Development of Eco-Friendly Mortars Produced with Kaolin Processing Waste: Durability Behavior Viewpoint

: This study presents the development of new eco-friendly mortar compositions containing kaolin residues (KR) and assesses their durability behavior. Firstly, the natural and calcinated kaolin residues (600 ◦ C, 650 ◦ C, 700 ◦ C, 750 ◦ C, and 800 ◦ C) were characterized by X-ray diffraction (XRD), differential thermal analysis (DTA), granulometric analysis, and surface area. The kaolin residue calcinated at 800 ◦ C was chosen to be added to new compositions of mortar because it presented the best pozzolanic performance. The aging tests accomplished in internal (E i ) and external (E e ) environments were applied in mortars with a mass proportion of 1:2:6 (cement + KR: lime: sand), in which the KR, calcinated at 800 ◦ C, replaced the cement in the mass fraction of 0%, 5%, 10%, 15%, 20%, and 30%. The E i was performed for 30, 60, 90, 180, and 360 days, and the E e for 90; 210; 360; and 512 days. After the aging tests were completed, the mortar compositions containing KR were evaluated to determine their mineralogical phases (XRD), compressive strength (CS), and thermal behavior (DTA and thermogravimetry). In summary, the KR addition to the mortar compositions decreases the mechanical resistance to compression; however, mortars with a substitution of 10% and 20% presented resistance values within the minimum limit of 2.4 MPa established by ASTM C 270.


Introduction
Sustainable construction materials are being increasingly studied to minimize the environmental impacts generated by the civil construction sector. Many studies have targeted alternative materials to replace the use of cement in concretes and mortars to improve their sustainability. This is because the Portland cement production process releases one of the highest CO 2 emission rates in the world. It is estimated that about one ton of carbon dioxide is created for each ton of Portland cement produced [1][2][3].
Several studies have been carried out using alternative cementitious materials to replace Portland cement in concretes and mortars to mitigate their environmental impacts and reduce costs. Among the alternative materials are fly ash [4][5][6], blast furnace slag [7][8][9], eggshell powder [2,10], silica fume [11][12][13], limestone [14,15], calcium carbide residue [16], and calcined kaolin residue, which is undoubtedly one of the most well known alternative cementitious materials [17]. The kaolinite clay is the main constituent in the kaolin residues. When such residues are submitted to thermal treatment, under controlled conditions, kaolinite dehydroxylation is guaranteed, whereby it transforms itself into an amorphous structure called metakaolinite. Metakaolin can be used in civil construction and added to mortars to act as a material pozzolanic. The main property of a pozzolana is kept in a place protected from external climatic actions (a laboratory environment with temperatures between 21 • C and 30 • C, and an air humidity of~78%) for 30, 60, 90, 180, and 360 days. The test specimens submitted to the aging test in an external environment were kept in a place that permitted their exposure to the environment's natural climatic conditions. The samples from this test were kept in this environment for 90, 210, 360, and 512 days.

Characterizations
The chemical composition was defined using X-ray fluorescence (Shimadzu, EDX 720). The mineralogical phase characterization was performed by X-ray diffraction (XRD) using a Shimadzu XRD6000 equipment with Cu Kα radiation (40kV/30mA), and a goniometer speed of 2 • C/min −1 , step of 0.02 • , and the JCPDS database. Thermogravimetric (TGA) and differential thermal (DTA) analyses were performed using a BP Engenharia equipment (model RB-300) with a nitrogen atmosphere and heating rate equal to 12.5 • C/min −1 . All thermal analyses were performed in platinum crucibles and the temperature range was kept between 25-1000 • C. Before the mineralogical (XRD) and thermal (TGA and DTA) tests, the mortar samples were packed in polyethylene bags to prevent carbonation and the tests were carried out on the same day.
