A Sustainable Reuse of Agro-Industrial Wastes into Green Cement Bricks

The fabrication of bricks commonly consumes relatively high natural resources. To reduce the carbon footprint in the brick production industry, repurposing industrial wastes in the making of sustainable bricks is a recent trend in research and application. Local wastes, such as oil palm shell (OPS), palm oil fuel ash (POFA), and quarry dust (QD), are massively produced annually in the palm oil-exporting countries. Moreover, QD from mining industries is hazardous to both water and air quality. For better waste management in marching towards sustainability, these wastes should be given their second life as construction materials. Therefore, this paper investigates the possibility of incorporating agro-industrial wastes into the brick mixture by examining their properties by means of several standardized tests. For the mix design, a 100% replacement of coarse aggregate with OPS, 20% replacement of cement with POFA, 20% cement weight of limestone as admixture, and 0 to 50% replacements of fine aggregate with QD are experimentally considered. The optimum mix of these wastes is preliminarily determined by focusing on high compressive strength as an indicator. Other examinations include splitting tensile, flexural strength, water absorption, and efflorescence tests. Although the agro-industrial waste cement brick is 18% lower in the strength to weight ratio compared to that of conventional, it is observed that it has better late strength development due to its POFA pozzolanic properties. Moreover, the proposed green cement brick is further checked for compliance with several standards for feasible use in the construction industry. Financially, the cost for the brick with the new mix design is almost equivalent to that of conventional. Hence, this green cement brick is reasonable to be employed in the construction industry to promote material sustainability for better waste management.


Introduction
Bricks are common building materials actively applied in the vast majority of construction works. Because of their remarkable features, such as high strength, low production costs, and durability, bricks have played an important role in construction for thousands of years [1][2][3]. Brick was an important building material in Egypt, Roman, and Mesopotamia [4]. As cement was introduced for concrete binder, clay brick was also innovatively developed into cement brick to reduce the consumption of heating energy that is used to produce clay bricks. Both clay and cement bricks are used in the current to the concept of alternative building materials, particularly materials produced of the earth, has grown [37]. Because of their poor thermal conductivity, stabilized soil blocks aid increase construction energy efficiency. As a result, they can be used to improve acoustic and thermal insulation in buildings [38]. However, in terms of engineering properties, the abrasion value for OPS is 4.8%, which is the amount of the original oil palm kernel samples ground to smaller than 1.7 mm diameter, and therefore less likely to deteriorate when used as a base fill [39]. Oil palm shells also have small pores between their fibers that further provide their lightweight characteristic without degradation in strength [40][41][42][43][44]. To date, massive research has been conducted on structural OPS concretes [45][46][47][48][49][50], where the inclusion of palm oil industry wastes has shown excellent overall concrete properties and durability while incorporating extra advantages of load-carrying characteristics despite being low mass. Moreover, quarry dust (QD) from the mining industry has been identified as useful material for the concrete matrix, attributing to some research on its potential as an aggregate replacement [51][52][53][54][55][56][57]. So, QD can be reused in concrete as a building material to reduce the by-product waste disposal into the surrounding environment since severe health issues can be one of the consequences [58].
There is a high demand for cement bricks in the current construction industry, and Malaysia produces tons of waste from industries. In order to incorporate all these local wastes into the concrete matrix and better waste management, this paper investigates, therefore, the design mix feasible to be applied in this proposed green cement bricks towards achieving the aim of manufacturing sustainable construction materials. The main focus is to utilize local all wastes to fully replace coarse aggregate in cement brick which is rarely found in current research trends. To obtain the mechanical properties of the proposed mixes, the experimental program for this study includes compressive, splitting tensile, flexural strengths, water absorption, and efflorescence tests. Additionally, their feasibility as sustainable construction materials is identified through appraisal of compliance with the current local codes. A cost analysis has also been considered comparable to that of conventional to seek its production financial impact. The outcomes should benefit and promote sustainability in the construction industry.

Experimental Investigation
The current experimental program for studying the feasibility of local wastes for brick production was carried out in three phases. The mixture was designed and identified in Phase 1, properties characterization was performed in Phase 2, while Phase 3 was devoted to the code compliance and cost analysis.

