


## 2.3.2. XRD Analysis

A BRUKER diffractometer model D2-PHASER that used CuKα radiation was used to obtain X-ray diffractograms of the powdered brick samples. Autosearch/match software was used to aid qualitative analysis. The samples were step-scanned at a rate of 5°/min, with 2
θ in the range of 10–80°.


## 2.3.3. FTIR Analysis

A Fourier transform infrared spectrometer model DIGILAB FTS-3500 was used to evaluate the functional group of the samples. Small amounts of potassium bromide (KBr) and powdered brick samples were placed into a mold. A cold-press machine compressed the mold containing the powder together with the KBr under 4 tons of pressure in order to make pellets for examination. Spectral analysis was performed over the range 4000–400 cm−1.


## 2.3.4. SEM Observation

The microstructure of the brick samples was observed using an electron beam from a scanning electron microscope JEOL model JSM-6390LV. For SEM analysis, samples were taken from specimens that had fractured during compression testing. Prior to making SEM observations, these specimens were mounted into aluminum stubs using double-sided adhesive carbon disks, coated with gold-palladium alloy using an auto fine coater model EMITECH-K550, and vacuum-dried using a beam at 20 kV.


## 3. Results and Discussion

### 3.1. Characterization of FA and RHA

The chemical compositions of original raw materials were determined by X-ray fluorescence analysis (Table1). The results showed that the FA was composed mainly of SiO2 (63.9%) and Al2O3 (20.0%) and that the main constituent of RHA was SiO2 (95.6%). As observed from XRD patterns (Figure 2) and SEM images (Figure 3), the FA contained mainly stable crystals of mullite and quartz and the FA particles were mostly smooth and spherical. Further, the RHA contained mainly stable crystals of cristobalite and RHA particles were irregular in shape. Moreover, the RHA particles were significantly smaller than the FA particles (Figure 1).


### 3.2. Engineering Performance

#### 3.2.1. Compressive Strength

Figure5 shows the development trend for the compressive strength of brick samples at different levels of URHA replacement. Compressive strength increased with curing age due to the positive relationship between curing age and the increase in the pozzolanic reaction [31, 32]. Thus, increased gelling over time fills more pores inside the bricks and creates an increasingly dense structure, a phenomenon that is in good agreement with previous published studies [33–35]. The brick samples achieved compressive strengths that significantly exceed the strength values required under TCVN 1451:1998 [36]. However, the brick samples prepared with different URHA contents exhibited significant differences in compressive strength development.Figure 5
Strength development of brick samples at different URHA replacement levels.The compressive strength of the brick samples in the present study decreased significantly as the amount of the URHA increased (Figure5). After 28 days of age, the brick samples with 0%, 10%, 20%, 30%, and 40% URHA replacement levels had respective compressive strengths of 32.9 MPa, 25.8 MPa, 23.1 MPa, 21.2 MPa, and 20.1 MPa. On average, these compressive strengths were, respectively, 21.8%, 29.9%, 35.7%, and 38.8% less than the compressive strength of the URHA-free bricks. As shown by SEM, URHA is made up of highly porous particles (Figure 4). Therefore, the inverse relationship between compressive strength and URHA content may be attributable to the rising volume of capillary pores, which is associated with rising URHA replacement levels. The loss of structural compactness led to lower compressive strengths in bricks with higher levels of URHA content. Moreover, a higher proportion of URHA impacts the rheology of the mixture, resulting in a nonhomogeneous mixture that adversely affects the compressive strength of the resultant bricks. However, the test results clearly show that the brick samples had compressive strength values that met the standard for the highest quality solid construction bricks [36].


#### 3.2.2. Water Absorption

Water absorption is the major factor that affects the durability of construction bricks. Water absorption is the action of surface tension on capillaries that allows for the transport of liquid in porous solids [37, 38]. Figure 6(a) shows the effect of URHA content on the water absorption capacity of brick samples at 28 days of age. Most of the brick samples had water absorption capacities below 16%, which is the level required under TCVN 1451:1998 [36]. Results show that the water absorption rate of the brick structure is closely and negatively associated with the mechanical strength of the bricks.Figure 6
Effect of URHA content on the (a) water absorption and (b) bulk density of bricks.
(a)
(b)The results of the water absorption test indicate a proportional relationship between absorption capacity and URHA content. Replacing natural sand with URHA significantly increased the water absorption of brick samples (Figure6(a)). Therefore, higher URHA replacement levels were associated with higher water absorption rates, which is mainly attributable to the aforementioned significantly more porous nature of URHA particles (Figure 4) in comparison with natural sand. On average, the water absorption levels of the brick samples with 10%, 20%, 30%, and 40% URHA content in the mixture were 10.2%, 12.9%, 15.7%, and 17.9%, respectively. Further, these brick samples had water absorption levels that were 13.5%, 31.6%, 43.9%, and 50.8% higher, respectively, than URHA-free bricks. Moreover, Figure 6(a) reveals that the water absorption capacity of brick samples that contained over 30% URHA exceeded the limit permitted under TCVN 1451:1998 [36]. The result of the water absorption test is consistent with the aforementioned development trend for brick-sample strength.