The particle size distribution of kaolin residue was determined by laser diffraction (Cilas, 1064 LD), and the specific area was evaluated using the BET methodology (ASAP 2420 V2.02). The pozzolanic activity (I PA ) was measured from test specimens (50 mm x 100 mm) manufactured from two mortar compositions. The first composition, called reference mortar (mortar ref.), only contained Portland cement. In the second composition (mortar KR), 20% of the cement was replaced by calcined kaolin residue. In both compositions, the H 2 O/PC or H 2 O/(PC + KR) ratio was equal to 0.485, as specified in ASTM C311M [27]. Compressive strength (CS) measurements were performed using test specimens cured for 7, 14, and 28 days, and the I PA value was calculated with the aid of Equation (1): where CSM Ref (MPa) and CSM KR (MPa) correspond to the CS values measured using the mortar ref. and mortar KR samples, respectively. After each exposure period (durability tests), compressive strength tests were carried out in accordance with ASTM C39/C39M [28]. All experiments were performed on a universal mechanical testing machine (SHIMADZU, AG-IS) with a loading speed of 0.25 ± 0.05 MPa/s. Mineralogical (XRD) and thermal (TGA and DTA) tests were also carried out to monitor the phase transformations.
The DTA curves measured from natural and calcined kaolin residues are shown in Figure 3. The natural kaolin residue has an endothermic peak at around 600 • C, which is characteristic of kaolinite dehydroxylation, giving rise to amorphous metakaolinite [29]. Such a kaolinite dehydroxylation peak (at 600 • C) was not observed in the DTA curves measured from the calcined kaolinite residues. An exothermic peak at 900 • C is related to mullite nucleation [30,31], which was identified in all DTA curves.
The granulometric and surface area analysis of Portland cement particles, hydrated lime, and natural and calcined kaolin residues are listed in Table 3. In general, the natural and calcined kaolin residues presented an average particle diameter between 12.1 µm and 19.0 µm. The specific surface area is a relevant factor in the pozzolanic reaction since it depends strongly on the structure of the surface and its specific area [32,33]. It is worth remembering that the larger the specific area, the greater the reactivity of the material. Furthermore, the material's specific area tends to be larger if the particle size is smaller [34,35]. A greater fineness of the kaolin residue leads to an improvement in its pozzolanicity. Therefore, the calcined kaolin residue at the temperature of 800 • C was used to prepare the mortar compositions investigated in this study because it had the smallest average particle diameter (12.8 µm) and the largest specific area (25.95 m 2 /g). Huang et al. [29] evaluated the influence of the calcination temperature (500-1000 • C) on the pozzolanic activity in the kaolin residues from southwest China. They found that the best calcination temperature for converting the kaolin residue into metakaolin with a high pozzolanic index was 800 • C. The DTA curves measured from natural and calcined kaolin residues are shown in Figure 3. The natural kaolin residue has an endothermic peak at around 600 °C, which is characteristic of kaolinite dehydroxylation, giving rise to amorphous metakaolinite [29]. Such a kaolinite dehydroxylation peak (at 600 °C) was not observed in the DTA curves measured from the calcined kaolinite residues. An exothermic peak at 900 °C is related to mullite nucleation [30,31], which was identified in all DTA curves.  The DTA curves measured from natural and calcined kaolin residues are shown in Figure 3. The natural kaolin residue has an endothermic peak at around 600 °C, which is characteristic of kaolinite dehydroxylation, giving rise to amorphous metakaolinite [29]. Such a kaolinite dehydroxylation peak (at 600 °C) was not observed in the DTA curves measured from the calcined kaolinite residues. An exothermic peak at 900 °C is related to mullite nucleation [30,31], which was identified in all DTA curves.    Figure 4 shows the compressive strength (CS) and the pozzolanic activity index (I PA ) measured from mortars without and with kaolin residue calcined at 800 • C (mortar ref. and mortar KR 800 • C, respectively). As previously mentioned, in the sample used to assess the I PA value, 20% of the cement was replaced by calcined kaolin residue. All samples were cured for 7, 14, and 28 days. For samples cured for 7 days, it was observed that the addition of kaolin residue resulted in a decrease in compressive strength of 8.2% (I PA = 91.8%). Such behavior occurred because replacing part of the cement with pozzolan decreases its resistance, due to less cementing fraction. In addition, pozzolanic reactions are slow, so it is only with time that resistance increases. Such behavior is related to the formation of calcium silicate hydrate (CSH) resulting from the reaction between calcined kaolin residue and portlandite, i.e., a pozzolanic reaction. As expected, the CSH formation increases the mechanical strength. For cure times equal to 14 and 28 days, the mortar KR 800 • C sample showed slight CS values than the samples measured for the mortar ref. (I PA > 100%). From the perspective of mechanical strength, this result indicates that the kaolin residue, calcined at 800 • C, has the potential to replace cement in mortar. All I PA values were higher than the minimum limit of 75% recommended by ASTM C618 [36].      (Figure 5d-e). The portlandite (Ca(OH) 2 , JCPDS 72-0156); ettringite (3CaO · Al 2 O 3 · 3CaSO 4 · 32H 2 O, JCPDS 72-0646); calcite (CaCO 3 , JCPDS 05-0586); and quartz (SiO 2 , JCPDS 46-1045) were phases identified in the mortars exposed to the internal and external environment. However, the intensity of the portlandite phase peaks decreased with time. Such behavior is strongly related to the pozzolanic reactions and the carbonation process. This indicates that the pozzolanic reaction and the carbonation process, over time, have consumed the portlandite.    were phases identified in the mortars exposed to the internal and external environment. However, the intensity of the portlandite phase peaks decreased with time. Such behavior is strongly related to the pozzolanic reactions and the carbonation process. This indicates that the pozzolanic reaction and the carbonation process, over time, have consumed the portlandite.   (Figures 6a,b) and 360 days (Figures 6c,d). In general, it is possible to see that all the curves have a similar thermic profile. In summary, all mortars show four stages of mass loss. The first stage is identified in the temperature range between 25-100 °C and is associated with the evaporation of free water, adsorbed water loss, and water coordinated to cations. The second stage occurs in the temperature range between 101-400 °C and corresponds to the dehydration of ettringite, hydrated calcium silicate (CSH), and the decomposition of hemi compounds and monocarbonates (AFm). The dehydration regions of CSH and ettringite are superimposed; however, it is possible to observe peaks at around 156 °C which correspond to the loss of water in the ettringite phase [37][38][39]. The decomposition of hemi and monocarbonate components is more evident at 360 days (Figure 6d), a process in which it is possible to observe the formation of an endothermic band at around 215 °C. The last 2 stages occur in the temperature range between 401-500 °C and 501-1000 °C, and are related to the decomposition of calcium hydroxide (Ca(OH)2 → CaO    (Figure 6a,b) and 360 days (Figure 6c,d). In general, it is possible to see that all the curves have a similar thermic profile. In summary, all mortars show four stages of mass loss. The first stage is identified in the temperature range between 25-100 • C and is associated with the evaporation of free water, adsorbed water loss, and water coordinated to cations. The second stage occurs in the temperature range between 101-400 • C and corresponds to the dehydration of ettringite, hydrated calcium silicate (CSH), and the decomposition of hemi compounds and monocarbonates (AFm). The dehydration regions of CSH and ettringite are superimposed; however, it is possible to observe peaks at around 156 • C which correspond to the loss of water in the ettringite phase [37][38][39]. The decomposition of hemi and monocarbonate components is more evident at 360 days (Figure 6d), a process in which it is possible to observe the formation of an endothermic band at around 215 • C. The last 2 stages occur in the temperature range between 401-500 • C and 501-1000 • C, and are related to the decomposition of calcium hydroxide (Ca(OH) 2 → CaO + H 2 O) and calcium carbonate (CaCO 3 → CaO + CO 2 ), respectively [40][41][42]. The mass loss in these regions can be used to determine the Ca(OH) 2 and CaCO 3 content. It is worth mentioning that calcite (CaCO 3 ), a carbonation product, tends to reduce the mortars' strength.  (Figure 7b). For all compositions, endothermic peaks were observed at around 156 °C and 215 °C, which are related to ettringite and AFm (hemicarbonate and monocarbonate) phases, respectively [39,43]. It is known that calcined KR, in addition to silicon, has a high content of alumina in its composition (see Table 1). Thus, the presence of hemi and monocarbonate compounds are probably associated with the chemical reaction of calcite (CaCO3) from lime, and the extra alumina present in the system is likely due to the addition of kaolin residue. It is important to emphasize that the formation of hemi and monocarbonate compounds inhibits the formation of monosulfate, so the ettringite remains in the system for a longer period of time [44]. The ettringite, hemi, and monocarbonate phases occupy a greater volume of solid hydrates in the mortar pores compared to monosulfates, thus encouraging the filling up of voids and the attainment of mechanical strength [45].

