Pozzolanic Effect on the Hydration Heat of Cements Incorporating Fly Ash, Obsidian, and Slag Additives

Ustabas, Ilker; Erdogdu, Sakir; Omur, Ihsan; Yilmaz, Erol

doi:https://doi.org/10.1155/2021/2342896

Advances in Civil Engineering

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Volume 2021 | Article ID 2342896 | https://doi.org/10.1155/2021/2342896

Pozzolanic Effect on the Hydration Heat of Cements Incorporating Fly Ash, Obsidian, and Slag Additives

Ilker Ustabas,¹Sakir Erdogdu,²Ihsan Omur,¹and Erol Yilmaz¹

Academic Editor: Abdulkadir Cuneyt Aydın

Received06 Aug 2021

Revised08 Sept 2021

Accepted21 Sept 2021

Published08 Oct 2021

Abstract

Made up of an engineered mix of ordinary Portland cement (OPC) with artificial pozzolans such as trass, fly ash, and slag, the blended cements have been intensely employed within cementitious materials. The main reasons behind this intensive use can be clarified by enhanced workability/strength, the high resistance to chloride/sulfate, reduced permeability/alkali-silica reaction, and a drop in the heat generated by cement’s hydration. The use of cementitious blends within concrete not only offers durable products but also cuts climate impact by energy saving and falling CO₂ emissions. This study presents pozzolanic effect on the hydration heat of cements incorporating fly ash, obsidian, and slag additives. The blended cements were manufactured by three different replacement ratios of 20%, 30%, and 50%. The change in the hydration heat of obsidian-, fly ash-, and slag-based cements was observed by several Turkish standards (TS EN 196-8 and TS EN 196-9). Mortars were used for determining the uniaxial strengths of obsidian-, fly ash-, and slag-based cements. The results show that cement’s hydration heat decreases as the rate of additives (e.g., obsidian) increases from 20% to 50%. The cement’s fineness greatly affects its hydration heat. Increasing the refinement of pozzolanic material to a certain level (30%) leads to an increase in the hydration temperature. After reaching this level, there is no clear relation between the fineness and the replacement rate of pozzolans. As a result, the findings of this work will provide a good understanding of artificial pozzolans on performance and quality of obsidian-, fly ash-, and slag-based cements.

1. Introduction

The cement’s hydration is a reaction which exothermically causes a heat output. This resulting heat can damage concrete or large-sized reinforced concrete elements by triggering it to crack if it exceeds certain values in fresh concrete or the temperature difference between two points surpassing certain values. To prevent such damage, some limitations have been introduced in the relevant standards for the quantity of the temperature released in the concrete and cement’s hydration heat [1]. According to the TS 13515 standard, the highest temperature in fresh concrete or concrete structural elements with dimensions exceeding 90 cm thickness should not exceed 65°C. The variance between internal and outside temperature of concrete should not exceed 25°C and 20°C for the concretes with and without reinforcement, respectively [1]. It is recommended to use cements with low-hydration heat in concrete which eliminate or pointedly diminish the risk of being damaged by the hydration heat. As the hydration heat of general-use cements is governed by the rules stated in EN 196-8 (7-day) or EN 196-9 (41-hour) standard, it should not be more than 270 J/g. Therefore, the hydration heat should not exceed 300 J/g in low-hydration-temperature cements [2]. The use of pozzolans is the most commonly used method in the production of low-hydration cement [3]. Pozzolanic additives affect greatly the hydration reactions of cement [4]. Resulting in a decrease in the ratio of clinker and gypsum because of pozzolans added in the blended cements, less heat output occurs in concrete in comparison with ordinary Portland cement. In addition, the encircling of the pozzolan parts around the clinker grains in the cement causes a slowdown in cement’s hydration rate and delays heat output [5, 6]. Pozzolans are widely used in cement making due to decreasing the cement’s hydration heat and providing the benefit to concrete properties [7].

