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Article

Utilization of Industrial Byproducts for Enhancing the Properties of Cement Mortars at Elevated Temperatures

by
Vasiliki Pachta
* and
Eleftherios K. Anastasiou
Laboratory of Building Materials, School of Civil Engineering, Aristotle University of Thessaloniki, 541 24 Thessaloniki, Greece
*
Author to whom correspondence should be addressed.
Sustainability 2021, 13(21), 12104; https://doi.org/10.3390/su132112104
Submission received: 1 October 2021 / Revised: 27 October 2021 / Accepted: 28 October 2021 / Published: 2 November 2021
(This article belongs to the Special Issue Building Materials and Sustainable Architecture)
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Abstract

:
The research on industrial byproducts, such as slags and fly ash, was intense during the last decades in the building sector. Apart from the environmental benefits coming from their exploitation, their application may lead to the production of cost effective and durable building materials, such as mortars and concrete. The impact of industrial byproducts on the resistance of materials to fire and elevated temperatures was assessed by many scientists, however, it is still an open field of research. In this study, locally available byproducts were investigated, including High Calcium Fly Ash (HCFA), coming from lignite-fired power plants, as well as Ladle Furnace Steel (LFS) slag and Electric Arc Furnace (EAF) slag aggregates, originating from the steel making industry. Six mortar compositions were manufactured with substitution of Ordinary Portland Cement (OPC) with HCFA and LFS slag (20% w/w) and of natural aggregates with EAF slag (50% w/w). At the age of 7, 28, and 90 days, the physico-mechanical properties of the specimens were recorded, while they were further exposed at elevated temperatures, concerning 200 °C, 400 °C, 600 °C, 800 °C, and 1000 °C. After each exposure, their physico-mechanical and microstructure characteristics were identified. From the evaluation of the results, it was asserted that HCFA and EAF slag aggregates enhanced the overall performance of mortars, especially up to 600 °C. LFS was beneficial only in combination with EAF slag aggregates.

1. Introduction

Concrete production worldwide requires increasing amounts of raw materials, while industrial byproducts can be used to meet this demand [1,2,3,4], either as supplementary cementitious materials, or as alternative aggregates, as already proven by several researchers [5,6,7,8]. High Calcium Fly Ash (HCFA) and Ladle Furnace Steel (LFS) slag are two alternative industrial byproducts that could be used as cement replacement [9,10], while Electric Arc Furnace (EAF) slag could be used as alternative aggregate [11]. All three of them are produced at significant amounts at various regions around the world [12,13]. However, incorporating alternative materials in concrete requires extensive research regarding their short and long-term performance. Strength development, fresh state properties and durability are some aspects to be investigated, as well as performance under elevated temperatures.
Generally, composite materials undergo significant alterations at elevated temperatures, depending on their aggregates’ type, mix design, moisture content, as well as state of preservation [14,15,16,17]. Their postfire degradation is also affected by the fire scenario exposed to, concerning heating rate, maximum temperature and exposure time [18,19].
Exposure at extreme temperatures has a significant impact on both the binding system and aggregates of the matrix, as well as their interfacial transition zone (ITZ), leading to several physico-chemical alterations. Up to 100 °C, free water evaporates, whereas capillary and chemically bound water is further removed [14,20,21]. Ettringite’s decomposition occurs at 100–200 °C, portlandite’s (Ca(OH)2) dehydroxylation at 400–500 °C, and calcite’s (CaCO3) decomposition at 700–800 °C [21,22,23,24]. At 550–600 °C, the α- to β-quartz transformation of aggregates is recorded [21]. These alterations, influence both the physical and mechanical properties of the matrix, showing an extreme porosity increase (due to cracks formation) and significant strength decrease, minimized above 800 °C [15,25,26,27,28].
The utilization of industrial byproducts, such as FA, LFS, and EAF slag aggregates, seems a very promising alternative, apart from the environmental benefits, for producing fire resistant concrete and mortars. Relevant studies documented the positive impact deriving from the substitution of Ordinary Portland Cement (OPC) and natural aggregates by them, influencing both their postfire physical and mechanical properties [15,25,26,27,28,29,30,31]. Relevant research started in the 1970s, mostly concerning the influence of PFA concrete at elevated temperatures [25,32], whereas it was enhanced during the last decades.
Xu et al. [15] investigated the positive influence of pulverized fly ash (PFA) in concrete after exposure at elevated temperatures by replacing 25 and 55% of OPC by PFA. Residual compressive strength was enhanced, as well as microhardness values. Rais et al. [29] studied the postfire positive effect of fly ash in cement mortars (replacement of 10, 25, 40, 50% of OPC by FA). Although FA presence decreased initial strength values, it enhanced mechanical properties after temperature exposure, especially up to the substitution of 25% of OPC, achieving a denser structure. Poon et al. [25] investigated the performance of concrete up to 800 °C, incorporating fly ash and blast furnace slag, stating that they both improved properties, especially mechanical strength, up to exposure at 600 °C. Finally, Ma et al. [33] studied the behavior of cement mortars with a gradual replacement of cement (up to 15%) by copper slag (CS), showing a strength increase up to 600 °C.
Regarding the use of slag aggregates, Ameri et al. [28] studied the behavior of cement-mortars at elevated temperatures with a gradual replacement of natural aggregates by CS. The best performance was achieved by replacing the 20% of aggregates by CS, resulting in a 24% increase of strength at 800 °C, as well as a denser structure and lower microcracking. The use of more than 60% of CS had generally a negative influence on the mortar’s properties. Netinger Grubeša et al. [26] investigated the residual properties of concrete using steel slag aggregates and FA up to 800 °C, stating that at 500 °C, steel slag is subjected to an extreme mineralogical transformation, negatively affecting mechanical properties.
According to the literature review, the influence of FA and CS was widely studied in cement mortars and concrete exposed at elevated temperatures, while there is a lack of relevant research on HCFA and LFS. Meanwhile, it is important for such studies to be implemented to fully understand the mechanisms occurring during exposure at extreme temperatures, as well as the impact of byproducts on the postfire properties of materials. In this study, an effort was made to investigate the influence of the partial substitution of OPC by HCFA and LFS (20% w/w), as well as of natural aggregates by EAF slag aggregates (50% w/w), on the physical, mechanical, and microstructure properties of cement mortars, before and after their exposure at elevated temperatures (200–1000 °C). Results were comparatively evaluated and the effectiveness of the industrial byproducts’ use was recorded.