#### 3.2.3. Bulk Density

The bulk density value is the key indicator used to classify solid construction bricks. The bulk density correlates inversely with water absorption capacity. Figure6(b) shows the effect of URHA content on the average bulk density of brick samples at 28 days of age. Most samples with and without URHA registered bulk densities higher than 1600 kg/m3, the minimum density required of solid construction bricks [36].Adding URHA to the mixture reduced the bulk density of the brick samples significantly (Figure6(b)). This was mainly due to the much lower specific density of URHA in comparison with natural sand. Thus, the URHA reduced the mass per-unit volume and caused the lower density value. On the other hand, lower bulk density values are associated with lighter brick weight. The results demonstrate that the weight of brick samples fell remarkably at higher URHA content levels. This trend meets expectations due to the increasing number of voids formed within the bricks by the highly porous URHA particles (Figure 4). The bulk density of the bricks was a maximum 1887 kg/m3 at the level of 10% URHA replacement and decreased continuously in bricks with URHA contents over 10%. On average, bricks with 10%, 20%, 30%, and 40% URHA replacement levels had bulk densities that were 5.1%, 12.5%, 19.1%, and 25.6% less than URHA-free bricks. However, the bulk density values of all brick samples (up to the 40% URHA replacement level) were all below 1600 kg/m3, which is the standard requirement for solid construction bricks [36].


### 3.3. Microstructural Characterization

#### 3.3.1. XRD Analysis

Figures2 and 7 display the XRD patterns of pure FA and RHA powders and brick samples prepared with different levels of URHA replacement, respectively. The pure FA used in the present study consisted mainly of amorphous phase FA with the crystalline phase of predominantly quartz and some weak peaks from mullite (Figure 2). Quartz phases could be detected at 2
θ values of 21.1°, 26.9°, 50.3°, and 60.1°, whereas mullite phases could be detected at 2
θ values of 16.3°, 24.3°, 35.5°, and 40.9°. No alumina peaks were identified in the XRD pattern, suggesting that the alumina in the FA was mainly in the amorphous phase [25]. The pure RHA used in the present study consisted mainly of crystalline phase RHA with a large amount of silica, which agrees with the compositions shown in Table 1. The XRD pattern showed sharp reflection peaks, which may be assigned to cristobalite phases, and could be detected at 2
θ values of 22.1°, 28.5°, 31.5°, and 36.3° (Figure 2). The sharp peaks of the cristobalite phases represent the crystallization of silica, which is a major constituent in RHA [39, 40].Figure 7
XRD patterns of brick samples at various URHA replacement levels.After the geopolymerization process, no new peaks appeared on the XRD patterns of any brick sample (Figure7) in comparison with the XRD patterns of the parent materials (Figure 2). The major crystalline phases that were presented in the brick samples were quartz, mullite, and cristobalite, which formed the main mineral framework and were responsible for the mechanical strength of the samples [41]. The XRD patterns show that some nondissolvable ingredients in both FA (quartz, mullite) and RHA (cristobalite) still remained in the reaction products. However, these peaks decreased in intensity and the intensity continued to decrease slightly as the amount of URHA in the mixture increased. This indicates that the parent materials were not totally dissolved into the inorganic polymeric materials [42]. A diffuse halo at 2
θ values mostly between 20° and 40° was present in all the XRD diffractograms for the brick samples. This is a typical characteristic of geopolymer gels [9]. From the XRD patterns of brick samples, the presence of sharp peaks of quartz and cristobalite, inherited from FA and RHA, respectively, suggests that the crystalline phases had little to no involvement in the geopolymerization process and acted simply as nonreactive fillers in the system [25]. The differences in the crystalline intensities clearly impacted the compressive strength of the brick samples. The obtained strength reduced as the intensity of the crystalline phases declined [42]. This is in good agreement with the compressive strength test results mentioned previously.