Materials
The identified wastes were POFA, OPS, and QD, where they were, respectively, functioned as the cement, coarse aggregate, and fine aggregate replacements to produce a lightweight concrete mix for brick production.
Additional details for the investigated materials are: Cement-Ordinary Portland cement (OPC), CMC Engineering Sdn Bhd, Selangor, Malaysia; a local product that complied with MS EN 197-1 and ASTM C150; POFA (Curtin University Lab, Sarawak, Malaysia) was considered as the supplementary cementitious material with sizes passing through 45 µm sieve and heat-treated at 500 • C; OPS (Malaysian palm oil industry, Sarawak, Malaysia) complied with ASTM C33 for the sizing; QD (quarry dust, Sarawak Malaysia) with the density of 1350 kg/m 3 and sieved to maintain its fineness modulus range of 2.3 to 3.1 (previous properties also have been included in Table 1 as a reference); River sand (Sarawak valley, Malaysia) with the density of 1420 kg/m 3 and passing 4.75 mm sieve size; superplasticizer of BASF-Master Glenium ACE 8589 type; (MasterGlenium-Master Builders Solutions, Sarawak, Malaysia) and calcium carbonate powder (Supra-coat WCE-22, Shandong Alpa Powder Technology Co., Ltd., Shandong, China) as the admixture to promote early strength to the overall concrete matrix. Figure 1 shows the materials of the design mix.  Figure 1 shows the materials of the design mix.

Particle Size Distribution
The main purpose of the sieve analysis was to determine the particle size distribution for each material used to cast the concrete in complying with the ASTM C330M [62] and C33M [63] standards. Several fine aggregate mixtures were proposed and tabulated in Table 2, where only the mix with 50% of QD and 50% of river sand grading followed the ASTM C33M requirement. The coarse aggregate grading is shown in Figure 2 for gravel and OPS. Both aggregates can pass through the nominal diametric sieve size of 4.75 mm.

Mix Design
The mix design was fixed at 1:1:1 for cement, fine, and coarse aggregates according to [39]. In Phase 1, an identical mix of binder (80% OPC + 20% POFA), coarse aggregate (100% OPS), and fine aggregate (50% QD + 50% RS) were considered with the water-cement ratio and superplasticizer content as variables. From the preliminary study, both water-cement ratios of 0.45 and 0.5 were acceptable, while a 1% cement weight of the superplasticizer was determined as meeting the program objective in this stage. The mixes were able to flow with total slump, and the compressive strength exceeded 17 MPa of structural use. The equivalent weight of limestone powder with POFA was added to the mixture to activate the reaction of POFA. In Phase 2, 10%, 30%, and 50% QD were examined along with the consideration of a control case of conventional concrete specimen for comparison. Table 3 shows the preliminary design mix in Phase 1. Table 4 shows the mix design of Phase 2.

Mix Design
The mix design was fixed at 1:1:1 for cement, fine, and coarse aggregates according to [39]. In Phase 1, an identical mix of binder (80% OPC + 20% POFA), coarse aggregate (100% OPS), and fine aggregate (50% QD + 50% RS) were considered with the watercement ratio and superplasticizer content as variables. From the preliminary study, both water-cement ratios of 0.45 and 0.5 were acceptable, while a 1% cement weight of the superplasticizer was determined as meeting the program objective in this stage. The mixes were able to flow with total slump, and the compressive strength exceeded 17 MPa of structural use. The equivalent weight of limestone powder with POFA was added to the mixture to activate the reaction of POFA. In Phase 2, 10%, 30%, and 50% QD were examined along with the consideration of a control case of conventional concrete specimen for comparison. Table 3 shows the preliminary design mix in Phase 1. Table 4 shows the mix design of Phase 2. Table 3. Summary of mix design (1 cement: 1 coarse aggregate: 1 fine aggregate) and proportion distribution for Phase 1.

Methods of Testing
In the following, the conducted tests for the characterization of the concrete specimens are described. All specimens were tested according to test procedures in codes of practice. Only one specimen was tested for slump, density, efflorescence, and water absorption tests. However, average values of three specimens were obtained from the strength tests.