The content and fineness of the pozzolans used in the cement affect the speed of cement hydration, the strength gain of the cement, setting start, setting finish, and standard consistency values [8]. Fly ash, among other additives, has a fine structure as it is obtained by filtering the fumes into a thermal power plant chimney and can be used in the cement without being subjected to grinding. However, additives such as clinker, slag, and pozzolans must be ground to certain fineness values by using grinders. The limit values for the cement fineness are generally given according to the amount of material passing through 32-µm, 45-µm, 90-µm, and 200-µm sieves or the Blaine fineness. According to the TS 25 standard, the specific surface value of the natural pozzolan to be used in the cement should be at least 4000 cm²/g ± 25% [9]. For the refinement of the limestone to be used in the cement, its specific surface should be ground to nearly 5000 cm²/g. Pozzolan fineness also affects the early and late strength of cement. Saedi et al. [10] detected an increase in the strength values of up to twice in mortars with alkali activation and two different Blaine’s fineness values, 2900 cm²/g and 4200 cm²/g [10]. Khan and Amin [11] indicated that ultrathin volcanic ash- and slag-based mortars raise the strength acquisition of mortars with normal fineness. Khan and Alhozaimy [12] stated that the cements with natural pozzolans ground to 1800, 3400, and 375 cm²/g Blaine fineness provide improvements regarding the stability performance. Moghaddam et al. [13] stated that for a given cement, fine fly ashes offer more hydration temperature than coarse ones. Pozzolans are substances causing a drop in cement’s hydration rate, a rise in setting start time, and a slowdown in the strength-gaining speed. Otherwise, pozzolans that do not have suitable fineness will raise undesirable situations, such as decreasing the strength-gaining speed and delaying the setting start time in cement. Niu et al. [14] used blast furnace slag in cement by grinding it to ultrathinness so as not to extend the setting start time of the cement. They stated that ultrafine slag tended to decline in the setting start time of the cement and the standard consistency. The fineness of the pozzolan used in the cement with additives also affects the setting time of the cement [15]. In the cements with blast furnace slag and natural pozzolan, a 13.6% strength increase was observed as pozzolan fineness increased from 2800 cm²/g to 4200 cm²/g. As the pozzolan ratio increases, the grain diameters of cement are collected in a narrow gap and the hydration of cement exhibits a decrease in the temperature [16]. Particles with small grains have a larger surface, and when they are exposed to water, they hydrate faster and cause the mortar to gain more mechanical strength. Cement with finer particles also releases more hydration heat [14]. A fast hydration reaction takes place in the cements with high thinness and alkali level values [7]. Baran and Pichniarczyk [17] stated that there is a clear link between concrete’s strength and temperature of cement hydration and the cement with high strength has higher hydration heat. Han et al. [18] stated that fly ash slows down the hydration reaction at early stages, falling the temperature of cement hydration. Thongsanitgarn et al. [19] determined the hydration heat of fly ash- and limestone-based cements by isothermal calorimetry. They declared that a rise in limestone powder’s fineness increases the hydration temperature of cement. Tydlitát et al. [20] examined zeolite’s hydration heat by isothermal calorimetry and determined at what rate the zeolite addition to the cement reduced the hydration heat. As a result, one can say that the hydration heat of pozzolans is a hot topic [21]. Reducing the hydration temperature of cement is crucial, mainly in mass concretes and thick concrete structural elements [22].

Figure 1 shows the cement hydration mechanism which is basically divided into five phases [23, 24]. In stage one, as cement is mixed with water, aluminate reacts with water and rapid heat is released. The reaction of sulfate with water surrounds the cement grains to form ettringite. In stage two, which is the dormant phase of the cement for 2–4 hours and the cement grains of ettringite gel, the cement grains are kept under pressure by wrapping them around. In stage three, after supersaturating Ca-rich pore solution, alite and belite transform into C-S-H and CH gels without dissolving, and it begins to form with major heat evolution. At stage four, the contact of C-S-H and CH products with water and anhydrate particles retards the reaction of alite (i.e., the basic phase required for setting/increasing early strength gains), thus reducing the hydration heat of cement. Sulfate’s quantity begins to decline, and aluminate responds with ettringite (Ca-Al-) to construct monosulfate, which may lead to low temperature. Figure 1 shows three temperature peak values occurring after the hydration stages of cement [23].

