Abstract
Mineralogical and chemical properties, as well as the pozzolanic activities, of the volcanic rocks in the northeast of the Black Sea were examined. Physical and mechanical tests were conducted on samples collected from the study area and the feasibility of using volcanic rocks as pozzolanic admixture in the concrete industry was investigated. Mortar samples containing admixture in the ratios of 0%, 10%, 20%, 30%, 40%, and 50% were prepared by keeping fineness of pozzolanic admixtures fixed. By using these mortar samples, prismatic mortar samples of 4×4×16 cm were prepared and the samples were cured in water. Their 7-, 28-, and 90-day tensile strengths, compressive strengths, and ultrasonic pulse velocity were determined. As a result, it was determined that volcanic rocks can be used to produce blended cement by considering their specific gravity, pozzolanic activities, and compressive strengths. It was noted that increase in trass rate significantly reduced tensile and compressive strength of cement in the early stage as expected.
1 Introduction
Awareness of sustainable building production must be taken into account from the production of construction material. When high production costs and adverse effects to the environment of the cement consumed widely in today’s construction are evaluated, the need for research studies on alternative materials-binders arises [1]. A pozzolan is defined as a material containing silica and alumina that has little or no binding value on its own but which, in finely divided form, acquire the ability of hydraulic binding when combined with calcium hydroxide in aqueous solution [2, 3]. For a pozzolanic material to show adequate binding, it must have high silica and alumina contents, an amorphous structure, and be finely divided until it becomes as least as fine cement [4]. Today, pozzolans are used in the production of mortar and concrete because of its benefits, including low heat of hydration, high ultimate strength, low permeability, high sulfate strength, and low alkaline-silica reaction. The use of pozzolanic materials is important in terms of energy conservation in the cement industry, environmental impact, and the durability and life cycle cost of concrete structures.
Turkey is rich in volcanic tuff and some of these tuffs are blended into concrete during the process of production of Portland cement by local cement factories [5]. Okucu identified that perlitic tuffs show high pozzolanic activity, although it was difficult to grind them in his study in which he investigated the feasibility of using zeolitic and perlitic tuffs as a cement admixture [6]. Chemical composition of a material used as a pozzolan is effective on pozzolanic activity. A pozzolanic material contains high levels of silica particles, which are basic elements of a pozzolanic reaction. Their amorphous crystal structure is one of the factors affecting pozzolanic activity [1]. According to Ruiz-Santaquiteria et al., the atomic lattices of crystalline structure are smooth and dense so it is difficult to dissolve them [7].
Hydration heat and shrinkage are reduced in concrete containing pozzolanic admixture. Low hydration heat release rate places an emphasis on the use of pozzolan in dam concretes and other mass concretes. In addition, strength of concrete with added pozzolan in the early stage is generally lower than plain concrete. However, with the development of pozzolanic reactions, final concrete strength can be very high. The cost of pozzolanic materials is less than the cost of Portland cement and a cost-effective concrete can be obtained by adding pozzolanic admixture to the concrete with the desired quality. Amounts of pozzolanic admixtures are generally about 10%–50% of the amount of concrete. In the production of some types of concrete, this rate can be much higher than 50%. Pozzolans can be either used as a substitute material instead of clinker in Portland cement or by directly adding it in ground state into the concrete [4, 8]. Where pozzolan is added into concrete, if pozzolan has been used instead of some fine aggregate to improve particle size distribution of aggregates in the concrete mixture, it will increase the quality of the concrete. However, if ground pozzolan has been used instead of some Portland cement in the concrete, this will result in some reduction in the mechanical strengths of the concrete, especially in the early stages because use of a high amount of pozzolan in the concrete significantly lowers strength in the early stage. The presence of very fine mineral admixtures in concretes with added pozzolan ensures that water in fresh concrete is retained in its structure, thus, less sweating occurs in the fresh concrete. Resistance to sulfate of a concrete with added pozzolan is increased and the possibility of expansion caused by alkaline-aggregate reaction in the concrete is reduced and the number of voids in the concrete is reduced, leading to less water permeability of the concrete [4, 9].
The long-term strength of structures constructed using cement with added natural pozzolan is associated with SiO2+Al2O3 content, while in the short term, specific surface area is primarily effective in terms of strength [10]. Values required for chemical properties of natural pozzolans are given in Table 1. Seven-day tensile strength of samples prepared with a mixture of slacked lime and natural pozzolanic material should be at least 1 N/mm2 and its compressive strength should be a minimum of 4 N/mm2 [7, 8, 11–13].