M0-Ee
Intense peaks at ~461-480 °C and ~750 °C were also observed, which are associated with portlandite and calcium carbonate. This indicates that all mortars present an excess An increase in loss was observed for all samples studied after 360 days of aging in the internal environment (Figure 6c,d). This result may be related to the exposure of the mortars to the ambient air, causing carbonation from the reaction with CO 2 . In fact, the intensity of the endothermic peaks related to calcite decomposition (CaCO 3 ) increases with time (see Figure 6b,d). Moreover, the intensity of the endothermic peaks, from the dehydroxylation of portlandite (Ca(OH) 2 ) decreased significantly with time. This indicates that portlandite was consumed by the carbonation reaction.
For M0 (mortar without KR) the mass loss in the fourth region (i.e, the zone related to calcite decomposition) was approximately 18.6% and 32.7%, at 30 days and 360 days, respectively. However, for the samples with KR (M5, M10, M15, M20, and M30) the losses in this region were smaller, in the range of 9.9-11.6% and 30.4-31.6%, at 30 and 360 days. This indicates that the formation of CSH was probably favored in the samples with calcined KR and, as a consequence, the carbonation effect was relatively moderate. Figure 7a,b show the DTA curves of mortars aged naturally in an external environment for 90 days (Figure 7a) and 512 days (Figure 7b). For all compositions, endothermic peaks were observed at around 156 • C and 215 • C, which are related to ettringite and AFm (hemicarbonate and monocarbonate) phases, respectively [39,43]. It is known that calcined KR, in addition to silicon, has a high content of alumina in its composition (see Table 1). Thus, the presence of hemi and monocarbonate compounds are probably associated with the chemical reaction of calcite (CaCO 3 ) from lime, and the extra alumina present in the system is likely due to the addition of kaolin residue. It is important to emphasize that the formation of hemi and monocarbonate compounds inhibits the formation of monosulfate, so the ettringite remains in the system for a longer period of time [44]. The ettringite, hemi, and monocarbonate phases occupy a greater volume of solid hydrates in the mortar pores compared to monosulfates, thus encouraging the filling up of voids and the attainment of mechanical strength [45]. In carbonation, CO2 comes into contact with water and the carbonate elements (Ca(OH)2, C-S-H, C2S, and C3S) in the mortar pores. This process depends on relative humidity, temperature, and CO2 concentration. Furthermore, the inefficient compaction and high water-cement ratio generate high permeability in the material [46]. For mortars cured at 512 days (Figure 7b), it is possible to observe the appearance of exothermic bands between the temperatures of 215-450 °C. These bands refer to the crystallization of CSH.  (Figure 8a, c, and e) and external environments (Figure 8b, d, and f). In Figure 8a, it is possible to observe an increase in the compressive strength of samples cured up to 180 days. Such behavior is related to the cement hydration process and the pozzolanic reactions.
The main products formed during the cement hydration process are hydrated calcium silicate (primarily CSH) and portlandite Ca(OH)2. CSH is a non-crystalline product, called agglomerating gel, that provides resistance to mortar and concrete and contributes significantly to the durability of cementitious materials. Moreover, due to the pore refinement process, there is a decrease in the permeability of the system and, therefore, a hinderance to the contact of reactive substances with the cement. On the other hand, portlandite consists of low resistance crystals that are soluble in water and which do not contribute to the material's resistance and durability [6,47,48].
In the pozzolanic reaction, the calcined kaolin residue (metakaolin) reacts with calcium hydroxide (portlandite) to form additional hydrated calcium silicate (secondary CSH), see Equation 2. Figure 9 shows the schematic representation of the microstructure of the material without pozzolan and with the incorporation of pozzolan. The CSH particles are smaller when compared to Ca(OH)2, and have the ability to occupy capillary voids. These particles also have a greater specific area, providing the cement paste with greater mechanical resistance [49].
Regardless of the aging test type (internal and external environments), M10, M15, and M30 samples showed lower compressive strength values than the reference sample Intense peaks at~461-480 • C and~750 • C were also observed, which are associated with portlandite and calcium carbonate. This indicates that all mortars present an excess of free lime. The increase in the curing time from 90 to 512 days caused the displacement and intensification of the peak relative to calcium carbonate. With the displacement, the CaCO 3 peak occurred from~752 • C to~788 • C. Such behavior is related to the consumption of portlandite by the pozzolanic reaction and carbonation.