Slump Test and Density
Slump tests were carried out in accordance with ASTM C143 [64]. Three layers of the mix were poured to fill up the cone alongside the application of 25 times compaction with the rod tamps for each layer. The cone was then removed without lateral and torsional movements such that the slump height was measured immediately after the removal of the cone. Additionally, the fresh density was measured by weighing the specimen in a cube after 15 min of compaction on three layers of mix according to ASTM C172 [65]. The dry density was determined by weighing the specimen at concrete testing age of 28 days.

Strength Test
Compressive strength was determined according to ASTM C140 [66] at 7, 14, 21, and 28 days of concrete ages for specimens prepared with a 100 mm cube, as shown in Figure 3. Three specimens were prepared for each of the concrete ages with a loading rate of 0.4 MPa/min. For concrete tension strength, the splitting tensile test was carried out according to the code specifications of ASTM C496 [67]. For this, three cylindrical specimens for each of the concrete ages, with dimensions of 200 mm height and 100 mm diameter, were tested under a loading rate of 1.0 MPa/min. Furthermore, a flexural strength test was conducted for all mixes based on ASTM C78 [68] at 28 days of concrete age using three prepared specimens.

Efflorescence and Water Absorption Tests
At the concrete curing age of 28 days, efflorescence and water absorption tests were carried out according to the ASTM specifications [66,69]. Only one specimen was prepared for concrete curing ages of 7 and 28 days. The bricks (with size of 215 × 100 × 65 mm) were placed on their header faces towards the ground in distilled water for seven days after the end of the curing session of 28 days, as shown in Figure 4. The bricks were next heated after the 7-days immersion at 110 • C for 24 h. Then, they were placed at 3 m away from the observer for the examination of any sign of efflorescence at any face of the brick. Any white residue in the distilled water tank was also observed, i.e., looking for any sign of efflorescence or precipitation of mineral salt within the concrete matrix. For the water absorption test, the specimens were oven-dried for 24 h at 110 • C and then immersed in water. Both dry and wet weights were measured to quantify the water absorbance of the specimens.
3. Three specimens were prepared for each of the concrete ages with a loading rate of 0.4 MPa/min. For concrete tension strength, the splitting tensile test was carried out according to the code specifications of ASTM C496 [67]. For this, three cylindrical specimens for each of the concrete ages, with dimensions of 200 mm height and 100 mm diameter, were tested under a loading rate of 1.0 MPa/min. Furthermore, a flexural strength test was conducted for all mixes based on ASTM C78 [68] at 28 days of concrete age using three prepared specimens.

Efflorescence and Water Absorption Tests
At the concrete curing age of 28 days, efflorescence and water absorption tests were carried out according to the ASTM specifications [66,69]. Only one specimen was prepared for concrete curing ages of 7 and 28 days. The bricks (with size of 215 × 100 × 65 mm) were placed on their header faces towards the ground in distilled water for seven days after the end of the curing session of 28 days, as shown in Figure 4. The bricks were next heated after the 7-days immersion at 110 °C for 24 h. Then, they were placed at 3 m away from the observer for the examination of any sign of efflorescence at any face of the brick. Any white residue in the distilled water tank was also observed, i.e., looking for any sign of efflorescence or precipitation of mineral salt within the concrete matrix. For the water absorption test, the specimens were oven-dried for 24 h at 110 °C and then immersed in water. Both dry and wet weights were measured to quantify the water absorbance of the specimens.

Results and Discussions
From Phase 1, the optimum superplasticizer was determined at 1% of the cement weight with a water-cement ratio of 0.45. This was then applied in Phase 2 investigation for various fine aggregate replacements with different proportions of QD. The properties of the design mixes in Phase 2 are discussed in detail in the following sections.

Efflorescence and Water Absorption Tests
At the concrete curing age of 28 days, efflorescence and water absorption tests were carried out according to the ASTM specifications [66,69]. Only one specimen was prepared for concrete curing ages of 7 and 28 days. The bricks (with size of 215 × 100 × 65 mm) were placed on their header faces towards the ground in distilled water for seven days after the end of the curing session of 28 days, as shown in Figure 4. The bricks were next heated after the 7-days immersion at 110 °C for 24 h. Then, they were placed at 3 m away from the observer for the examination of any sign of efflorescence at any face of the brick. Any white residue in the distilled water tank was also observed, i.e., looking for any sign of efflorescence or precipitation of mineral salt within the concrete matrix. For the water absorption test, the specimens were oven-dried for 24 h at 110 °C and then immersed in water. Both dry and wet weights were measured to quantify the water absorbance of the specimens.