2. Materials and Methods

2.1. Constituents of the Trial Mixes

For the needs of the experimental study, two series (A, B) of 3 trial mixes each, were manufactured and tested (totally 6 mixtures). In series A, natural aggregates of siliceous origin were used, in gradation 0–4 mm, while in B, 50% w/w of the natural aggregates were substituted by EAF slag aggregates of the same gradation. The binders concerned Portland cement CEM I42.5R, as well as HCFA and LFS that substituted the 20% w/w of CEM. The industrial byproducts were of local origin; HCFA originated from the lignite-fired power plants, while slags (LFS, EAF) from the steel making industry.
The Binder/Aggregate (B/A) ratio was 1/3 by weight for all compositions, while the Water/Binder (W/B) ratio ranged from 0.42 to 0.48, to achieve workability 15 ± 0.5 cm, according to ASTM C1437-13 [34]. For reducing the water demand, a polycarboxylate superplasticizer (sulphate free) was added (1% w/w of binders), in all mixtures. The manufacture and curing of the mortars were performed according to ASTM C109M-13 [34] and EN 196-1:1995 [35], while 18 prismatic specimens (4 × 4 × 16 cm) were manufactured for each composition.
The characteristics of the raw materials used are presented in Table 1, Table 2 and Table 3, where the constituents and proportions of the mortar mixtures are also shown.

2.2. Testing Procedure

At the age of 7, 28, and 90 days, the physical and mechanical properties of the mortars were tested. The tests concerned determination of porosity, absorption, and apparent specific gravity (RILEM CPC 11.3), water absorption coefficient due to capillary action according to ASTM C1585-13c (ASTM 2013c), dynamic modulus of elasticity based on ultrasounds according to ASTM C215-14 [36], and flexural and compressive strength following ASTM C348-14 [37] and ASTM C349-15 [38], respectively. Mechanical properties were tested in 3 specimens/composition, whereas physical in one specimen. The volume and mass changes of 2 specimens/composition, cured at RH 60 ± 2% and 20 ± 1 °C, were determined in an effort to indicate their shrinkage deformations [21]. The obtained results concerned the mean values of the tested specimens.
At 28 days, two specimens from each mortar composition were subjected at elevated temperatures concerning 200 °C, 400 °C, 600 °C, 800 °C, and 1000 °C. Heating was performed in an electric furnace, in which the temperature rate and duration time were manually set. The heating scheme, heating-cooling rate, maximum temperature, exposure time, followed RILEM TC 200-HTC Recommendation [39], previous research work [19,21], and relevant studies [17,28,40]. The heating rate was 5 °C/min, the exposure period (at the maximum temperature) 2 h and the cooling rate 2 °C/min. Figure 1 depicts the heating scheme conducted.
After the exposure at each temperature, the specimens were maintained for 24 h at laboratory conditions (20 ± 2 °C and 60 ± 5% RH). A series of tests were afterwards conducted, regarding volume and weight changes, determination of porosity, absorption, apparent specific gravity, dynamic modulus of elasticity, flexural and compressive strength. Macroscopic and microstructure observation was also assessed, with the latter to be performed with a stereoscope (Leica Wild M10, Leica Microsystems, Germany), assisted by image analysis (ProgRes).
Additionally, color identification according to the Munsel chart was realized, as well as mineralogical investigation through X-Ray diffraction (XRD). A 2D Phaser, 2nd Generation, diffractometer was used (Bruker Instruments), while X-ray diffraction patterns were recorded at Cu Ka (30 kV and 10 mA, λ = 1.540 Å), from 2° θ to 75° θ, with step 0.02° θ and time per step 0.4 s. For the XRD functions, the software EVA V5.0 (Bruker) and the COD database (Crystallography Open Database) were used.
All results were comparatively evaluated to assess the mortars’ behavior at the elevated temperatures and document the impact of EAF, HCFA, and LFS on their overall performance.