Two main techniques are employed for appreciating the temperature of cement hydration: (i) the chemical technique and (ii) the semiadiabatic technique. TS EN 196-8 is a chemical technique in which cement’s hydration heat is determined by calculating the temperature released by dissolving cement in acid in a calorimeter. When determining the hydration temperature according to TS EN 196-8, the heat flow diagram is a reverse arc curve that first rises and then descends, and it does not conform to the curve in Figure 1. In the ASTM C1679 standard method, with the help of isothermal calorimetry, the hydration heat of cement is evaluated by the temperature released by the reaction with the cement. In this way, it partly resembles the shape in Figure 1, regarding determination of hydration temperature. TS EN 196-9 is a semiadiabatic technique in which cement hydration temperature is determined by the temperature released from the mortar sample consisting of a cement, water, and sand mixture. Since the mortar mixture is prepared outside and placed inside the calorimeter, the sudden temperature rises in Stage I cannot be detected clearly in this method.

This work inspects the hydration temperatures of fly ash-, slag- and obsidian-based cements, using the TS EN 196-8 and TS EN 196-9 methods. How obsidian affects the hydration heat of cement, in comparison with cement containing fly ash and slag additives, was measured. How pozzolan fineness affects the hydration heat of cement was investigated. Although the hydration temperatures related to cement incorporating fly ash and slag additives exist in the literature, there is no work being conducted on the hydration heat values of obsidian (a.k.a., volcanic glass), which provides the originality of the present work. Additionally, in the hydration heat measurements made according to TS EN 196-8 and TS EN 196-9, this study indicates clearly that the temperature difference value of cements incorporating fly ash, obsidian, and slag additives decreases as the mineral additive ratio increases. Additionally, mineral additives are found to decrease the hydration heat of cement.

2. Materials and Methods

2.1. Materials

The cement used in this study is typically produced by adding 20%, 30%, and 50% fly ash, slag, and ground obsidian to CEM I 42.5R. Three different fineness levels of fly ash, slag, and obsidian additives were added to CEM I 42.5R. Table 1 lists the different fineness levels of 10 different cement types. Table 2 lists cement’s chemical composition and the reactive silica contents of pozzolans.

The fly ash utilized during the experiments was sampled from the Tuncbilek thermal power plant in the province of Kutahya (Turkey), while the slag additive was sampled from the Karabuk iron and steel plant. Obsidian, also known as volcanic glass, is a rare substance used as a pozzolan in cement in the literature. In the region in which this study was carried out, there is lots of obsidian in the area of 10 km² (Figure 2).

Figure 3 shows obsidian located in the Rize-Ikizdere locality which is in sharp glass form. Obsidian having a thick and massive appearance is spread over a wide area, reaching up to six meters thick. The obsidian structure is sharp and like broken glass, which is dangerous for humans/animals to wander in this area. The obsidian used as a pozzolan in this study was pulverized and added to cement [8].

2.2. The Fineness of the Cements Used

The fly ash and slag additives were ground to different fineness levels in a ball mill. Obsidian was crushed by using a jaw crusher at laboratory first and then ground by using a ball mill. Table 1 lists the cement fineness. Obsidian was ground in 45, 60, and 75 minutes and fly ash and slag in 20 and 40 minutes to obtain the targeted pozzolan fineness levels within the scope of the study.

2.3. Determination of Hydration Heat of Cement

The solution and semiadiabatic methods are used to study the hydration heat of cement. The hydration heat of additive-based cements (e.g., obsidian, fly ash, and slag) with three fineness levels and cement without pozzolan was measured by using two different Turkish standard methods (i.e., TS EN 198-8 and TS EN 196-9).