Results and Discussions
From Phase 1, the optimum superplasticizer was determined at 1% of the cement weight with a water-cement ratio of 0.45. This was then applied in Phase 2 investigation for various fine aggregate replacements with different proportions of QD. The properties of the design mixes in Phase 2 are discussed in detail in the following sections.

Densities and Slump Properties
From Table 5, the densities of 100% RS are found to be 25.7% and 29.6% lighter than the conventional concrete mixes for fresh and dry densities, respectively. The differences are due to the POFA content replacement of 20% of cement weight. The various replacements with QD show no significance in the fresh or oven-dry densities, with only a slight decrease in densities for higher replacement contents. Compared to conventional concrete, the computed highest reduction in the total dead load coming from the construction material is 35.0%. This will eventually help to reduce the transportation cost of (c) Figure 4. Immersion for efflorescence test.

Results and Discussions
From Phase 1, the optimum superplasticizer was determined at 1% of the cement weight with a water-cement ratio of 0.45. This was then applied in Phase 2 investigation for various fine aggregate replacements with different proportions of QD. The properties of the design mixes in Phase 2 are discussed in detail in the following sections.

Densities and Slump Properties
From Table 5, the densities of 100% RS are found to be 25.7% and 29.6% lighter than the conventional concrete mixes for fresh and dry densities, respectively. The differences are due to the POFA content replacement of 20% of cement weight. The various replacements with QD show no significance in the fresh or oven-dry densities, with only a slight decrease in densities for higher replacement contents. Compared to conventional concrete, the computed highest reduction in the total dead load coming from the construction material is 35.0%. This will eventually help to reduce the transportation cost of material and also fulfilling the supporting members' dimension needs. In the context of performance, almost all mixes achieve more than 17 MPa at 28-days of the characteristic concrete strength. The workability of all specimens is considered to have a high slumping value as the range is 209 to 231 mm.  Table 6, it is witnessed that the obtained compressive strengths can be categorized as structural concrete according to the ACI code specification of 17 MPa for both cube and brick size specimens. All specimens display a customary increasing trend in strength following the increase in the curing time. Additionally, the corresponding typical failure mode is shown in Figure 5. It can also be noticed in Table 5 that the increment of quarry dust replacement does not cause any effects on the strength gain throughout the curing ages. material and also fulfilling the supporting members' dimension needs. In the context of performance, almost all mixes achieve more than 17 MPa at 28-days of the characteristic concrete strength. The workability of all specimens is considered to have a high slumping value as the range is 209 to 231 mm.