3. Results and Discussion

3.1. Reference Mortars

3.1.1. Water to Binder Ratio

Regarding the water content of the mortars, compared to their respective workability (Table 3), it maybe asserted that the substitution of CEM by HCFA (20% w/w) increased the water demand (A2), whereas LFS slightly reduced it (A3). The use of EAF steel slag aggregates (series B), which were used in a saturated-surface dry condition, also seemed to slightly decrease the water content, which was maintained at the same level with the natural aggregates’ series (A).
These findings were in accordance with relevant studies on modified concrete and cement mortars, indicating that the substitution of 20–25% w/w OPC by FA or HCFA increases the water demand, resulting in a slightly lower consistency [27,29,31]. LFS maintains or even enhances workability, depending on its chemical composition and fineness [31,41], while steel slag aggregates may decrease [28] or increase [30] the water demand, according to their type, proportion, and gradation.

3.1.2. Physical Properties

In Figure 2, the volume and mass changes of the mortar specimens are presented to estimate their shrinkage deformations. Values were recorded up to 45–50 d, showing the specimens’ performance regarding volume and mass stability.
Weight was reduced in all cases (Figure 2a), especially during the first 20 days, with the final loss to range from 0.6 to 1%. The HCFA (A2) and LFS (A3) addition mainly affected the behavior of the mixtures after 20 days, slightly reducing the loss. Slag aggregates enhanced mass stability in the CEM (B1) and CEM-HCFA (B2) matrix, whereas they significantly reduced it in CEM-LFS (B3).
Volume changes (Figure 2b) were intense in the first 10 days, where various fluctuations were recorded. They mostly concerned volume reduction (1.0–2.5%), except for composition A2 that showed a slight expansion in the first 6 days. Generally, the HCFA addition (A2) enhanced volume stability, in accordance to literature [27]. LFS (A3) induced changes, while slag aggregates significantly ameliorated the matrix (B3), which had the best performance. They slightly affected the reference mortar (B1) and worsened the behavior of B2 (CEM-HCFA).
These observations were in accordance with relevant literature and former experimental results [30], indicating that EAF slag aggregates may have a beneficial effect on the volume and mass stability of the mixtures.
From the evaluation of the trial mixes physical properties (Table 4), it was asserted that there were fluctuations of the results, among the compositions and their testing dates. The 28 d and 90 d testing values showed some differences, mainly concerning a slight decrease of the 90 d porosity and absorption. Apparent specific gravity slightly increased, while the capillary absorption index was significantly reduced.
Generally, the HCFA addition (A2) increased porosity and absorption, as well as capillary absorption. LFS (A3) further increased porosity and absorption (around 25%), whereas decreased apparent specific gravity and capillary absorption. As expected, the use of steel slags, increased apparent specific gravity in all cases (around 15–20%), due to their higher specific gravity (Table 2). The slight increase of porosity and absorption values may be attributed to the slag aggregates’ pores, as presented in Table 2 and identified by literature [26,30].
The experimental results were in accordance with relevant studies regarding both the density increase due to steel slag aggregates [26,28,30] and the fluctuations recorded by the HCFA and LSF addition [15,25,27]. Xu et al. [15] recorded a slight porosity decrease by the substitution of 25% w/w of OPC with PFA, while Poon et al. [25] identified a higher reduction, related also to the pores size decrease [42]. Duran–Herrera et al. [27] recorded a slight decrease of density due to FA addition, related to the higher water demand, while Netinger–Grubeša et al. [26], indicated a density decrease due to the slag aggregates addition (around 5–20%).

3.1.3. Mechanical Properties

The development rate of flexural and compressive strength of the mortars is presented in Figure 3, depicting the values attained at 7, 28, and 90 days. The rate was intense for flexural strength up to 90 days, while it was stabilized at 28 days for compressive. According to the results, slag aggregates significantly enhanced strength, with an increase around 25% for flexural strength (11.5 MPa) and 50% for compressive (58 MPa), an increase also highlighted in literature [28,30,43,44]. Ameri et al. [28] indicated that the positive impact of slag aggregates on flexural strength is based on their physical characteristics.
HCFA addition (A2) resulted in an increase of the 7 and 28 d flexural strength, compared to that of the reference mortar (A1). It slightly reduced compressive strength values at the same ages, whereas the 90 d compressive strength was at the same level with the reference mortar (A1). Strength was significantly enhanced by slag aggregates (B2) at all ages, showing a final increase of 7% for flexural and 30% for compressive strength. Results were in alliance with literature, indicating a lower strength development rate by the FA addition [29,31,45], as well as the positive impact of slag aggregates in strength [28,30].
Respectively, LFS (A3) showed a higher strength development rate compared to that of A1, showing lower flexural strength final values (7 MPa) and the same compressive strength (58 MPa), according to former research work [31,41]. Slag aggregates also enhanced strength, however, at a lower level compared to that of compositions B1 and B2.
Generally, the proportion, fineness, and composition of FA and LFS are crucial parameters in determining the mechanical properties of modified mortars and concrete, leading either to strength loss or enhancement [15,25,31,41,45].