#### 3.3.2. FTIR Analysis

Figure8 shows the FTIR spectra of the FA and RHA powders and of the brick samples prepared with different levels of URHA replacement. Table 4 illustrated the characteristic bands of each spectrum. Significant broad bands were observed at the wave number ranges of 3466–3412 cm−1 (band A) and 1692–1611 cm−1 (band B) for O–H stretching and O–H bending, respectively. Peaks at the wave number ranges of 1464–1076 cm−1 (bands C and D) and 795–779 cm−1 (band E) were, respectively, attributed to the asymmetric stretching vibration of Si–O/Al–O and the stretching vibration quartz of Si–O–Si. Additionally, the peak centered on 620 cm−1 (band F) was associated with the presence of zeolites [26, 28]. Besides this, the distinct peak centered on 460 cm−1 (band G) was ascribed to the O–Si–O bending mode of the SiO4 tetrahedra. This band provides an indication of the degree of “amorphisation” of the material, as the intensity was not associated with the degree of crystallization [28]. The major differences between the FA-RHA powders and the reaction products were the shifts in the band at 1096 cm−1 to 1091–1078 cm−1 and at around 795 cm−1 to 791–779 cm−1. Taking the sample prepared with 30% URHA content, as an example, the 1096 cm−1 band moved to 1088 cm−1, and the band at approximately 795 cm−1 moved to 791 cm−1 after the sample reacted with the alkali-activator solution. Thus, both of the bands decreased in intensity. Furthermore, the Si–O–Si position shifted to a frequency that was lower than the original ashes, indicating that a chemical change had occurred in the matrix. These displacements indicate that new products were formed from the reaction between the ashes and the alkali-activator solution (band C as an example) [28]. This decrease in intensity indicates that the amorphous phase in the ashes was depolymerized to Si–O and Al–O bonds, while the shifts suggest the polycondensation of these bonds in the alkaline environment [12]. According to Rattanasak and Chindaprasirt [24], Si–O–Si stretching vibration is more prominent than the O–Si–O bending mode. Therefore, it is logical to use Si–O–Si stretching vibration to assess the degree of geopolymerization. The peak area and peak height are used frequently in the quantitative assessment of geopolymer reactions [24, 27]. The ratios of peak area (AS) and peak height (H) from the FTIR spectra at Si–O–Si stretching vibration for brick specimens with various levels of URHA are tabulated and presented in Table 5. The value of the AS ratio is usually more accurate than the H value for assessing the degree of geopolymerization [24]. The AS ratios between URHA-free bricks and bricks containing 10%, 20%, 30%, and 40% URHA are 0.977, 0.034, 0.031, and 0.029, respectively. A 10–40% increase in URHA content was associated with decreases in the AS ratio, indicating a lower degree of geopolymerization in this range. The H ratio also gave a similar indication of the degree of geopolymerization (Table 5). Both the AS and the H values corresponded very well with the strength results obtained in the present study. The bricks with high AS and H values had high compressive strength values. These results agree with the compressive strength test results mentioned previously.Table 4
FTIR characteristic bands identified in the FA and RHA powders and brick specimens shown in Figure8.
Band
FA (cm−1)
RHA (cm−1)
P35U00 (cm−1)
P35U10 (cm−1)
P35U20 (cm−1)
P35U30 (cm−1)
P35U40 (cm−1)
Characteristic bands
A
3412
3447
3464
3466
3466
3466
3464
O–H stretching (H2O) [24, 26, 27]
B
1620
1611
1692
1692
1692
1692
1690
O–H bending (H2O) [24, 26, 27]
C
—
—
1462
1464
1462
1462
1462
Si–O/Al–O stretching [24, 26]
D
1096
1096
1078
1084
1086
1088
1091
Si–O/Al–O stretching [24, 27, 28]
E
795
791
779
779
791
791
789
Si–O–Si stretching quartz [26, 28]
F
—
621
619
621
619
619
619
Zeolites [26, 28]
G
459
473
465
465
469
471
471
O–Si–O bending (SiO4) [24, 27, 28]Table 5
Ratios of peak area (AS) and peak height (H) from the FTIR spectra of brick specimens at Si–O–Si stretching vibration.
Sample code
URHA content (%)
Si–O–Si location (cm−1)
AS ratio
H ratio
P35U00
0
1078
1.000
1.000
P35U10
10
1084
0.977
0.952
P35U20
20
1086
0.034
0.128
P35U30
30
1088
0.031
0.115
P35U40
40
1091
0.029
0.106Figure 8
FTIR spectra of (a) the FA and RHA powders and (b) the brick specimens prepared with various URHA replacement levels.
(a)
(b)


#### 3.3.3. SEM Observation

Figure3 shows the micromorphological features of the two original raw materials. The FA was comprised mainly of compact or hollow spheres of different sizes (Figure 3(a)) with a regular and smooth texture. Conversely, the RHA was comprised mainly of particles that were irregularly shaped and porous (Figure 3(b)). Figure 9 displays the microstructure of a representative fractured surface from failed brick samples prepared with various URHA replacement levels. These figures give information on the degree of chemical reaction achieved by the systems. Generally, the figures indicate that both FA and RHA were stimulated by the alkali-activator solution and that the chemical changes occurred mostly on the edges of the particles. However, a closer observation of Figure 9 shows the presence of partially reacted or unreacted FA particles in brick samples. In addition, more unreacted URHA particles exist at higher levels of URHA replacement. The large amount of unreacted particles indicates a moderate degree of reaction in the system [28].Figure 9
SEM micrographs of brick samples at various URHA replacement levels.
(a)
0% URHA
(b)
10% URHA
(c)
20% URHA
(d)
30% URHA
(e)
40% URHAFigure9 further shows that the structure of URHA-free bricks (Figure 9(a)) was denser than that of other URHA-brick samples, which is consistent with the development of compressive strength in brick samples (Figure 5). Higher percentages of URHA replacement are associated with a looser brick structure due to the increased amount of unreacted materials. Thus, the resulting microstructure is poor with larger porosity. Moreover, a porous and inhomogeneous microstructure with microcracks and microvoids was clearly observed on the surface of all URHA-brick samples. These cracks may have two possible causes: (1) shrinkage cracks that formed in the process of water evaporation during the curing process and (2) load-induced cracks that formed during compression testing. The two possible causes of the voids in the URHA-brick samples include (1) the residual air bubbles that were introduced into the bricks during the initial mixing and (2) the spaces that were occupied by water and then left as the voids after water evaporation. Because these cracks and voids limit the binding capacity and compressive strength of brick samples, they are likely the main causes of the poor compressive strength of URHA bricks in comparison to URHA-free bricks. He et al. [25] previously reported a similar finding.


## 3.1. Characterization of FA and RHA

The chemical compositions of original raw materials were determined by X-ray fluorescence analysis (Table1). The results showed that the FA was composed mainly of SiO2 (63.9%) and Al2O3 (20.0%) and that the main constituent of RHA was SiO2 (95.6%). As observed from XRD patterns (Figure 2) and SEM images (Figure 3), the FA contained mainly stable crystals of mullite and quartz and the FA particles were mostly smooth and spherical. Further, the RHA contained mainly stable crystals of cristobalite and RHA particles were irregular in shape. Moreover, the RHA particles were significantly smaller than the FA particles (Figure 1).