Limit values of natural pozzolans.
| SiO2+Al2O3+Fe2O3 | Minimum | 70% |
| MgO | Maximum | 5% |
| SO3 | Maximum | 3% |
| Humidity | Maximum | 10% |
In a study by Bulut and Tanaçan, the feasibility of using perlite as a pozzolan was investigated. In this study, which was conducted in order to help lime gain a hydraulic structure, increase its strength and ensure that final product strength can be obtained in a shorter period, perlite was demonstrated to have pozzolanic activity [1]. In order to prove pozzolanicity of a material, it should give a positive result in the pozzolanic activity test. These tests are in the form of mechanical and chemical experiments on natural and artificial pozzolans. Mechanical tests are tensile and compressive strength tests are conducted on pozzolan-lime or pozzolan-cement mortars, whereas chemical experiments are based on determining Ca(OH)2 formed in the solution as a result of hydration between pozzolan-cement and water. Reactivity of pozzolans can also be detected by spectrophotometric and calorimetric methods. Another criterion for evaluation of pozzolanic materials is to measure the rate of increase of specific surface in cement pastes containing pozzolan. Different calcium hydroxide absorption rates correspond to similar specific surface increase rates [14]. A good quality pozzolan is usually light-colored, consolidated, and has a homogeneous structure and moderate intensity (2.00–2.30 g/cm3) [11].
The aim of this study was to determine pozzolanic activity of volcanic rocks in the northeast of the Black Sea and establish their effects on compressive and tensile strengths by replacing various proportions of cement with it.
2 Materials and methods
2.1 Material
2.1.1 Cement
In this study, CEM I 42.5 R, which is produced by the Aşkale Cement Factory (Trabzon, Turkey) in accordance with TS EN 197-1, was used as cement [15]. Physical, chemical and mechanical properties and relevant standard limit values are given in Table 2.
Chemical, physical and mechanical properties of CEM I 42.5 R [16].
| Chemical properties (%) | |
|---|---|
| SiO2 | 18.51 |
| Al2O3 | 4.23 |
| Fe2O3 | 3.38 |
| CaO | 60.46 |
| MgO | 2.79 |
| SO3 | 3.11 |
| Na2O | 0.33 |
| K2O | 0.74 |
| Loss on ignition | 3.53 |
| Insoluble residue | 0.86 |
| S.CaO | 0.68 |
| Physical properties | |
| Setting time, initial (min) | 03:25 |
| Setting time, final (min) | 04:00 |
| Volume stability (mm) | 1 |
| Specific surface (blaine), (cm2/g) | 3627 |
| Specific gravity (g/cm3) | 3.1 |
| Mechanical properties | Comp. strength (MPa) |
| 2 days | 13.1 |
| 7 days | 28 |
| 28 days | 57.8 |
2.1.2 Rilem sand
Rilem Cembureau Standard sand produced by Set Çimento Sanayi ve Ticaret A.Ş.’s factory (Istanbul, Turkey) in the Thrace region in accordance with TS EN 196-1 was used for preparation of the samples. Gradation of rilem sand is shown in Table 3.
Gradation of rilem sand.
| Sieve size (mm) | Cumulative percentage passing (%) | |
|---|---|---|
| Standards | Analysis result | |
| 2.00 mm | 0.00 | 0.00 |
| 1.60 mm | 7±5 | 5.60 |
| 1.00 mm | 33±5 | 32.43 |
| 0.5 mm | 67±5 | 67.08 |
| 0.16 mm | 87±5 | 86.62 |
| 0.08 mm | 99±1 | 99.02 |
| Moisture | 0.20 | 0.09 |
2.1.3 Lime
During the “Pozzolanic Activity” test conducted according to TS 25 “Tras” standard of pozzolans, slaked lime exclusively produced to be used in pozzolanic activity and similar experimental studies was used. Characterization test analysis of slaked lime is shown in Table 4. The slaked lime, all of which is <1 mm, has a wide size range and 21.48% of skaled lime is below 10 μm.