3.2. Exposure at Elevated Temperatures

3.2.1. Macroscopic Observation

In Figure 4, the postfire structure of the specimens is presented, while in Table 5 their color changes, according to the Munsel chart. Short et al. [22], reported that when heated at 300–600 °C, concrete turns reddish, whitish-grey at 600–900 °C, while at 900–1000 °C it gains a buff color. These hue alterations maybe attributed to the gradual water evaporation, the dehydration of the cement paste, as well as the aggregates’ transformations [22]. According to former experimental work [21], an enlightenment of the hue takes place at 200 °C (related to humidity loss), while at 600 °C dark (grey) stains are created in the surface of the specimens, linked with the CO2 combustion taking place at this temperature range. The initial color reappears at 1000 °C, in a significantly lighter hue.
In this study (Table 5 and Figure 4), respective color changes were recorded at the heated specimens, ranging from Gley 1 7/light gray to 2.5Y 5/2 grayish brown. At ambient temperature, the color of series B was slightly darker, due to the slag aggregates’ presence. At 200 °C, the color became brighter, probably due to the humidity loss. It was maintained or became slightly darker at 400 °C, while at 600 °C, some grey stains were recorded in the surface of the specimens, linked with the CO2 combustion [21]. Internally, specimens presented a more uniform shade, however darker than that of 400 °C. At 800 °C, the hue became even darker, whereas it was more vivid compared to 400 °C, while at 1000 °C, a brownish hue was detected in all specimens.
Comparing the compositions, the smaller alterations were recorded in A2 and B2 (varying from Gley 2 6/1 bluish gray to 2.5Y 7/2 light gray and 2.5Y 6/2 light brownish gray) and the more intense in A1 and B1. Generally, the HCFA presence reduced color changes during heating, while the more intense alterations were detected at 800–1000 °C.
The structure of the specimens seemed to be maintained in most cases and at all tested temperatures, as presented in Figure 4. Up to 600 °C, their stability was kept, while at 800 °C, cracks were detected in all compositions except A2, which presented the better state. A1, A3, and B1 showed the worst condition. At 1000 °C, cracks were more intense in A1, whereas B1 almost lost its stability. Compositions A2 and B2 showed the better state, showing that the addition of HCFA retained the structural stability of mortars.

3.2.2. Physical Properties

The weight loss of the exposed specimens, presented in Figure 5a, showed a linear decrease up to 800 °C, while at 1000 °C, mass stabilization was recorded. The highest loss varied from 9.5 to 11.3%, whereas the most prone compositions seemed to be B2 and B3. On the contrary, the lower decrease was seen in A3 and B1 (up to 600 °C). Compared to that of the reference mortar (A1), the presence of LFS seemed to be beneficial. Results were in accordance with literature [17,21,28,33,40], indicating a maximum mass loss around 8–16%.
According to Horszczaruk et al. [17], mass loss is attributed to the evaporation of free and bonded water from the matrix, taking into account that ettringite’s dehydroxylation occurs at 80–150 °C, CSH at 300 °C, and CAH at 550 °C. Janotka and Nurnbergerova [46] identified that the most extreme changes are observed up to 300–400 °C. The aggregate properties, especially related to water retentivity, may influence water release, determining mass loss [17]. Netinger–Grubeša et al. [26] indicated that the addition of slag aggregates induces weight loss, especially at the temperature range of 200–600 °C, while at 600–800 °C, changes are reduced, mainly related to the aggregate transformations.
Ameri et al. [28], also correlated mass loss with the temperature range, attributing it to the water evaporation and deterioration of the pore structure. Up to 200 °C, it is linked with the presence of free water in the mortar matrix and to the compounds dehydroxylation at 200–400 °C [33]. At 600–800 °C, the breakdown of the Si-O-Al bonds of the calcium alumino-silicate hydrate (CASH) gel further deteriorates the structure. The addition of slag aggregates leads to a reduction of mass loss due to the enhancement of the aggregate-paste thermal compatibility [28,47].
Volume changes showed extreme fluctuations (Figure 3b), with values to range from −1.5 to 3%. In all cases, it was detected that 600 °C was a crucial stage beyond which the mortars’ behavior changed in a more intense way. Up to this temperature, volume reduction was recorded, while above it there was extreme expansion. This phenomenon could be attributed to the physico–chemical actions realized at this temperature range, such as the decomposition of the amorphous calcite species (500–630 °C) and the α-quartz to β-quartz transformation [21].
The more extreme alterations were recorded in the reference mortar (A1, B1) and the lower in the HCFA addition and were in accordance with the macroscopic observations. HCFA and LFS seemed to maintain volume, as well as the slag aggregates addition. Xiao et al. [48], indicated that after exposure at elevated temperatures, the mortar structure becomes loose, due to the pores’ expansion and the evaporation of free and bonded water. During cooling, a proportion of the ionized CaO (decomposed from Ca(OH)2), may absorb water, transformed again to Ca(OH)2 and resulting to the expansion of the concrete volume [48].
Porosity, absorption, and apparent specific gravity, measured up to 600 °C (Figure 6), showed almost the same trend for all compositions, with porosity and absorption to be significantly increased (up to 3 times) at the highest temperature. HCFA and LFS addition presented slightly higher values, compared to that of the reference mortar, whereas slag aggregates seemed to slightly reduce changes. Apparent specific gravity (Figure 6c) was linearly decreased for all compositions, around 10–15%. The highest decrease was recorded in the reference mortar (A1), while the lower reduction was shown in series B.
Results were in accordance with relevant studies, indicating an almost triple increase of porosity and absorption at the highest temperatures [21]. Netinger–Grubesa et al. [26], also testified a porosity increase due to heating, related with the formation of cracks, due to stresses encountered from the compounds’ dehydration and the aggregates’ thermal expansion. The thermal changes are lower in slag aggregates compared to that of the natural ones [26]. Additionally, Poon et al. [25] indicated a significant increase of porosity and average pore size of the mixtures at 600 °C, with a positive impact of FA and granulated blast furnace slag addition.