The determination of the hydration heat of cement, based on TS EN 196-8 standard procedure, is calculated by dissolving the cement and hydrated cement in the solution made by adding 2.76 g of 40% hydrofluoric acid solution to each 100 g of nitric acid solution of 2 ± 0.01 mol/liter. The mass ratio of total acid/dry cement mixtures is 140 ± 2 g of the dry cement dissolved in the acid solution. The solution’s temperature escalation is measured with a thermometer with 0.002°C precision.

After 7-day hardened cement prepared by adding 100 g of cement to 40 g of water is crushed and sieved, the temperature released by its dissolution in acid in hydrated cement, which is 40% more than the mass of dry cement, is measured. The hydration heat of the cement is calculated using the following equation from the temperature differences obtained:where Q_a shows the melting temperature of dry cement in solution. Q_a is calculated by the following equation:

ΔT_c is the modified temperature increase, Kelvin (K) is the calorimeter’s thermal capacity (J/K), P is the dry cement’s amount (g), T_f is the dry cement’s temperature at the end of the dissolution period (°C), and T_a is the environment in which the dry cement was added to the calorimeter. The temperature (°C), 0.8, is the dry cement’s heat (J/g K), and −0.8 is the temperature coefficient of the melting heat of dry cement (J/g K).

ΔT_c is calculated from the above equations. The numbers shown as indices under T in the above equations show the temperatures taken from thermometer at a specific time. Q_i indicates the melting temperature of the hydrated cement in the solution. Q_i is determined by the following equation:where P is the hydrated cement’s amount (g), T_f is the hydrated cement’s temperature at the end of the dissolution age (°C), T_a is the ambient temperature (°C) when the hydrate cement is added to the calorimeter, F is the modified bound water factor, 1.7 is the hydrated cement’s specific heat (J/gK⁻¹), and −1.3 is the temperature coefficient of the melting heat of the hydrated cement (J/gK⁻¹). The correction factor (F) for bound water is calculated by the following equation:where m_h indicates the mass change (%) of the hydrated sample afterglow and m_a is the mass change (%) of the dry sample afterglow.

The hydration temperatures of cements incorporating additives such as obsidian, fly ash, and slag were measured according to TS EN 196-8 by using the calorimeter (Figure 4).

TS EN 196-9 is another technique in which the hydration heat of cement is calculated by using the semiadiabatic technique. The test sample is manufactured by blending 360 g of cement and 180 g of water and sand, as given clearly in TS EN 196-9 standard. The total material amount is 1575 g, and hydration heat of cement is measured on two main specimens by using a calorimeter: one is the reference while the other is the measurement of specimen. At temperature readings, the temperature rise of sample (θ_t) is mainly calculated from the temperature differences between T_s and T_r specimens through the calorimeter. The hydration heat (Ԛ) of cement is determined by the following equation:where m_c is the cement’s quantity (g), t is the interval of cement hydration (h), c is the thermal capacity of calorimeter (J.K⁻¹), and α is the coefficient of temperature losses of the calorimeter (J.h⁻¹.K⁻¹).

Figure 5 shows the hydration heat measurement of cements incorporating additives such as obsidians, fly ashes, and slags, as given clearly by TS EN 196-9 standard. The measurement of hydration temperature in the desired time was performed at laboratory, and it found to be 20°C by using a device.

3. Results and Discussion

3.1. Influence of Grinding Time on Temperature Difference of Obsidian-Incorporated Cements

Figure 6 shows the temperature differences measured by subtracting the temperatures measured in CEM I 42.5R and in cement prepared by adding 20%, 30%, and 50% obsidian ground for 45 min from the temperatures measured in the reference mortars. The highest temperature difference of 21.6°C was found in the 26th hour of CEM I 42.5R cement without pozzolan. Erdogan and Kocak [21] calculated the heat flow and hydration heat in 27 types of cement according to the ASTM C1679 standard. Since less cement is used in the ASTM C1679 standard in comparison with the TS EN 196-9 standard, the highest heat flow in ordinary Portland cement reaches nearly 9 hours, and the heat flow decreases to the test starting temperature at 42 hours [21]. The technique used affects greatly the highest heat flow and heat flow exit time of the cement.