Characterization test analysis of slaked lime.
| Analysis | Slaked lime |
|---|---|
| Sieve analysis | |
| d10 (μm) | 3 |
| d50 (μm) | 297 |
| d80 (μm) | 596 |
| d97 (μm) | 853 |
| –10 μm (%) | 21.48 |
| Moisture (%) | 1.51 |
| Density (g/cm3) | 2.23 |
| Bulk density | 690 |
| Whiteness (%) | 92.96 |
| Specific surface area (m2/g) | 20.48 |
| Activation | 74.7 |
2.1.4 Pozzolan
The raw material area is situated at Gumushane and Bayburt cities and their vicinity in the northeast Black Sea. Pre-Jurassic metamorphic rocks and unmetamorphosed granitic plutons (Gumushane granitoid) are the oldest rocks in the region and are unconformably overlain by Early to Middle Jurassic volcano-clastic units (Şenköy formation). These rocks pass upward to Late Jurassic and Early Cretaceous carbonate rocks (Berdiga limestone) and then the Late Cretaceous clastic unit (Kermutdere), which consists of sandy limestones at the bottom and red plagic limestone and turbitic series upwards. The Eocene volcanic and volcaniclastic rocks (Alibaba volcanics) overlie the Late Cretaceous clastic unit. These Eocene rocks intruded by granitic rocks.
Pozzolans obtained from Aysima (volcanic tuff and andesite), Suleymaniye (andesite), Tekke (andesite, dacite), and Refene regions (volcanic tuff), and those obtained from volcanic rocks supplied from the city of Bayburt, which is adjacent to the northeast of the Black Sea, were ground to a fineness of 90 μm, which is the fineness of the cement. Regions from which volcanic rocks were supplied are shown in Figure 1.
![Figure 1 The supplied regions of volcanic rocks [17].](/document/doi/10.1515/secm-2014-0092/asset/graphic/j_secm-2014-0092_fig_001.jpg)
The supplied regions of volcanic rocks [17].
2.2 Methods
Volcanic rocks, which were obtained from Gumushane and its immediate vicinity, were used in the study. Pozzolanic activity values were determined according to TS 25 and feasibility of using the rocks as a pozzolan was determined. At this stage, 7-day tensile and compressive strength values were determined on the samples prepared according to TS 25. Feasibility of using the rocks as a pozzolan was determined by comparison with the limit values specified in the relevant standards. Mortar bar samples of 40×40×160 mm were prepared according to TS EN 196-1 by using rocks with identified pozzolanic activity as a pozzolan and by replacing cement with them in ratios of 10%, 20%, 30%, 40%, and 50%. Prepared samples were cured for 7, 28, and 90 days and tensile strength, compressive strength and ultrasonic pulse velocity values were determined on the samples.
2.2.1 Preparation of test samples
After the rocks to be used in the study were crushed using a jaw crusher, they were ground to a size of 90 μm with a ring mill. The test samples were sieved through a 90 μm sieve and their size was brought down to the size of cement. Quantities of materials used in pozzolanic activity test are given in Table 5.
The quantities of materials used for the pozzolanic activity test [11].
| Material | Amount to be used (g) |
|---|---|
| Hydrated lime [Ca(OH)2] | 150 |
| Natural pozzolan | T=2×150 (natural pozzolan density/ hydrated lime density) |
| Standard sand (TS EN 196-1) | 1350 |
| Water | 0.5 (150+T) |
Water/cement ratios of pozzolans with identified pozzolanic activity were determined according to the test method “ASTM C230 Standard Specification for Flow Table for Use in Tests of Hydraulic Cement” [18].
2.2.2 Pozzolanic activity test
Pozzolanic activity test was conducted on six samples with a size of 4×4×16 cm according to the principles specified in TS 25 [11]. Seven-day compressive strength of samples prepared with a mixture of lime-natural pozzolan should fulfill the requirements given in Table 6.
According to TS25 expected from the physical properties of natural pozzolan.
| Physical properties | MPa | |
|---|---|---|
| Tensile strengths | (minimum) | 1.0 |
| Compressive strengths | (minimum) | 4.0 |
Samples to be prepared with pozzolans with identified pozzolanic activity were prepared by replacing cement with pozzolans in ratios of 0%, 10%, 20%, 30%, 40%, and 50%. Water content of the samples were determined according to the test method “ASTM C 230 Standard Specification for Flow Table for Use in Tests of Hydraulic Cement” [18]. Water/cement ratios determined in accordance with ASTM C230 are shown in Table 7.