3.2.3. Mechanical Properties

Mechanical properties were influenced by the temperature rise, according to the mortar type. Dynamic modulus of elasticity (Figure 7a) showed an intense (linear) values’ decrease up to 800 °C, where it was minimized. The initial results, ranging from to 35–47 GPa at ambient temperature, were reduced around 30–35% at 200 °C, 57–68% at 400 °C, 70–82% at 600 °C, 93–95% at 800 °C, and 96–97% at 1000 °C, reaching 1–1.8GPa. HCFA addition (A2) seemed to maintain modulus of elasticity at all temperatures, whereas LFS decreased values around 15%, taking into account the lower initial results. Slag aggregates, on the other hand, enhanced modulus of elasticity at all temperatures (around 15–20%) and for all mixes.
Results were in alliance with relevant studies [21,26,49,50], indicating a temperature-dependent, linear decrease of modulus of elasticity, with minimization of values above 800 °C. Netinger–Grubeša et al. [26] stated that between 100–600 °C modulus is reduced around 70%, while above 600 °C, the reduction rate is decreased. This observation confirmed the results of the present study, documenting a higher reduction rate between 200–600 °C. The modulus loss trend may be related to excessive thermal stresses of constituents, disintegration of the hydrated compounds and bonds’ breakage in the microstructure of the paste [21].
Flexural strength (Figure 7b) showed an increase at 200 °C (up to 45%), except for the case of LFS presence (A3, B3), with the higher increase to be reported in compositions A1 and A2. This phenomenon was testified by literature [17,18,21,33] and could be linked with the loss of free and capillary water, leading to a denser structure. At 400 °C, strength was almost at the initial level and was significantly decreased at 600 °C (around 30–50%). At 800 °C, all values were significantly reduced (around 85–90%) and were minimized at 1000 °C, attaining almost the 5% of the initial strength.
The impact of high temperatures (>600 °C) on flexural strength, is mostly related to micro-cracking phenomena, due to the gradual decomposition of the hydration compounds of the paste (Ca(OH)2, CSH, CASH gel) [21,28]. The loss of bound water, the chemical bonds’ breakage, the intensive shrinkage, and the aggregates’ transformations are the key factors leading to the strength loss at the temperature range of 600 °C [21,28,33].
Steel slag aggregates seemed to enhance strength at all temperatures (around 10–20%), being in accordance with relevant studies [28,31,33]. This improvement could be attributed to the higher hardness of EAF slag aggregates, compared to that of the natural ones, as well as to their firm ITZ with the cement paste [30]. Ameri et al. [28] reported that the substitution up to 60% of natural aggregates by CS may increase the postfire flexural strength of the mixtures around 12–28%.
HCFA presence (A2), seemed to significantly enhance flexural strength up to 400 °C, compared to that of the reference mortar. This was in alliance with relevant literature [15,26,45], indicating the beneficial effect of FA during heating. Xu et al. [15] and Netinger-Grubesa et al. [26] reported that FA enhances the performance of concrete at elevated temperatures, since it may reduce the thermal cracks occurring due to the decomposition of Ca(OH)2 (realized around 400 °C).
Compressive strength (Figure 7c) was increased (series A, B1) or maintained (B2, B3) up to 400 °C. The increase ranged around 12–27% at 200 °C and 3–18% at 400 °C. The initial strength, varying from to 30 to 55MPa at ambient temperature, was further reduced, around 10–35% at 600 °C, 80–87% at 800 °C, and 86–92% at 1000 °C, reaching 2.6–4.7 MPa. HCFA (A2) seemed to maintain the initial compressive strength values, showing a lower reduction at 600–800 °C, whereas LFS resulted in a more intense strength loss. EAF slag aggregates, on the other hand, significantly enhanced the mortars’ residual strength, while they were more effective in the cement matrix (B1), showing the highest values at all temperatures.
The experimental results were in agreement with literature, both concerning the behavior of cement mortars, as well as the impact of industrial byproducts [17,21,24,30,33]. The enhancement of residual strength due to slag aggregates was also documented by researchers [28,30,33,45], indicating a significant residual strength improvement up to 600 °C.
The strength increase, up to 400 °C, could be related to the evaporation of free, capillary and bonded water that resulted in a dense structure, since the increasing vapor pressures in the gel pores were not capable to initiate cracks, reducing strength [21]. The dihydroxylation of portlandite and the presence of calcite species could have also enhanced the matrix [21]. The extreme drop of strength at 800 °C could be correlated with the α- to β-quartz transformation taking place at 600–650 °C, as well as the intense volume alterations recorded beyond this temperature limit [21,24,45].
The flexural/compressive strength ratio, presented in Figure 8, showed fluctuations, which were, however, decreased with the temperature increase. The lower changes were recorded with the slag aggregates’ presence (series B), whereas the more extreme ones in composition A2. The ratio seemed to be increased at 200 °C for most compositions (except B1, B3) and was further reduced up to 15–35%. The smaller decrease was recorded for HCFA and LFS addition, especially with the slag aggregates’ presence.
The decrease of the flexural/compressive strength ratio during elevated temperatures, also confirms that flexural strength is more prone to heating, due to microcrack formation (thermal stresses and pressure attained in the gel pores). From the evaluation of the results, it may be concluded that industrial byproducts, such as HCFA, LFS, and EAF slag aggregates may stabilize the residual flexural/compressive strength ratio of mortars, for the benefit of their postfire integrity.