Figure 6 also shows that, in 20% obsidian-added cement ground for 45 min, the highest temperature is 18.03°C at the 34th hour; in the 30% obsidian-added cement ground for 45 min, it is 14.88°C at the 49th hour; and in the 50% obsidian-added cement ground for 45 min, it is 10.82°C at the 44th hour. The highest temperature difference was found. This means that increasing the rate of obsidian added to cement reduces the maximum temperature differences of cement and extends the time required to reach the highest temperature difference. This shows that the pozzolan surrounds the cement grains, causing the heat output to be slower. Han et al. [18] and Erdogan and Kocak [21] measured the heat flow and hydration temperatures in the cement in which 3.5 g of cement was blended with 1.4 g of water, based on the ASTM C1679 standard. They encountered three temperature increase peaks when the heat flow reached the highest value between 6 and 10 hours. Since the amount of cement used in the TS EN 196-9 method in this study is more than that used in the ASTM C1679 standard and a blend of sand and mortar is made and placed in the container, the temperature during the initial mixing of water and cement cannot be measured. In the ASTM C1679 method, a temperature peak value is seen in the TS EN 196-9 method, just like the second temperature peak value. The heat leaving the cement reaches its peak value in a longer time and at a higher amount. Adding obsidian ground for 45 min to CEM I 42.5R reduces the resulting temperature and extends the time to reach the highest value.

Figure 7 shows that, as the obsidian addition rate increases in 20%, 30%, and 50% obsidian-added cements ground for 60 min, the time to reach the highest temperature difference of the obsidian cement compared to Portland cement increases and the temperature difference drops. The highest temperature difference is 18.7286°C at 28 hours in cements with 20% obsidian added, ground for 60 min; 16.6996°C at 28 hours in 30% obsidian-added cement, the highest temperature difference per hour; and 15.7689°C at 36 hours for 50% obsidian-added cements. The highest temperature difference is 12.8704°C per hour for milling for 60 min; obsidian-added cement with Blaine fineness of 5497 cm²/g was ground for 45 min and reached the highest temperature difference in a shorter time compared to cement with a Blaine fineness of 4746 cm²/g. Increasing the milling time from 45 to 60 min led to a temperature difference by 3.8% in 20% obsidian-added cement, 12.2% in 30% obsidian-added cement, and 19% in 50% obsidian-added cement. Addition of finer obsidian to the cement reduced the time during which the highest temperature difference occurred and increased the temperature difference.

Figure 8 shows the temperature differences of 20%, 30%, and 50% obsidian-added cements ground for 75 min and cement without additives. The temperature differences in obsidian-added cement ground for 75 min are 19.2034°C at 27 hours in the 20% obsidian-added cement, 17.8642°C at 28 hours in the 30% obsidian-added cement, and 12.8515°C at 32 hours in the 50% obsidian-added cement. There was a decrease/increase in temperature difference in obsidian-added cement whose Blaine fineness increased to 6122 cm²/g by grinding for 75 min, when the peak temperature difference was observed compared to 45- and 60-min ground obsidian-added cements. In obsidian-added cements, as the amount of obsidian increased, the temperature difference value decreased; as the fineness of the obsidian decreased, the temperature difference peak and the temperature difference value increased. This is due to the increase in the speed of the pozzolan entering into reactions as a result of the increase in the fineness of the pozzolan. The issues identified in this study were determined by Binici et al. [16] and Ardoga et al. [4]. Accordingly, as the amount of pozzolan increased, the hydration heat of cement decreased, and when the fineness of cement increased, the reaction rates were determined.