Compressive Strength
From Table 6, it is witnessed that the obtained compressive strengths can be categorized as structural concrete according to the ACI code specification of 17 MPa for both cube and brick size specimens. All specimens display a customary increasing trend in strength following the increase in the curing time. Additionally, the corresponding typical failure mode is shown in Figure 5. It can also be noticed in Table 5 that the increment of quarry dust replacement does not cause any effects on the strength gain throughout the curing ages.   From the test observation, due to the low specific gravity of OPS, the design mixes showed tendency to segregate thereby potentially affecting their compressive strength [70]. Compared to previous similar mixes [71], the current finding showed an improvement of strength with the limestone powder inclusion. The filler effects of the limestone powder inflicted the hydration reaction to take place at optimum cement exposure with added water and hence promoting the strength development [72]. Moreover, ettringite was formed when applying limestone in the concrete matrix, which makes the concrete more durable [73].
It can be seen in Table 6 that the growth of compressive strength up to 28-days of concrete age for 30% QD + 70% RS is 29.8%, where it is only 27.5% for the control sample. The incorporation of POFA promotes strength development at a later concrete age with additional pozzolanic reaction because the pozzolanic activity can consume the calcium hydroxide in the interfacial transition zone (ITZ) to improve the binding of concrete with the aggregates. The calcium hydroxide usually resides in the area where concrete and the aggregates meet [74]. Furthermore, the hydroxide compounds commonly need a longer time to form C-S-H and C-A-H gels, which promotes later strength. These reactions concur with the addition of POFA into the concrete matrix due to its mineral composition and pozzolanic properties [40,75]. The SiO 2 in POFA can react with the Ca(OH) 2 from cement hydration to produce extra C-S-H bonding [76]. Table 7 summarizes that only 30% QD + 70% RS achieves the structural requirement of 2 MPa specification from the laboratory results. The splitting tensile strength displays the same enhancement trend as that depicted by the compressive strength, where the increment in compressive strength offers a positive effect on the tensile strength. There were several published equations used for the correlation of the splitting tensile based on the compressive strength of the concrete at specified concrete age. These include Equation (1) [39] for OPS as the replacement for coarse aggregate, Equation (2) for conventional concrete mixes [77], Equation (3) for lightweight concrete with densities between 1600 and 1860 kg/m 3 [78], and Equation (4) for fly ash as cement replacement [79]. Making a comparison with Table 6, Equation (3) is observed to display the most identical result with that of actual as gathered from the laboratory test. From Table 7, Equations (3) and (4) can be used to predict the empirical tensile strength of OPS and expanded clay concrete.

Splitting Tensile Strength
where f t is the splitting tensile strength, f cu is the characteristic compressive strength, f cy is the compressive strength (concrete age is not specified).

Flexural Strength
As summarized in Table 7, the three-point flexural test results also show a similar enhancement trend with those of compressive and tensile strengths. The typical failure can be found in Figure 6, which initiate by cracking. The flexural strength increased when the substitution of sand with quarry dust proportion was increased up to 30%. When the quarry dust reached 50%, the flexural strength tended to perform adversely when compared to those with lesser replacement. This observation matches with that of the previous investigation, which showed that 40% of sand replacement by QD was the optimum design mix [80].

Flexural Strength
As summarized in Table 7, the three-point flexural test results also show enhancement trend with those of compressive and tensile strengths. The typica can be found in Figure 6, which initiate by cracking. The flexural strength increas the substitution of sand with quarry dust proportion was increased up to 30%. W quarry dust reached 50%, the flexural strength tended to perform adversely wh pared to those with lesser replacement. This observation matches with that of vious investigation, which showed that 40% of sand replacement by QD was mum design mix [80].
f r = 0.58 f cu (8) where f r is the flexural strength, f cu is the characteristic compressive strength. From Table 7, Equations (5), (6) and (8) can be used to predict the empirical flexural strength of OPS and expanded clay concrete. However, Equation (5) demonstrates the most identical prediction values in the cases of the full sand replacement with QD and control specimens. There is not solely one equation that predicts well the flexural strength of all the proposed design mixes. Hence, a further correlation should be established for more accurate strength prediction in the absence of laboratory results. Figure 7 shows that the addition of OPS and more content of QD enhances the water absorption ability of the mixture. OPS may absorb 36% more water than conventional gravel concrete, according to a previous investigation [81]. Lower water absorption was found in the current research as OPS were pre-soaked before mixing with concrete resulting in lower water absorbance tendency. where fr is the flexural strength, fcu is the characteristic compressive strength.

Water Absorption
From Table 7, Equations (5), (6) and (8) can be used to predict the empirical flexu strength of OPS and expanded clay concrete. However, Equation (5) demonstrates most identical prediction values in the cases of the full sand replacement with QD a control specimens. There is not solely one equation that predicts well the flexu strength of all the proposed design mixes. Hence, a further correlation should be est lished for more accurate strength prediction in the absence of laboratory results. Figure 7 shows that the addition of OPS and more content of QD enhances the wa absorption ability of the mixture. OPS may absorb 36% more water than conventio gravel concrete, according to a previous investigation [81]. Lower water absorption w found in the current research as OPS were pre-soaked before mixing with concrete sulting in lower water absorbance tendency.