## 3.2. Engineering Performance

### 3.2.1. Compressive Strength

Figure5 shows the development trend for the compressive strength of brick samples at different levels of URHA replacement. Compressive strength increased with curing age due to the positive relationship between curing age and the increase in the pozzolanic reaction [31, 32]. Thus, increased gelling over time fills more pores inside the bricks and creates an increasingly dense structure, a phenomenon that is in good agreement with previous published studies [33–35]. The brick samples achieved compressive strengths that significantly exceed the strength values required under TCVN 1451:1998 [36]. However, the brick samples prepared with different URHA contents exhibited significant differences in compressive strength development.Figure 5
Strength development of brick samples at different URHA replacement levels.The compressive strength of the brick samples in the present study decreased significantly as the amount of the URHA increased (Figure5). After 28 days of age, the brick samples with 0%, 10%, 20%, 30%, and 40% URHA replacement levels had respective compressive strengths of 32.9 MPa, 25.8 MPa, 23.1 MPa, 21.2 MPa, and 20.1 MPa. On average, these compressive strengths were, respectively, 21.8%, 29.9%, 35.7%, and 38.8% less than the compressive strength of the URHA-free bricks. As shown by SEM, URHA is made up of highly porous particles (Figure 4). Therefore, the inverse relationship between compressive strength and URHA content may be attributable to the rising volume of capillary pores, which is associated with rising URHA replacement levels. The loss of structural compactness led to lower compressive strengths in bricks with higher levels of URHA content. Moreover, a higher proportion of URHA impacts the rheology of the mixture, resulting in a nonhomogeneous mixture that adversely affects the compressive strength of the resultant bricks. However, the test results clearly show that the brick samples had compressive strength values that met the standard for the highest quality solid construction bricks [36].


### 3.2.2. Water Absorption

Water absorption is the major factor that affects the durability of construction bricks. Water absorption is the action of surface tension on capillaries that allows for the transport of liquid in porous solids [37, 38]. Figure 6(a) shows the effect of URHA content on the water absorption capacity of brick samples at 28 days of age. Most of the brick samples had water absorption capacities below 16%, which is the level required under TCVN 1451:1998 [36]. Results show that the water absorption rate of the brick structure is closely and negatively associated with the mechanical strength of the bricks.Figure 6
Effect of URHA content on the (a) water absorption and (b) bulk density of bricks.
(a)
(b)The results of the water absorption test indicate a proportional relationship between absorption capacity and URHA content. Replacing natural sand with URHA significantly increased the water absorption of brick samples (Figure6(a)). Therefore, higher URHA replacement levels were associated with higher water absorption rates, which is mainly attributable to the aforementioned significantly more porous nature of URHA particles (Figure 4) in comparison with natural sand. On average, the water absorption levels of the brick samples with 10%, 20%, 30%, and 40% URHA content in the mixture were 10.2%, 12.9%, 15.7%, and 17.9%, respectively. Further, these brick samples had water absorption levels that were 13.5%, 31.6%, 43.9%, and 50.8% higher, respectively, than URHA-free bricks. Moreover, Figure 6(a) reveals that the water absorption capacity of brick samples that contained over 30% URHA exceeded the limit permitted under TCVN 1451:1998 [36]. The result of the water absorption test is consistent with the aforementioned development trend for brick-sample strength.


### 3.2.3. Bulk Density

The bulk density value is the key indicator used to classify solid construction bricks. The bulk density correlates inversely with water absorption capacity. Figure6(b) shows the effect of URHA content on the average bulk density of brick samples at 28 days of age. Most samples with and without URHA registered bulk densities higher than 1600 kg/m3, the minimum density required of solid construction bricks [36].Adding URHA to the mixture reduced the bulk density of the brick samples significantly (Figure6(b)). This was mainly due to the much lower specific density of URHA in comparison with natural sand. Thus, the URHA reduced the mass per-unit volume and caused the lower density value. On the other hand, lower bulk density values are associated with lighter brick weight. The results demonstrate that the weight of brick samples fell remarkably at higher URHA content levels. This trend meets expectations due to the increasing number of voids formed within the bricks by the highly porous URHA particles (Figure 4). The bulk density of the bricks was a maximum 1887 kg/m3 at the level of 10% URHA replacement and decreased continuously in bricks with URHA contents over 10%. On average, bricks with 10%, 20%, 30%, and 40% URHA replacement levels had bulk densities that were 5.1%, 12.5%, 19.1%, and 25.6% less than URHA-free bricks. However, the bulk density values of all brick samples (up to the 40% URHA replacement level) were all below 1600 kg/m3, which is the standard requirement for solid construction bricks [36].


## 3.2.1. Compressive Strength

Figure5 shows the development trend for the compressive strength of brick samples at different levels of URHA replacement. Compressive strength increased with curing age due to the positive relationship between curing age and the increase in the pozzolanic reaction [31, 32]. Thus, increased gelling over time fills more pores inside the bricks and creates an increasingly dense structure, a phenomenon that is in good agreement with previous published studies [33–35]. The brick samples achieved compressive strengths that significantly exceed the strength values required under TCVN 1451:1998 [36]. However, the brick samples prepared with different URHA contents exhibited significant differences in compressive strength development.Figure 5
Strength development of brick samples at different URHA replacement levels.The compressive strength of the brick samples in the present study decreased significantly as the amount of the URHA increased (Figure5). After 28 days of age, the brick samples with 0%, 10%, 20%, 30%, and 40% URHA replacement levels had respective compressive strengths of 32.9 MPa, 25.8 MPa, 23.1 MPa, 21.2 MPa, and 20.1 MPa. On average, these compressive strengths were, respectively, 21.8%, 29.9%, 35.7%, and 38.8% less than the compressive strength of the URHA-free bricks. As shown by SEM, URHA is made up of highly porous particles (Figure 4). Therefore, the inverse relationship between compressive strength and URHA content may be attributable to the rising volume of capillary pores, which is associated with rising URHA replacement levels. The loss of structural compactness led to lower compressive strengths in bricks with higher levels of URHA content. Moreover, a higher proportion of URHA impacts the rheology of the mixture, resulting in a nonhomogeneous mixture that adversely affects the compressive strength of the resultant bricks. However, the test results clearly show that the brick samples had compressive strength values that met the standard for the highest quality solid construction bricks [36].