3.2.4. Microstructure Characteristics

According to Figure 9, where the microstructure of the mortars after their exposure at elevated temperatures is presented, it may be asserted that the remarks regarding their physical properties are testified. Porosity, both regarding the proportion and pore size, was gradually increased, whereas intense cracking was detected at 800 and 1000 °C. At these temperatures, the structure became brittle in most cases, with interconnected voids. Color changes were also identified and were more extreme after 600 °C.
At ambient temperature, the pore main diameter ranged from 100 to 300 μm, with the larger pores to be found in compositions A2 and B2. The addition of slag aggregates contributed to a pore size decrease and creation of a denser structure, being in accordance with the experimental results of this study. At 200 °C, the pores proportion and size were increased (especially in compositions A1, A2, A3) and were more intense in higher temperatures. Slag aggregates seemed to enhance the matrix at all temperatures, whereas the plain mixture (A1) and the LFS addition (A3) showed the more extreme changes.
Figure 10 shows the diffractograms of compositions A1, A2 and B1 at ambient temperature and after their exposure at 400 °C. The detected mineralogical phases of portlandite (COD 9000113) and calcite (COD 9009667), were attributed to the cement paste, whereas quartz (COD 1011172) and albite (COD 9002199) presence was related to aggregates. Portlandite proportion was reduced in all cases after exposure at 400 °C (around 30–50%), while calcite was increased, according to former research work [21]. The addition of slag aggregates (B1), resulted to the formation of magnesite (CMgO3/COD 9007692) and magnetite (Fe2O3/COD 9013533) that were also reduced at 400 °C. According to Ma et al. [33], copper slag is rich of ferrous minerals, such as fayalite (Fe2SiO4) and magnetite (Fe3O4) that could be activated by portlandite (Ca(OH)2), forming Fe(OH)3/Fe(OH)2.