3.2. Effect of Grinding Time on Hydration Heat of Obsidian-Incorporated Cements

Figure 9 shows the hydration temperatures of 20%, 30%, and 50% obsidian-added cements ground for 45 min and the temperature differences until the 160th hour. The cement hydration heat at the 41st hour was 267.2 J/g, and the hydration heat at the 160th hour was 362.9 J/g. The hydration temperature at the 41st hour was 130.2 J/g in the 20% obsidian-added cement milled for 45 min. The hydration heat at the 160th hour was 326.9 J/g; the hydration temperature at the 41st hour in the 30% obsidian-added cement was 149 J/g.

The hydration heat at the 160th hour was 278.9 J/g, the hydration heat at the 41st hour was 120 J/g, and the heat at the 160th hour was 233.7 J/g in the 50% obsidian-added cement ground for 45 min. Based on the measurement according to TS EN 196-9, as the rate of obsidian added to cement increased, hydration temperatures decreased.

Figure 10 shows the hydration temperatures of 20%, 30%, and 50% obsidian-added cements ground for 60 min and the cements without additives, measured according to the TS EN 196-9 standard. The addition of obsidian reduced the hydration heat of cement. As the fineness of the pozzolan added to the cement increased, the hydration heat of the obsidian-based cement increased when compared with the cement containing less obsidian added.

Figure 11 shows the hydration heat measured in 20%, 30%, and 50% obsidian-added cements ground for 75 min. As the obsidian rate increased, the hydration heat of cement decreased. Thongsanitgarn et al. [19] indicated that the hydration heat augmented with growing fineness. The findings of this study were consistent with those of Thongsanitgarn et al. [19]. Since the cement has a heterogeneous composition, some hydration temperatures behave differently from this rule. In general, the rise in the amount of obsidian additives caused a drop in the hydration heat, and an increase in obsidian fineness caused a rise in the hydration heat in a short time.

3.3. Effect of Grinding Time on Hydration Heat of Slag-Incorporated Cements

Figure 12 shows the hydration temperatures calculated at the 41st and 160th hours in accordance with TS EN 196-9 for the unadulterated cement and blast furnace slag-added cements.

Figures 9–11 state that the hydration temperature decreased as the pozzolan ratio increased, and a rise in the hydration heat as the fineness augmented was not seen in the blast furnace slag-added cements. Although the hydration temperature decreased as the pozzolan additive ratio increased in the slag-added cements, no major change was detected in the hydration heat when the fineness of cements increased. This shows that when the pozzolan fineness reaches to a certain value, the increase in the fineness of the pozzolan does not increase significantly the hydration temperature.

3.4. Influence of Milling Time on Hydration Heat of Fly Ash-Incorporated Cements

Figure 13 shows the hydration temperatures calculated at the 41st and 160th hours according to TS EN 196-9 for OPC and OPC with fly ash additive. The fly ash added to the cement reduces hydration temperature of cement. Augmenting the fly ash’s fineness did not cause a major rise in the hydration temperatures at the 41st and 160th hours. According to Han et al. [18], the cement hydration heat was 200 J/g at the 41st hour when 30% high blast furnace slag was added to the cement. On the other hand, the hydration heat was 175 J/g when slag was added and 125 J/g for 35% cement. It was measured as 150 J/g when fly ash was added and 85 J/g when 65% fly ash was added [18]. The hydration temperatures of the cement replaced with blast furnace slag and fly ash additives, as investigated by Han et al. [18], were similar to those in this study. Demir et al. [25] showed experimentally that the fineness of pozzolanic material greatly affects hydration temperature when measured according to TS EN 196-9.

3.5. Effect of Additive Type on Hydration Heat of Blended Cements

Figure 14 shows hydration heat measurements made using the chemical technique, based on TS EN 196-8. Since the influence of additive fineness on the hydration heat of cement, as said by TS EN 196-8, was not determined in this study, the hydration temperatures of additive-containing cements are given in Figure 14. The hydration temperatures measured based on TS EN 196-8 are compatible with the values at the 41st hour based on TS EN 196-9. Han et al. [18] calculated the cement’s hydration heat in 80 hours as 300 J/g; it was 285 J/g in 30% slag contained cement and 180 J/g in 35% fly ash-contained cement [18]. Baran and Pichniarczyk [17] found values ranging from 374 to 404 J/g in CEM I 42.5R. The hydration heat of cement was similar to that in the work done by Baran and Pichniarczyk [17]. Merzouki et al. [26] stated that slag’s hydration heat falls after 140 h. Adding an additive content of 20% to cement did not specify a major variation in the hydration heat of obsidian-, fly ash-, and slag-incorporated cements. The hydration heat is strongly affected by the replacement rate of pozzolans and the hydration period.