## 3.2.2. Water Absorption

Water absorption is the major factor that affects the durability of construction bricks. Water absorption is the action of surface tension on capillaries that allows for the transport of liquid in porous solids [37, 38]. Figure 6(a) shows the effect of URHA content on the water absorption capacity of brick samples at 28 days of age. Most of the brick samples had water absorption capacities below 16%, which is the level required under TCVN 1451:1998 [36]. Results show that the water absorption rate of the brick structure is closely and negatively associated with the mechanical strength of the bricks.Figure 6
Effect of URHA content on the (a) water absorption and (b) bulk density of bricks.
(a)
(b)The results of the water absorption test indicate a proportional relationship between absorption capacity and URHA content. Replacing natural sand with URHA significantly increased the water absorption of brick samples (Figure6(a)). Therefore, higher URHA replacement levels were associated with higher water absorption rates, which is mainly attributable to the aforementioned significantly more porous nature of URHA particles (Figure 4) in comparison with natural sand. On average, the water absorption levels of the brick samples with 10%, 20%, 30%, and 40% URHA content in the mixture were 10.2%, 12.9%, 15.7%, and 17.9%, respectively. Further, these brick samples had water absorption levels that were 13.5%, 31.6%, 43.9%, and 50.8% higher, respectively, than URHA-free bricks. Moreover, Figure 6(a) reveals that the water absorption capacity of brick samples that contained over 30% URHA exceeded the limit permitted under TCVN 1451:1998 [36]. The result of the water absorption test is consistent with the aforementioned development trend for brick-sample strength.


## 3.2.3. Bulk Density

The bulk density value is the key indicator used to classify solid construction bricks. The bulk density correlates inversely with water absorption capacity. Figure6(b) shows the effect of URHA content on the average bulk density of brick samples at 28 days of age. Most samples with and without URHA registered bulk densities higher than 1600 kg/m3, the minimum density required of solid construction bricks [36].Adding URHA to the mixture reduced the bulk density of the brick samples significantly (Figure6(b)). This was mainly due to the much lower specific density of URHA in comparison with natural sand. Thus, the URHA reduced the mass per-unit volume and caused the lower density value. On the other hand, lower bulk density values are associated with lighter brick weight. The results demonstrate that the weight of brick samples fell remarkably at higher URHA content levels. This trend meets expectations due to the increasing number of voids formed within the bricks by the highly porous URHA particles (Figure 4). The bulk density of the bricks was a maximum 1887 kg/m3 at the level of 10% URHA replacement and decreased continuously in bricks with URHA contents over 10%. On average, bricks with 10%, 20%, 30%, and 40% URHA replacement levels had bulk densities that were 5.1%, 12.5%, 19.1%, and 25.6% less than URHA-free bricks. However, the bulk density values of all brick samples (up to the 40% URHA replacement level) were all below 1600 kg/m3, which is the standard requirement for solid construction bricks [36].


## 3.3. Microstructural Characterization

### 3.3.1. XRD Analysis

Figures2 and 7 display the XRD patterns of pure FA and RHA powders and brick samples prepared with different levels of URHA replacement, respectively. The pure FA used in the present study consisted mainly of amorphous phase FA with the crystalline phase of predominantly quartz and some weak peaks from mullite (Figure 2). Quartz phases could be detected at 2
θ values of 21.1°, 26.9°, 50.3°, and 60.1°, whereas mullite phases could be detected at 2
θ values of 16.3°, 24.3°, 35.5°, and 40.9°. No alumina peaks were identified in the XRD pattern, suggesting that the alumina in the FA was mainly in the amorphous phase [25]. The pure RHA used in the present study consisted mainly of crystalline phase RHA with a large amount of silica, which agrees with the compositions shown in Table 1. The XRD pattern showed sharp reflection peaks, which may be assigned to cristobalite phases, and could be detected at 2
θ values of 22.1°, 28.5°, 31.5°, and 36.3° (Figure 2). The sharp peaks of the cristobalite phases represent the crystallization of silica, which is a major constituent in RHA [39, 40].Figure 7
XRD patterns of brick samples at various URHA replacement levels.After the geopolymerization process, no new peaks appeared on the XRD patterns of any brick sample (Figure7) in comparison with the XRD patterns of the parent materials (Figure 2). The major crystalline phases that were presented in the brick samples were quartz, mullite, and cristobalite, which formed the main mineral framework and were responsible for the mechanical strength of the samples [41]. The XRD patterns show that some nondissolvable ingredients in both FA (quartz, mullite) and RHA (cristobalite) still remained in the reaction products. However, these peaks decreased in intensity and the intensity continued to decrease slightly as the amount of URHA in the mixture increased. This indicates that the parent materials were not totally dissolved into the inorganic polymeric materials [42]. A diffuse halo at 2
θ values mostly between 20° and 40° was present in all the XRD diffractograms for the brick samples. This is a typical characteristic of geopolymer gels [9]. From the XRD patterns of brick samples, the presence of sharp peaks of quartz and cristobalite, inherited from FA and RHA, respectively, suggests that the crystalline phases had little to no involvement in the geopolymerization process and acted simply as nonreactive fillers in the system [25]. The differences in the crystalline intensities clearly impacted the compressive strength of the brick samples. The obtained strength reduced as the intensity of the crystalline phases declined [42]. This is in good agreement with the compressive strength test results mentioned previously.