Efflorescence Test
All specimens were effloresced where a layer of mineral salt precipitation was ticed on their immersed surfaces, as shown in Figure 8. The primary type of salt form on the specimens was calcium carbonate, which came from the unreacted Ca(OH)2 fr the hydration. Ca(OH)2 was transported out to the 25 mm distilled water layer as the content was lower in the distilled water. After the immersion process, the samples w taken out and dried, during which the precipitation happened as Ca(OH)2 was in con with carbon dioxide to form CaCO3.

Efflorescence Test
All specimens were effloresced where a layer of mineral salt precipitation was noticed on their immersed surfaces, as shown in Figure 8. The primary type of salt formed on the specimens was calcium carbonate, which came from the unreacted Ca(OH) 2 from the hydration. Ca(OH) 2 was transported out to the 25 mm distilled water layer as the salt content was lower in the distilled water. After the immersion process, the samples were taken out and dried, during which the precipitation happened as Ca(OH) 2 was in contact with carbon dioxide to form CaCO 3 . Specimens with limestone powder may cause extra precipitation due to the reaction of Ca(OH)2 in the concrete matrix with the pozzolans (POFA) to form C-S-H gels and thereby increase the density of the concrete while pushing out the excess insoluble CaCO3 through the capillaries of the concrete. As the specimens with limestone powder experienced two phases of precipitation, it is justified that the efflorescence visibility was more obvious as compared to the control specimen. Specimens with limestone powder may cause extra precipitation due to the reaction of Ca(OH) 2 in the concrete matrix with the pozzolans (POFA) to form C-S-H gels and thereby increase the density of the concrete while pushing out the excess insoluble CaCO 3 through the capillaries of the concrete. As the specimens with limestone powder experienced two phases of precipitation, it is justified that the efflorescence visibility was more obvious as compared to the control specimen.

Effects of Drying Shrinkage
Drying shrinkage is one of the most common issues in the concrete industry attributed to its deteriorating effects on concrete strength. Drying shrinkage can be caused by the type of aggregate used, concrete rigidity, water-cement ratio, curing method, environment, etc. According to [82], the normal-weight concrete has a lower drying shrinkage than lightweight concrete, and this is mainly due to the properties and quantities of the aggregate [83]. OPS tends to have a higher water absorption rate than conventional gravel in the concrete matrix [84]. The smooth surface of OPS, with a lower specific surface area as compared to gravel, contributes to the higher drying shrinkage [85]. A lower water-cement ratio may minimize the drying shrinkage, as it has a low possibility of excessive water evaporation [86]. In turn, the minimization of the drying shrinkage may promote the concrete strength.
A higher replacement of quarry dust requires a larger amount of water for the concrete mix to be workable as quarry dust has a high affinity for water, creating a greater moisture suction scenario within the concrete matrix and hence the occurrence of drying shrinkage. This can be solved by prewetting the quarry dust before using it for casting purposes [53]. Furthermore, sand can help to reduce the drying shrinkage due to its filler properties in preventing the formation of water pockets inside the concrete matrix [87]. The magnified illustrations of fresh and grounded POFA are shown in Figure 9. Grounded POFA is able to slip in the gaps between coarse aggregates and undergo pozzolanic reactions [87]. Moreover, these pozzolanic reactions are able to reduce the water pockets in the concrete matrices and hence reduce the drying shrinkage, resulting in a more dense and solid concrete product.

Effects of Saturated Surface Dried Aggregate
Prewetted aggregates or saturated surface dried aggregates are the methods us saturate the inner pores of the aggregates before casting. The process is execute soaking the aggregates for 24 h before drying them under the sun or any way approp to achieve a dry surface, as suggested by [47]. This process is proposed to preven alternation of the designed water content of the mixes. Full hydration may not occ the water is consumed and attracted by aggregates. Among sun-dried aggreg air-dried aggregates, and saturated surface dry aggregates, the insertion of satu surface dried aggregates can produce concrete with the best mechanical properties [

Code Specifications
According to Malaysian standards, all mixes considered in the current study d meet the specifications of engineering blocks. However, they are within the lim load-bearing brick Classes 1 to 4. For Singapore standards, these mixes comply wit common bricks of Grade 2 and 3 specifications. Generally, the proposed design mixe (a) (b) Figure 9. SEM of (a) fresh and (b) grounded POFA [87].