As the quantity of additives in the mixture rises, the postponement of hydration could set a major drop in the heat of hydration. Cement’s hydration heat replaced with 20% obsidian was akin to that of cements replaced with fly ash and slag additives. The hydration heat was determined using the chemical technique according to TS EN 196-8 to compare the results with those of the tests done according to TS EN 196-9. The determination of hydration heat on 7-day cured mortars shows that it corresponds with the hydration heat at the 41st hour [20]. In this study, the hydration temperatures in Figure 14 were found to be close to the values at the 41st hour. The pozzolanic materials used in the cement should not have an adverse impact on the mechanical strength of cement. With the increased replacement rate of fly ash and slag, the corresponding mechanical strength decreases when compared with standard samples.

3.6. Influence of Curing Age on Strength Development of Obsidian-Containing Cements

Figure 15 shows the strengths obtained from CEM I 42.5R and mortar samples prepared as said by TS EN 196-1 with the cement mixed with 10%, 20%, 30%, and 40% obsidian for 60 min. As the rate of obsidian additives to cement increases, the corresponding compressive strength decreases.

3.7. Curing Time Effect on Strength Development of Additive-Containing Cements

Figure 16 shows the strengths obtained from CEM I 42.5R (100%) and obsidian-, fly ash-, and slag-based cements at a rate of 40% and mortars prepared as said by TS EN 196-1. The highest strengths were found in CEM I 42.5R, followed by slag-, obsidian-, and fly ash-based cements, respectively.

Obsidian-blended cements behaved similarly to cements replaced with fly ash and slag additives concerning the strength performance as the pozzolan ratio increased. The mechanical strength value of 40% obsidian-based cement at 2, 7, and 28 days was more than that of cement-contained fly ash and lesser than that of cement-contained slag. Khan and Amin [11] found a 22.6% reduction in the 28-day strength value of 20% fly ash-containing cement when compared with the standard sample. The strength value of 40% fly ash-added cements at 28 days was found to be 42.6% lower than that of the standard sample. The mechanical strength value of the fly ash-contained cement showed similar effects to the research work done by Khan and Amin [11]. When the mechanical strength values of obsidian and fly ash were compared, it was found that obsidian had a pozzolanic effect in the cement. Schöler et al. [27] demonstrated that the strength value of slag-containing cements is less than that of cement replaced with fly ash when compared with OPC, as seen in this study. This was attributed to the blast furnace slag forming a higher volume of hydration product due to its chemical composition.

4. Conclusions

In the present study, the following main conclusions have been drawn:(i)Accumulation of additives to the unadulterated cement decreases the temperature difference value and the hydration temperature of cement.(ii)Obsidian additive showed a behavior akin to other additives (fly ash or blast furnace slag) in terms of the impact of cement’s hydration temperature.(iii)Increasing the fineness of the pozzolan up to a certain level causes the highest temperature difference to occur earlier and the hydration temperature to increase. After the pozzolan fineness exceeds a certain value, this relationship cannot be determined clearly.(iv)There is a tuneful relationship between the hydration heat value calculated by the TS EN 196-9 standard and the value calculated by the TS EN 196-8 method.

Data Availability

No data were used to support this study.

Conflicts of Interest

The authors declare that they have no conflicts of interest.

Acknowledgments

The authors gratefully thank the Scientific and Technological Research Council of Turkey (TUBITAK, grant no. 214M023) for funding this research.

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Copyright © 2021 Ilker Ustabas et al. This is an open access article distributed under the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.

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