4. Conclusions

The use of industrial byproducts, such as HCFA, LFS, and EAF, apart from the environmental benefits and relatively low cost they may offer, could contribute to the development of fire-resistant products. According to the results of the present study, the substitution of 20% w/w of OPC with HCFA and LFS, as well as of 50% w/w of natural aggregates by LFS slag, may benefit the performance of mortars exposed at extreme temperatures, as following:
  • HCFA slightly increased the water demand, whereas LFS and EAF reduced it. Shrinkage deformations were lessened by HCFA and EAF slag aggregates and were induced by LFS, while porosity was increased by HCFA and LFS. It was decreased by EAF, leading to a higher apparent specific gravity and strength enhancement, around 25% for flexural and 50% for compressive strength. HCFA and LFS showed a lower strength development rate, compared to the reference mortar, attaining almost the same final values.
  • After heating, HCFA addition, seemed to maintain the color hue, as well as the structural integrity of the matrix, showing the best performance among all compositions. On the other hand, slag aggregates decreased porosity, absorption, and apparent specific gravity changes, maintaining the initial values.
  • Mechanical characteristics were significantly influenced by the temperature rise, with HCFA to present the lower dynamic modulus of elasticity changes and slag aggregates to maintain values in a better level. Flexural and compressive strength showed an increase at 200 °C (up to 45%), remained in the initial level at 400 °C, and were afterwards decreased. Up to 600 °C, steel slag aggregates, as well as HCFA enhanced strength (around 10–25%).
  • Microstructure during heating seemed to be enhanced by slag aggregates at all temperatures and especially up to 600 °C.
Generally, HCFA and LFS slag aggregates enhanced the overall performance of mortars, exposed at elevated temperatures, while LFS seemed to be beneficial only with the slag aggregates’ presence. Their positive impact was mostly documented up to 600 °C, after which severe physico–chemical actions imposed extreme strength and stability loss. This temperature limit is therefore crucial for the structural integrity of materials, taking into account the fire scenario and their individual characteristics.

Author Contributions

Conceptualization, V.P. and E.K.A.; methodology, V.P. and E.K.A.; software, V.P.; validation, V.P. and E.K.A.; formal analysis, V.P.; investigation, V.P.; resources, V.P. and E.K.A.; data curation, V.P.; writing—Original draft preparation, V.P.; writing—Review and editing, V.P. and E.K.A.; visualization, V.P.; supervision, V.P. and E.K.A. All authors have read and agreed to the published version of the manuscript.

Funding

This research received no external funding.

Institutional Review Board Statement

Not applicable.

Informed Consent Statement

Not applicable.

Data Availability Statement

Not applicable.

Conflicts of Interest

The authors declare no conflict of interest.