According to ASTM C230 determined mortar samples water to cement (w/c) ratios.
| Substitution rate | Cement (g) | Pozzolan (g) | Standard sand (g) | Su (g) | W/C | |||
|---|---|---|---|---|---|---|---|---|
| Refene tuff | Bayburt tuff | Aysima Andesite | Suleymaniye Andesite | |||||
| 0% | 450 | 0 | 1350 | 216 | 0.48 | 0.48 | 0.48 | 0.48 |
| 10% | 405 | 45 | 1350 | 243 | 0.5 | 0.54 | 0.48 | 0.48 |
| 20% | 360 | 90 | 1350 | 252 | 0.52 | 0.56 | 0.49 | 0.5 |
| 30% | 315 | 135 | 1350 | 261 | 0.54 | 0.58 | 0.5 | 0.51 |
| 40% | 270 | 180 | 1350 | 270 | 0.55 | 0.6 | 0.51 | 0.52 |
| 50% | 225 | 225 | 1350 | 279 | 0.56 | 0.62 | 0.52 | 0.52 |
3 Results and discussion
3.1 Physical properties of pozzolans
Density values of rocks whose pozzolanic activity will be investigated are given in Table 8.
The chemical compositions and density of the volcanic rocks.
| Aysima | Suleymaniye | Tekke | Refene | Bayburt | |||
|---|---|---|---|---|---|---|---|
| Volcanic tuff | Andesite | Andesite | Andesite | Dacite | Volcanic tuff | Volcanic tuff | |
| Si (%) | 38.59 | 42.47 | 31.58 | 0.25 | 0.10 | 31.41 | 51.97 |
| Ca (%) | 2.59 | 6.64 | 20.98 | 23.24 | |||
| Mn (%) | 1.96 | 0.83 | |||||
| Mg (%) | 3.39 | 8.42 | 9.31 | 1.57 | |||
| Al (%) | 10.59 | 6.21 | 10.92 | 15.26 | 21.55 | ||
| Fe (%) | 3.89 | ||||||
| Zn (%) | 1.48 | ||||||
| Na (%) | 0.62 | 0.79 | 1.11 | ||||
| K (%) | 3.70 | 3.78 | |||||
| Density (g/dm3) | 2.9 | 2.96 | 2.99 | 2.95 | 3.31 | 2.55 | 2.19 |
During assessment of density of the samples, it was found that tuffs from the Bayburt region have the lowest density with a value of 2.19 g/cm3 and Tekke dacites have the highest density with a value of 3.31 g/cm3.
3.2 Pozzolanic activity
According to the results of the pozzolanic activity test, 7-day tensile strength rating of all regions from which volcanic rocks were supplied are given in Table 9. According to this rating, it appears that Aysima andesites, Suleymaniye andesites, Refene volcanic tuff, and Bayburt tuff exceed the limit value of 1 MPa in Figure 2.
Tensile strength values of the samples at the end of 7 days.
| Region | Rock type | Number of sample | Limit values (MPa) | Tensile strength (MPa) |
|---|---|---|---|---|
| Aysima | Volcanic tuff | 3 | 1 | 0.83 |
| Aysima Suleymaniye | Andesite Andesite | 3 3 | 1 1 | 2.17 2.23 |
| Suleymaniye | Andesite | 3 | 1 | 2.23 |
| Tekke | Andesite | 3 | 1 | 0.70 |
| Tekke | Dacite | 3 | 1 | 0.62 |
| Refene | Volcanic tuff | 3 | 1 | 1.12 |
| Bayburt | Volcanic tuff | 3 | 1 | 1.16 |
Tensile strength values of the samples at the end of 7 days and limit value according to TS 25.
In addition, the 7-day compressive strength rating of all regions is shown in Table 10.
According to 7-day compressive strength values, pozzolanic activity of samples.
| Region | Rock type | Number of sample | Limit values (MPa) | Compressive strength (MPa) |
|---|---|---|---|---|
| Aysima | Volcanic tuff | 6 | 4.0 | 3.17 |
| Aysima | Andesite | 6 | 4.0 | 5.28 |
| Suleymaniye | Andesite | 6 | 4.0 | 7.58 |
| Tekke | Andesite | 6 | 4.0 | 2.17 |
| Tekke | Dacite | 6 | 4.0 | 1.93 |
| Refene | Volcanic tuff | 6 | 4.0 | 4.31 |
| Bayburt | Volcanic tuff | 6 | 4.0 | 4.49 |
According to the 7-day compressive strength rating of the samples, it appears that Aysima andesites, Suleymaniye andesites, Refene volcanic tuff, and Bayburt tuff exceed the limit value of 4 MPa in Figure 3.