### 3.3.2. FTIR Analysis

Figure8 shows the FTIR spectra of the FA and RHA powders and of the brick samples prepared with different levels of URHA replacement. Table 4 illustrated the characteristic bands of each spectrum. Significant broad bands were observed at the wave number ranges of 3466–3412 cm−1 (band A) and 1692–1611 cm−1 (band B) for O–H stretching and O–H bending, respectively. Peaks at the wave number ranges of 1464–1076 cm−1 (bands C and D) and 795–779 cm−1 (band E) were, respectively, attributed to the asymmetric stretching vibration of Si–O/Al–O and the stretching vibration quartz of Si–O–Si. Additionally, the peak centered on 620 cm−1 (band F) was associated with the presence of zeolites [26, 28]. Besides this, the distinct peak centered on 460 cm−1 (band G) was ascribed to the O–Si–O bending mode of the SiO4 tetrahedra. This band provides an indication of the degree of “amorphisation” of the material, as the intensity was not associated with the degree of crystallization [28]. The major differences between the FA-RHA powders and the reaction products were the shifts in the band at 1096 cm−1 to 1091–1078 cm−1 and at around 795 cm−1 to 791–779 cm−1. Taking the sample prepared with 30% URHA content, as an example, the 1096 cm−1 band moved to 1088 cm−1, and the band at approximately 795 cm−1 moved to 791 cm−1 after the sample reacted with the alkali-activator solution. Thus, both of the bands decreased in intensity. Furthermore, the Si–O–Si position shifted to a frequency that was lower than the original ashes, indicating that a chemical change had occurred in the matrix. These displacements indicate that new products were formed from the reaction between the ashes and the alkali-activator solution (band C as an example) [28]. This decrease in intensity indicates that the amorphous phase in the ashes was depolymerized to Si–O and Al–O bonds, while the shifts suggest the polycondensation of these bonds in the alkaline environment [12]. According to Rattanasak and Chindaprasirt [24], Si–O–Si stretching vibration is more prominent than the O–Si–O bending mode. Therefore, it is logical to use Si–O–Si stretching vibration to assess the degree of geopolymerization. The peak area and peak height are used frequently in the quantitative assessment of geopolymer reactions [24, 27]. The ratios of peak area (AS) and peak height (H) from the FTIR spectra at Si–O–Si stretching vibration for brick specimens with various levels of URHA are tabulated and presented in Table 5. The value of the AS ratio is usually more accurate than the H value for assessing the degree of geopolymerization [24]. The AS ratios between URHA-free bricks and bricks containing 10%, 20%, 30%, and 40% URHA are 0.977, 0.034, 0.031, and 0.029, respectively. A 10–40% increase in URHA content was associated with decreases in the AS ratio, indicating a lower degree of geopolymerization in this range. The H ratio also gave a similar indication of the degree of geopolymerization (Table 5). Both the AS and the H values corresponded very well with the strength results obtained in the present study. The bricks with high AS and H values had high compressive strength values. These results agree with the compressive strength test results mentioned previously.Table 4
FTIR characteristic bands identified in the FA and RHA powders and brick specimens shown in Figure8.
Band
FA (cm−1)
RHA (cm−1)
P35U00 (cm−1)
P35U10 (cm−1)
P35U20 (cm−1)
P35U30 (cm−1)
P35U40 (cm−1)
Characteristic bands
A
3412
3447
3464
3466
3466
3466
3464
O–H stretching (H2O) [24, 26, 27]
B
1620
1611
1692
1692
1692
1692
1690
O–H bending (H2O) [24, 26, 27]
C
—
—
1462
1464
1462
1462
1462
Si–O/Al–O stretching [24, 26]
D
1096
1096
1078
1084
1086
1088
1091
Si–O/Al–O stretching [24, 27, 28]
E
795
791
779
779
791
791
789
Si–O–Si stretching quartz [26, 28]
F
—
621
619
621
619
619
619
Zeolites [26, 28]
G
459
473
465
465
469
471
471
O–Si–O bending (SiO4) [24, 27, 28]Table 5
Ratios of peak area (AS) and peak height (H) from the FTIR spectra of brick specimens at Si–O–Si stretching vibration.
Sample code
URHA content (%)
Si–O–Si location (cm−1)
AS ratio
H ratio
P35U00
0
1078
1.000
1.000
P35U10
10
1084
0.977
0.952
P35U20
20
1086
0.034
0.128
P35U30
30
1088
0.031
0.115
P35U40
40
1091
0.029
0.106Figure 8
FTIR spectra of (a) the FA and RHA powders and (b) the brick specimens prepared with various URHA replacement levels.
(a)
(b)


### 3.3.3. SEM Observation

Figure3 shows the micromorphological features of the two original raw materials. The FA was comprised mainly of compact or hollow spheres of different sizes (Figure 3(a)) with a regular and smooth texture. Conversely, the RHA was comprised mainly of particles that were irregularly shaped and porous (Figure 3(b)). Figure 9 displays the microstructure of a representative fractured surface from failed brick samples prepared with various URHA replacement levels. These figures give information on the degree of chemical reaction achieved by the systems. Generally, the figures indicate that both FA and RHA were stimulated by the alkali-activator solution and that the chemical changes occurred mostly on the edges of the particles. However, a closer observation of Figure 9 shows the presence of partially reacted or unreacted FA particles in brick samples. In addition, more unreacted URHA particles exist at higher levels of URHA replacement. The large amount of unreacted particles indicates a moderate degree of reaction in the system [28].Figure 9
SEM micrographs of brick samples at various URHA replacement levels.
(a)
0% URHA
(b)
10% URHA
(c)
20% URHA
(d)
30% URHA
(e)
40% URHAFigure9 further shows that the structure of URHA-free bricks (Figure 9(a)) was denser than that of other URHA-brick samples, which is consistent with the development of compressive strength in brick samples (Figure 5). Higher percentages of URHA replacement are associated with a looser brick structure due to the increased amount of unreacted materials. Thus, the resulting microstructure is poor with larger porosity. Moreover, a porous and inhomogeneous microstructure with microcracks and microvoids was clearly observed on the surface of all URHA-brick samples. These cracks may have two possible causes: (1) shrinkage cracks that formed in the process of water evaporation during the curing process and (2) load-induced cracks that formed during compression testing. The two possible causes of the voids in the URHA-brick samples include (1) the residual air bubbles that were introduced into the bricks during the initial mixing and (2) the spaces that were occupied by water and then left as the voids after water evaporation. Because these cracks and voids limit the binding capacity and compressive strength of brick samples, they are likely the main causes of the poor compressive strength of URHA bricks in comparison to URHA-free bricks. He et al. [25] previously reported a similar finding.