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Figure 1. Heating scheme concerning heating-cooling rate and exposure time.
Figure 1. Heating scheme concerning heating-cooling rate and exposure time.
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Figure 2. Shrinkage deformations of mortar specimens. (a) Weight changes; (b) volume changes.
Figure 2. Shrinkage deformations of mortar specimens. (a) Weight changes; (b) volume changes.
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Figure 3. Strength development of mortar specimens (7, 28, 90 d). (a) Flexural strength; (b) compressive strength.
Figure 3. Strength development of mortar specimens (7, 28, 90 d). (a) Flexural strength; (b) compressive strength.
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Figure 4. Macroscopic observation of mortar specimens exposed at elevated temperatures.
Figure 4. Macroscopic observation of mortar specimens exposed at elevated temperatures.
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Figure 5. Weight and volume changes of specimens exposed at elevated temperatures. (a) Weight loss; (b) volume changes.
Figure 5. Weight and volume changes of specimens exposed at elevated temperatures. (a) Weight loss; (b) volume changes.
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Figure 6. Physical properties of mortars exposed at elevated temperatures. (a) Porosity; (b) absorption; (c) apparent specific gravity.
Figure 6. Physical properties of mortars exposed at elevated temperatures. (a) Porosity; (b) absorption; (c) apparent specific gravity.
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Figure 7. Mechanical properties of mortars exposed at elevated temperatures. (a) Dynamic modulus of elasticity; (b) flexural strength; (c) compressive strength.
Figure 7. Mechanical properties of mortars exposed at elevated temperatures. (a) Dynamic modulus of elasticity; (b) flexural strength; (c) compressive strength.
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Figure 8. Flexural/compressive strength ratio of mortars exposed at elevated temperatures.
Figure 8. Flexural/compressive strength ratio of mortars exposed at elevated temperatures.
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Figure 9. Microscopic photos of mortars exposed at elevated temperatures.
Figure 9. Microscopic photos of mortars exposed at elevated temperatures.
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Figure 10. X-Ray diffractograms of compositions A1, A2, and B1 at ambient temperature and after exposure at 400 °C. (a). A1 at ambient temperature; (b) A1 at 400 °C; (c) A2 at ambient temperature; (d) A2 at 400 °C; (e) B1 at ambient temperature; (f) B1 at 400 °C.
Figure 10. X-Ray diffractograms of compositions A1, A2, and B1 at ambient temperature and after exposure at 400 °C. (a). A1 at ambient temperature; (b) A1 at 400 °C; (c) A2 at ambient temperature; (d) A2 at 400 °C; (e) B1 at ambient temperature; (f) B1 at 400 °C.
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Table
Table 1. Characteristics of binders used in mortar mixes.
Table 1. Characteristics of binders used in mortar mixes.
ConstituentsCharacteristics
CEM I42.5 RApparent Specific density (kg/m3)3140
Median Particle Size Diameter d50 (μm)12.22
Specific Surface Area (m2/kg)642
Chemical composition (% w/w): CaO: 66.80, SiO2: 19.60, Al2O3: 3.74
Fe2O3: 2.40, MgO: 3.91, Na2O: 0.57
K2O: 1.08, LOI: 1.91, Cl−: 0.03, SO4−2:1.49
HCFAApparent Specific density (kg/m3)2420
Median Particle Size Diameter d50 (μm)39.92
Specific Surface Area (m2/kg)307
Chemical composition (% w/w): CaO: 47.20, SiO2: 33.10, Al2O3: 7.29
Fe2O3: 4.00, MgO: 3.20, Na2O: 1.00
K2O: 0.53, LOI: 3.75, Cl−: 0.04, SO4−2: 4.81
LFS slagApparent Specific density (kg/m3)2590
Median Particle Size Diameter d50 (μm)31.47
Specific Surface Area (m2/kg)496
Chemical composition (% w/w): CaO: 50.70, SiO2: 32.40, Al2O3: 1.36
Fe2O3: 2.66, MgO: 2.77, Na2O: 0.78
K2O: 0.06, LOI: 6.72, Cl−: 0.02, SO4−2: 0.43
Table
Table 4. Physical properties of mortar compositions at 28 and 90 days.
Table 4. Physical properties of mortar compositions at 28 and 90 days.
Mortar CodePorosity
(%)		Absorption
(%)		Ap. Spec. GravityCapillary Absorption Index (kg/m2·min0.5)
28 d90 d28 d90 d28 d90 d28 d90 d
A16.496.352.732.622.372.390.1080.054
A27.467.323.213.012.332.340.1470.062
A37.817.783.303.152.372.360.0720.075
B16.916.582.702.522.562.580.1170.093
B28.417.953.483.322.412.470.1510.111
B39.399.013.853.582.442.600.1290.076
Table
Table 5. Color changes of exposed mortar specimens, according to Munsel chart.
Table 5. Color changes of exposed mortar specimens, according to Munsel chart.
Mortar Code20 °C200 °C400 °C600 °C800 °C1000 °C
A1Gley 2 7/1 light greenish grayGley 2 6/1 bluish gray5Y 7/1 light grayGley 2 7/1 light bluish gray2.5Y 6/3 light yellowish brown
A2Gley 1 7/ light grayGley 2 7/1 light bluish gray5Y 7/1 light gray2.5Y 7/2 light gray
A3Gley 1 7/ light gray2.5Y 6/1 gray2.5Y 6/2 light brownish gray
B1Gley 2 6/1 bluish grayGley 1 6/ grayGley 1 7/ light gray
B2Gley 2 7/1 light bluish gray5Y 7/1 light gray
B32.5Y 7/2 gray2.5Y 5/2 grayish brown
Table
Table 2. Physical characteristics of aggregates used in mortar mixes.
Table 2. Physical characteristics of aggregates used in mortar mixes.
AggregatesCharacteristics
Natural
(River/siliceous)		Gradation (mm)0–4
Apparent specific density (kg/m3)2525
Water absorption (%)1.1
Porosity (%)0.46
Specific surface area (m2/kg)1585
EAF slag Gradation (mm)0–4
Apparent specific density (kg/m3)3330
Water absorption (%)3.0
Porosity (%)4.09
Specific surface area (m2/kg)13930
Table
Table 3. Constituents and proportions of mortar compositions.
Table 3. Constituents and proportions of mortar compositions.
Raw Materials Mortar Compositions
Parts of WeightA1A2A3B1B2B3
CEM Ι42.5 R10.80.810.80.8
High calcium fly ash-0.2--0.2-
Ladle furnace slag--0.2--0.2
Sand of siliceous origin (gradation 0–4 mm)3331.51.51.5
EAF steel slag aggregates (gradation 0–4 mm)---1.51.51.5
Superplasticizer (% w/w of binders)111111
W/B ratio0.440.480.430.420.480.44
Workability (cm) (ASTM C1437-13)15.015.115.615.415.615.8
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Pachta, V.; Anastasiou, E.K. Utilization of Industrial Byproducts for Enhancing the Properties of Cement Mortars at Elevated Temperatures. Sustainability 2021, 13, 12104. https://doi.org/10.3390/su132112104

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Pachta V, Anastasiou EK. Utilization of Industrial Byproducts for Enhancing the Properties of Cement Mortars at Elevated Temperatures. Sustainability. 2021; 13(21):12104. https://doi.org/10.3390/su132112104

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Pachta, Vasiliki, and Eleftherios K. Anastasiou. 2021. "Utilization of Industrial Byproducts for Enhancing the Properties of Cement Mortars at Elevated Temperatures" Sustainability 13, no. 21: 12104. https://doi.org/10.3390/su132112104

APA Style

Pachta, V., & Anastasiou, E. K. (2021). Utilization of Industrial Byproducts for Enhancing the Properties of Cement Mortars at Elevated Temperatures. Sustainability, 13(21), 12104. https://doi.org/10.3390/su132112104

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