Effects of Saturated Surface Dried Aggregate
Prewetted aggregates or saturated surface dried aggregates are the methods used to saturate the inner pores of the aggregates before casting. The process is executed by soaking the aggregates for 24 h before drying them under the sun or any way appropriate to achieve a dry surface, as suggested by [47]. This process is proposed to prevent the alternation of the designed water content of the mixes. Full hydration may not occur if the water is consumed and attracted by aggregates. Among sun-dried aggregates, air-dried aggregates, and saturated surface dry aggregates, the insertion of saturated surface dried aggregates can produce concrete with the best mechanical properties [88].

Code Specifications
According to Malaysian standards, all mixes considered in the current study do not meet the specifications of engineering blocks. However, they are within the limit of load-bearing brick Classes 1 to 4. For Singapore standards, these mixes comply with the common bricks of Grade 2 and 3 specifications. Generally, the proposed design mixes are only recommended for moderate weather conditions but not severe ones. This is due to the water absorption issue. Water absorption from the surrounding environment is another important performance indicator as this property may also reflect the absorbance of chemicals from the building outdoor to indoor, thus endangering its occupants. In order to address this concern, it is suggested here to apply one impermeable layer of coating to prevent the concrete from absorbing water from the surrounding environment. For a general comparison, Table 8 lists the compliances of the proposed design mixes with numerous existing codes of practice.

Cost Analysis
The preliminary costing of a brick fabrication has been calculated and compared to ordinary OPC brick. Table 9 shows the brick manufacturing cost with the proposed mix of 30% QD + 70% RS. The calculation is based on a single brick with the dimensions: a height of 65 ± 1.875 mm, width of 102.5 ± 1.875 mm, and length 215 ± 3 mm. Overall, the cost to fabricate a single repurposed brick is found cheaper than conventional cement brick. In addition, the beneficial properties for each brick type are included for reference. Depending on the code specifications, these investigated design mixes serve a wide range of applications for cement brick, as shown in Table 8, from non-load-bearing to load-bearing. By using local industrial wastes incorporated in the brick matrix, they are promoting a sustainable context in the construction industry. Although this green cement brick has lower strength, it is able to achieve structural use according to code specifications. For the high water absorption properties of this proposed green cement brick, it can be solved by introducing the waterproof cover on the concrete surface. As a low-density cement brick, it is also reducing the energy consumption through low heat transfer from the outdoor to the indoor environment [30,89] with lower manufacturing cost, and it should have a good soundproof property due to its low concrete density.

Conclusions
This study was devoted to the mechanical and physical properties examination of concrete mix with the full replacement of coarse aggregate with OPS, 20% of cement replacement with POFA, and different replacements of fine aggregate with QD as design mixes. Several conclusions can be drawn from the study: − All design mixes in the second phase met the minimal structural compressive strength of 17 MPa, whereas only 30% QD + 70% RS achieved the minimal tensile splitting strength of 2 MPa for a structural requirement. The compressive strength has been improved as compared to those in [29]. − The water absorptions of all specimens were between 14.9 to 18.3%, with densities of lesser than 1700 kg/m 3 . All design mixes were effloresced where a layer of mineral salt precipitation was found within the specimens. − It is found that the grounded POFA is able to slip in the gaps between coarse aggregates and undergo pozzolanic reactions. Moreover, these pozzolanic reactions are able to reduce the water pockets in the concrete matrices and hence reduce the drying shrinkage, resulting in a more dense and solid concrete product. − All design mixes complied with Malaysian (load-bearing brick of Classes 1 to 4), Singapore (common brick of Grades 2 and 3), and ASTM (building and facing bricks at moderate weather conditions) specifications.
− It is revealed that the specimens with limestone powder have experienced two phases of precipitation. This justified that the efflorescence visibility was more obvious as compared to the control specimen. − The cost to fabricate a single brick was found almost equivalent to a conventional cement brick.
Hence, the proposed green cement brick shows good feasibility to be applied in the construction industry in promoting materials sustainability and better waste management. It is also recommended to conduct a more comprehensive testing program to assess the potential use of the new bricks, such as length change, sound, and thermal insulation properties.