## 3.3.1. XRD Analysis

Figures2 and 7 display the XRD patterns of pure FA and RHA powders and brick samples prepared with different levels of URHA replacement, respectively. The pure FA used in the present study consisted mainly of amorphous phase FA with the crystalline phase of predominantly quartz and some weak peaks from mullite (Figure 2). Quartz phases could be detected at 2
θ values of 21.1°, 26.9°, 50.3°, and 60.1°, whereas mullite phases could be detected at 2
θ values of 16.3°, 24.3°, 35.5°, and 40.9°. No alumina peaks were identified in the XRD pattern, suggesting that the alumina in the FA was mainly in the amorphous phase [25]. The pure RHA used in the present study consisted mainly of crystalline phase RHA with a large amount of silica, which agrees with the compositions shown in Table 1. The XRD pattern showed sharp reflection peaks, which may be assigned to cristobalite phases, and could be detected at 2
θ values of 22.1°, 28.5°, 31.5°, and 36.3° (Figure 2). The sharp peaks of the cristobalite phases represent the crystallization of silica, which is a major constituent in RHA [39, 40].Figure 7
XRD patterns of brick samples at various URHA replacement levels.After the geopolymerization process, no new peaks appeared on the XRD patterns of any brick sample (Figure7) in comparison with the XRD patterns of the parent materials (Figure 2). The major crystalline phases that were presented in the brick samples were quartz, mullite, and cristobalite, which formed the main mineral framework and were responsible for the mechanical strength of the samples [41]. The XRD patterns show that some nondissolvable ingredients in both FA (quartz, mullite) and RHA (cristobalite) still remained in the reaction products. However, these peaks decreased in intensity and the intensity continued to decrease slightly as the amount of URHA in the mixture increased. This indicates that the parent materials were not totally dissolved into the inorganic polymeric materials [42]. A diffuse halo at 2
θ values mostly between 20° and 40° was present in all the XRD diffractograms for the brick samples. This is a typical characteristic of geopolymer gels [9]. From the XRD patterns of brick samples, the presence of sharp peaks of quartz and cristobalite, inherited from FA and RHA, respectively, suggests that the crystalline phases had little to no involvement in the geopolymerization process and acted simply as nonreactive fillers in the system [25]. The differences in the crystalline intensities clearly impacted the compressive strength of the brick samples. The obtained strength reduced as the intensity of the crystalline phases declined [42]. This is in good agreement with the compressive strength test results mentioned previously.