In carbonation, CO 2 comes into contact with water and the carbonate elements (Ca(OH) 2 , C-S-H, C 2 S, and C 3 S) in the mortar pores. This process depends on relative humidity, temperature, and CO 2 concentration. Furthermore, the inefficient compaction and high water-cement ratio generate high permeability in the material [46]. For mortars cured at 512 days (Figure 7b), it is possible to observe the appearance of exothermic bands between the temperatures of 215-450 • C. These bands refer to the crystallization of CSH. Figure 8a-f show the CS values and percentages of increase/decrease in the samples submitted to natural aging in the internal (Figure 8a,c,e) and external environments (Figure 8b,d,f). In Figure 8a, it is possible to observe an increase in the compressive strength of samples cured up to 180 days. Such behavior is related to the cement hydration process and the pozzolanic reactions. aging in an external environment (Figure 8d,f), which indicates that, although it has presented considerable initial gains, the replacement of cement with calcined kaolin residue, in the proportions of 10%, 15%, and 30%, did not lead to an improvement in its durability over time.  The main products formed during the cement hydration process are hydrated calcium silicate (primarily CSH) and portlandite Ca(OH) 2 . CSH is a non-crystalline product, called agglomerating gel, that provides resistance to mortar and concrete and contributes significantly to the durability of cementitious materials. Moreover, due to the pore refinement process, there is a decrease in the permeability of the system and, therefore, a hinderance to the contact of reactive substances with the cement. On the other hand, portlandite consists of low resistance crystals that are soluble in water and which do not contribute to the material's resistance and durability [6,47,48].
In the pozzolanic reaction, the calcined kaolin residue (metakaolin) reacts with calcium hydroxide (portlandite) to form additional hydrated calcium silicate (secondary CSH), see Equation (2). Figure 9 shows the schematic representation of the microstructure of the material without pozzolan and with the incorporation of pozzolan. The CSH particles are smaller when compared to Ca(OH) 2 , and have the ability to occupy capillary voids. These particles also have a greater specific area, providing the cement paste with greater mechanical resistance [49].
Sustainability 2021, 13, x FOR PEER REVIEW 12 of 16 . Figure 9. The schematic representation of the microstructure of cementitious material with and without the addition of pozzolan.
In general, there is a considerable decrease in the mechanical strength for all mortars with the evolution of the curing time ranging from 180 to 360 days (internal environment aging: Figure 8a) and from 360 to 512 days (external environment aging: Figure 8b). Such behavior can be associated with the carbonation process. Carbonation occurs due to carbon dioxide gas (CO2), present in the air, penetrating the mortars through the pores in the material. In the presence of water, CO2 dissolves and forms CO3 2− ions which react with Ca 2+ ions to form calcite, as shown in Equation 3. Ca 2+ ions originate mainly from portlandite.
In addition to the portlandite, other hydrated compounds (calcium aluminates and silicates) are also sensitive to CO2 attack. The reaction between CO2 and Ca(OH)2 is more favorable from a kinetics viewpoint. For example, the reaction between CO2 and Ca(OH)2 is three times faster than the reaction between CO2 and CSH, which is twenty times faster than the reaction between CO2 and C2S, and fifty times faster than the reaction between CO2 and C3S [17,50]. Figure 10 schematically shows the carbonation process that occurs when CO2 enters the mortar surface through the pores in the material.
The composition with 20% of residue (M20) presented the lowest percentage of resistance loss among all the compositions, and was the only case that, at the end of the whole process, presented resistance gain in both forms of aging (internal and external environments), see Figure 8e,f. At the end of the 360 days, in the internal environment aging test, the compressive strength of this composition surpassed the MPa of the other compositions (3.3 ± 0.25). This shows that, even with carbonation, the M20 sample degraded less. This behavior is probably associated with the greater packaging of particles, making CO2 access more difficult and reducing the carbonation effect. Figure 11 shows the water absorption results (WA) of the mortars after the aging test in the internal environment. It is Regardless of the aging test type (internal and external environments), M10, M15, and M30 samples showed lower compressive strength values than the reference sample (M0). Moreover, at the end of the aging period in the internal environment (30 to 360 days), there was no resistance gain for M10, M15, and M30 samples. It is noteworthy that the M15 sample showed a 33% reduction in resistance to the initial cure time (30 days), see Figure 8e. These same mortars showed similar behavioral patterns when subjected to aging in an external environment (Figure 8d,f), which indicates that, although it has presented considerable initial gains, the replacement of cement with calcined kaolin residue, in the proportions of 10%, 15%, and 30%, did not lead to an improvement in its durability over time.