Compressive strength values of the samples at the end of 7 days and limit value according to TS25.
According to 7-day tensile and compressive strength rating in the pozzolanic activity test of the samples, it was noted that tensile and compressive strengths of the Aysima region andesites were 2.17 MPa and 5.28 MPa, respectively. Those of the Suleymaniye region andesites were 2.23 MPa and 7.58 MPa, respectively, the Refene region volcanic tuffs were 1.12 MPa and 4.31 MPa, respectively, and those of Bayburt tuff were 1.16 MPa and 4.49 MPa, respectively. As a result, feasibility of using Aysima andesites, Suleymaniye andesites, Refene volcanic tuff, and Bayburt tuff showing pozzolanic activity as a pozzolan was determined.
Densities of volcanic tuffs taken from regions of Refene and Bayburt were measured as 2.55 and 2.19, respectively. The compressive strength is increasing parallel to the decreasing of density in volcanic tuffs. On the contrary, density values measured in the regions of Aysima and Suleymaniye are increasing parallel to the increasing of density in andesite. Therefore, it can be said that these relationships between compressive strength of each puzolan material resulted from chemical compositions.
3.3 Tensile strength
Seven-, 28- and 90-day tensile strength rating of samples prepared with pozzolans obtained from regions with identified pozzolanic activity can be seen in Figure 4. The evaluation of 7-, 28- and 90-day tensile strength of samples were prepared by using Aysima andesites, Suleymaniye andesites, Refene volcanic tuffs, and Bayburt tuff at 0%, 10%, 20%, 30%, 40%, and 50% replacement ratios of cement.
Tensile strength values of the samples at the end of 7, 28, and 90 days.
According to 7-day tensile strength of the samples, samples prepared using Refene region tuffs at a ratio of 10% were demonstrated to have the highest tensile strength with 4.78 MPa. Samples prepared using Bayburt tuff at a ratio of 50% were demonstrated to have the lowest value with 2.49 MPa. It was noted that samples with 10% replacement supplied from all regions had the highest 7-day tensile strength. It was observed that using pozzolans at a ratio of 50% caused a strength loss of about 60% in tensile strength.
According to 28-day tensile strength of the samples, samples prepared using Refene region tuffs in replacement ratio of 10% were demonstrated to have the highest tensile strength with 4.92 MPa. Samples prepared using Bayburt tuff at a ratio of 50% were demonstrated to have the lowest value with 3.02 MPa. It is clear that samples with 10% replacement supplied from all regions had the highest 28-day tensile strength. It was noted that using pozzolans at a ratio of 50% caused a strength loss of about 70% in tensile strength.
According to 90-day tensile strength of the samples, samples prepared using Bayburt region tuffs at a replacement ratio of 10% were demonstrated to have the highest tensile strength with 5.9 MPa. Samples prepared using Aysima andesite at a ratio of 50% were demonstrated to have the lowest value with 3.8 MPa. It was noted that samples with 10% replacement ratio supplied from all regions had the highest 90-day tensile strength. It was shown that using pozzolans at a ratio of 50% caused a strength loss of about 70% in tensile strength.
As a result, 10% was found as the most suitable replacement ratio for using Aysima andesites, Suleymaniye andesites, Refene volcanic tuffs, and Bayburt tuff in samples as pozzolan.
3.4 Compressive strength
Seven-, 28-, and 90-day compressive strength rating of samples prepared with pozzolans obtained from regions with identified pozzolanic activity can be seen in Figure 5. The evaluation of 7-, 28-, and 90-day compressive strength of samples were prepared by using Aysima andesites, Suleymaniye andesites, Refene volcanic tuffs, and Bayburt tuff at 0%, 10%, 20%, 30%, 40%, and 50% replacement levels of cement.
Compressive strength values of the samples at the end of 7, 28, and 90 days.