## 3.3.2. FTIR Analysis

Figure8 shows the FTIR spectra of the FA and RHA powders and of the brick samples prepared with different levels of URHA replacement. Table 4 illustrated the characteristic bands of each spectrum. Significant broad bands were observed at the wave number ranges of 3466–3412 cm−1 (band A) and 1692–1611 cm−1 (band B) for O–H stretching and O–H bending, respectively. Peaks at the wave number ranges of 1464–1076 cm−1 (bands C and D) and 795–779 cm−1 (band E) were, respectively, attributed to the asymmetric stretching vibration of Si–O/Al–O and the stretching vibration quartz of Si–O–Si. Additionally, the peak centered on 620 cm−1 (band F) was associated with the presence of zeolites [26, 28]. Besides this, the distinct peak centered on 460 cm−1 (band G) was ascribed to the O–Si–O bending mode of the SiO4 tetrahedra. This band provides an indication of the degree of “amorphisation” of the material, as the intensity was not associated with the degree of crystallization [28]. The major differences between the FA-RHA powders and the reaction products were the shifts in the band at 1096 cm−1 to 1091–1078 cm−1 and at around 795 cm−1 to 791–779 cm−1. Taking the sample prepared with 30% URHA content, as an example, the 1096 cm−1 band moved to 1088 cm−1, and the band at approximately 795 cm−1 moved to 791 cm−1 after the sample reacted with the alkali-activator solution. Thus, both of the bands decreased in intensity. Furthermore, the Si–O–Si position shifted to a frequency that was lower than the original ashes, indicating that a chemical change had occurred in the matrix. These displacements indicate that new products were formed from the reaction between the ashes and the alkali-activator solution (band C as an example) [28]. This decrease in intensity indicates that the amorphous phase in the ashes was depolymerized to Si–O and Al–O bonds, while the shifts suggest the polycondensation of these bonds in the alkaline environment [12]. According to Rattanasak and Chindaprasirt [24], Si–O–Si stretching vibration is more prominent than the O–Si–O bending mode. Therefore, it is logical to use Si–O–Si stretching vibration to assess the degree of geopolymerization. The peak area and peak height are used frequently in the quantitative assessment of geopolymer reactions [24, 27]. The ratios of peak area (AS) and peak height (H) from the FTIR spectra at Si–O–Si stretching vibration for brick specimens with various levels of URHA are tabulated and presented in Table 5. The value of the AS ratio is usually more accurate than the H value for assessing the degree of geopolymerization [24]. The AS ratios between URHA-free bricks and bricks containing 10%, 20%, 30%, and 40% URHA are 0.977, 0.034, 0.031, and 0.029, respectively. A 10–40% increase in URHA content was associated with decreases in the AS ratio, indicating a lower degree of geopolymerization in this range. The H ratio also gave a similar indication of the degree of geopolymerization (Table 5). Both the AS and the H values corresponded very well with the strength results obtained in the present study. The bricks with high AS and H values had high compressive strength values. These results agree with the compressive strength test results mentioned previously.Table 4
FTIR characteristic bands identified in the FA and RHA powders and brick specimens shown in Figure8.
Band
FA (cm−1)
RHA (cm−1)
P35U00 (cm−1)
P35U10 (cm−1)
P35U20 (cm−1)
P35U30 (cm−1)
P35U40 (cm−1)
Characteristic bands
A
3412
3447
3464
3466
3466
3466
3464
O–H stretching (H2O) [24, 26, 27]
B
1620
1611
1692
1692
1692
1692
1690
O–H bending (H2O) [24, 26, 27]
C
—
—
1462
1464
1462
1462
1462
Si–O/Al–O stretching [24, 26]
D
1096
1096
1078
1084
1086
1088
1091
Si–O/Al–O stretching [24, 27, 28]
E
795
791
779
779
791
791
789
Si–O–Si stretching quartz [26, 28]
F
—
621
619
621
619
619
619
Zeolites [26, 28]
G
459
473
465
465
469
471
471
O–Si–O bending (SiO4) [24, 27, 28]Table 5
Ratios of peak area (AS) and peak height (H) from the FTIR spectra of brick specimens at Si–O–Si stretching vibration.
Sample code
URHA content (%)
Si–O–Si location (cm−1)
AS ratio
H ratio
P35U00
0
1078
1.000
1.000
P35U10
10
1084
0.977
0.952
P35U20
20
1086
0.034
0.128
P35U30
30
1088
0.031
0.115
P35U40
40
1091
0.029
0.106Figure 8
FTIR spectra of (a) the FA and RHA powders and (b) the brick specimens prepared with various URHA replacement levels.
(a)
(b)


## 3.3.3. SEM Observation

Figure3 shows the micromorphological features of the two original raw materials. The FA was comprised mainly of compact or hollow spheres of different sizes (Figure 3(a)) with a regular and smooth texture. Conversely, the RHA was comprised mainly of particles that were irregularly shaped and porous (Figure 3(b)). Figure 9 displays the microstructure of a representative fractured surface from failed brick samples prepared with various URHA replacement levels. These figures give information on the degree of chemical reaction achieved by the systems. Generally, the figures indicate that both FA and RHA were stimulated by the alkali-activator solution and that the chemical changes occurred mostly on the edges of the particles. However, a closer observation of Figure 9 shows the presence of partially reacted or unreacted FA particles in brick samples. In addition, more unreacted URHA particles exist at higher levels of URHA replacement. The large amount of unreacted particles indicates a moderate degree of reaction in the system [28].Figure 9
SEM micrographs of brick samples at various URHA replacement levels.
(a)
0% URHA
(b)
10% URHA
(c)
20% URHA
(d)
30% URHA
(e)
40% URHAFigure9 further shows that the structure of URHA-free bricks (Figure 9(a)) was denser than that of other URHA-brick samples, which is consistent with the development of compressive strength in brick samples (Figure 5). Higher percentages of URHA replacement are associated with a looser brick structure due to the increased amount of unreacted materials. Thus, the resulting microstructure is poor with larger porosity. Moreover, a porous and inhomogeneous microstructure with microcracks and microvoids was clearly observed on the surface of all URHA-brick samples. These cracks may have two possible causes: (1) shrinkage cracks that formed in the process of water evaporation during the curing process and (2) load-induced cracks that formed during compression testing. The two possible causes of the voids in the URHA-brick samples include (1) the residual air bubbles that were introduced into the bricks during the initial mixing and (2) the spaces that were occupied by water and then left as the voids after water evaporation. Because these cracks and voids limit the binding capacity and compressive strength of brick samples, they are likely the main causes of the poor compressive strength of URHA bricks in comparison to URHA-free bricks. He et al. [25] previously reported a similar finding.


## 4. Conclusion

Tests of compressive strength, water absorption, and bulk density and SEM, XRD, and FTIR analyses were conducted to investigate the performance of ecofriendly construction bricks that were produced using FA and RHA as the binder material. The following conclusions may be drawn from these experimental results.(i)
The brick samples met or exceeded the compressive strength values mandated by TCVN 1451:1998 for the highest quality category of solid construction bricks.
(ii)
URHA content affected all of the critical properties of the brick samples. Higher percentages of URHA replacement were associated with decreased compressive strength and bulk density and increased water absorption. The brick samples containing up to 30% URHA had water absorption rates below 16% and registered bulk densities above 1600 kg/m3, which conform to the requirements of TCVN 1451:1998.
(iii)
Producing ecofriendly construction bricks using FA and RHA as the binder and URHA as a partial fine-aggregate replacement is feasible. Using FA, RHA, and URHA to produce bricks not only is cost effective but also facilitates the safe disposal of these solid wastes.
(iv)
Bricks with up to 30% URHA content performed well at an applied forming pressure of 35 MPa, a curing temperature of around 35°C, and a relative humidity of around 50%. These bricks conformed well to the current Vietnamese standard for solid construction bricks.



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*Source: 891412-2015-10-11.xml*