In general, there is a considerable decrease in the mechanical strength for all mortars with the evolution of the curing time ranging from 180 to 360 days (internal environment aging: Figure 8a) and from 360 to 512 days (external environment aging: Figure 8b). Such behavior can be associated with the carbonation process. Carbonation occurs due to carbon dioxide gas (CO 2 ), present in the air, penetrating the mortars through the pores in the material. In the presence of water, CO 2 dissolves and forms CO 3 2− ions which react with Ca 2+ ions to form calcite, as shown in Equation (3). Ca 2+ ions originate mainly from portlandite.
In addition to the portlandite, other hydrated compounds (calcium aluminates and silicates) are also sensitive to CO 2 attack. The reaction between CO 2 and Ca(OH) 2 is more favorable from a kinetics viewpoint. For example, the reaction between CO 2 and Ca(OH) 2 is three times faster than the reaction between CO 2 and CSH, which is twenty times faster than the reaction between CO 2 and C 2 S, and fifty times faster than the reaction between CO 2 and C 3 S [17,50]. Figure 10 schematically shows the carbonation process that occurs when CO 2 enters the mortar surface through the pores in the material.
Therefore, the porosity present in the mortars and concretes is one factor that can affect durability and stability since it facilitates the aggressive agent diffusibility to the material, such as carbon dioxide, acidic solutions, and sulfides. Thus, it is essential to highlight the importance of studying the degradation behavior of mortars containing residues, since the result of their resistance, which is generally measured after curing in 28 days, does not always indicate the real behavior of this material over time. Furthermore, it is essential to consider the content of substitution for the use of residues in mortars. The M0, M10, and M20 samples presented resistance values within the minimum limit (2.4MPa) established by ASTM C 270 [51] in both types of aging tests (internal and external environments).  The composition with 20% of residue (M20) presented the lowest percentage of resistance loss among all the compositions, and was the only case that, at the end of the whole process, presented resistance gain in both forms of aging (internal and external environments), see Figure 8e,f. At the end of the 360 days, in the internal environment aging test, the compressive strength of this composition surpassed the MPa of the other compositions (3.3 ± 0.25). This shows that, even with carbonation, the M20 sample degraded less. This behavior is probably associated with the greater packaging of particles, making CO 2 access more difficult and reducing the carbonation effect. Figure 11 shows the water absorption results (WA) of the mortars after the aging test in the internal environment. It is possible to observe that, at the end of the 360 days, M20 presented the lowest value of WA (12.6 ± 0.3)% compared with the other compositions. In this way, it is reasonable to infer that the M20 sample presented minor porosity, at least between 90 and 360 days of acting under the internal environment. Such a conclusion strengthens the idea of CO 2 access reducing the carbonation effect.
Therefore, the porosity present in the mortars and concretes is one factor that can affect durability and stability since it facilitates the aggressive agent diffusibility to the material, such as carbon dioxide, acidic solutions, and sulfides. Thus, it is essential to highlight the importance of studying the degradation behavior of mortars containing residues, since the result of their resistance, which is generally measured after curing in 28 days, does not always indicate the real behavior of this material over time. Furthermore, it is essential to consider the content of substitution for the use of residues in mortars. The M0, M10, and M20 samples presented resistance values within the minimum limit (2.4 MPa) established by ASTM C 270 [51] in both types of aging tests (internal and external environments).

Conclusions
Based on our results, it can be concluded that the partial replacement of Portland cement with kaolin residue in coating mortars is feasible. The addition of calcined kaolin residue in the mortars reduced the mechanical resistance to compression in practically all substitution levels. However, mortars with a 10% and 20% substitution presented resistance values within the minimum limit of 2.4 MPa established by ASTM C 270. The content of replacing cement with a kaolin residue influenced the durability behavior of the mortars. Incorporating the residue in the substitution proportions of 5%, 10%, 15%, and 30% did not improve their mechanical resistance or durability. The composition with 20% of kaolin residues presented, again, compressive strength at the end of the entire aging process to the initial evaluation stages. And at the end of 360 days of aging in an internal environment, the compressive strength of this composition surpassed the MPa of the other compositions (3.3 ± 0.25).