It was found that 7-day compressive strength of the samples was 27.74 MPa. Samples prepared using Aysima region andesites at a replacement ratio of 10% were demonstrated to have the highest compressive strength with 39.05 MPa. Samples prepared using Bayburt tuff at a ratio of 50% were demonstrated to have the lowest value with 10.38 MPa. It appears that samples with 10% replacement by pozzolans supplied from all regions have the highest 7-day compressive strength. It was shown that using pozzolans at a ratio of 50% caused a strength loss of about 60% in compressive strength.
According to 28-day compressive strength of the samples, it was clear that reference samples had a 28-day compressive strength of 44.81 MPa. Samples prepared using Suleymaniye region andesites at a ratio of 10% were demonstrated to have the highest tensile strength with 447.14 MPa. Samples prepared using Refene tuff at a ratio of 50% were demonstrated to have the lowest value with 20.86 MPa. Samples with 10% replacement by pozzolans supplied from all regions had the highest 28-day tensile strength. It was shown that using pozzolans at a ratio of 50% caused a strength loss of about 55% in compressive strength.
According to 90-day compressive strength of the samples, it was clear that reference samples had a 90-day compressive strength of 62.5 MPa. Samples prepared using Bayburt region tuffs at a ratio of 10% were demonstrated to have the highest tensile strength with 59.8 MPa. Samples prepared using Refene tuff at a ratio of 50% were demonstrated to have the lowest value with 24.7 MPa. It was noted that samples with 10% replacement by pozzolans supplied from all regions had the highest 90-day compressive strength. It was shown that using pozzolans at a ratio of 50% caused a strength loss of about 50% in compressive strength.
The relationship between ultrasonic pulse velocity and compressive strength of samples is shown in Figures 6–9. It is well known that increasing in density of samples, ultrasonic pulse velocity and compressive strength is increased. As shown in Figures 6–9, there is a meaningful relation between ultrasonic pulse velocity and compressive strength. In addition, correlation coefficients found in these relationships are rather large, as they are close to 1. As a result, 10% was found to be the most suitable replacement ratio for using Aysima andesites, Suleymaniye andesites, Refene volcanic tuffs, and Bayburt tuff showing pozzolanic activity in samples as pozzolan.
Relationship between ultrasonic pulse velocity and compressive strength of samples for Suleymaniye andesites.
Relationship between ultrasonic pulse velocity and compressive strength of samples for Refene tuff.
Relationship between ultrasonic pulse velocity and compressive strength of samples for Bayburt tuff.
Relationship between ultrasonic pulse velocity and compressive strength of samples for Aysima andesites.
4 Conclusions
In order to study pozzolanic activity of volcanic rocks from the Gumushane region in the northeast of the Black Sea, pozzolanic properties of volcanic rocks supplied from Aysima (volcanic tuff and andesite), Suleymaniye (andesite), Tekke (andesite, dacite) and Refene regions (volcanic tuff), and those supplied from the city of Bayburt, which is adjacent to the Gumushane region, were investigated.
It was established that Aysima andesites, Suleymaniye andesites, Refene volcanic tuff, and Bayburt tuff had pozzolanic activity. In addition, 7-, 28-, and 90-day compressive strength values decreased with increasing amount of cement replaced by pozzolan. Furthermore, the lowest strength value was obtained for the sample prepared using Bayburt tuff at a 50% replacement of cement, the tensile strength was 10.38 MPa for 7-day samples, and the 7-day samples had a tensile strength of 10.38 MPa. Twenty-eight-day samples prepared using Refene tuff had a tensile strength of 20.86 MPa and 90-day samples prepared using Refene andesite had a tensile strength of 24.7 MPa.
As a result of the evaluation of feasibility of using volcanic rocks from the Gumushane region in the northeast of the Black Sea as a pozzolan, it was concluded that using pozzolans at a ratio of 10% would be the most appropriate.
Consequently, studies on feasibility of using volcanic rocks in the production of construction materials can be developed. Formation and microstructure of trass cement prepared by mixing cement with pozzolana supplied from the vicinity of Gumushane or identification of characteristics of new mixture to be prepared by adding pozzolana to cement mortars and cement plasters can be investigated.
Acknowledgments
This research was supported by the research project “The Investigation of Pozzolonic Activity of Gumushane Region’s Volcanic Rocks” (BAP Code: 2012.02.1711.2) from the Gumushane University, Scientific Research Projects (BAP) program in Gumushane, Turkey.
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