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Moulshree Dubey Department of Civil Engineering, National Institute of Technology, Raipur-492010, India

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Shirish V Deo Department of Civil Engineering, National Institute of Technology, Raipur-492010, India

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Gangadhar Ramtekkar Department of Civil Engineering, National Institute of Technology, Raipur-492010, India

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Abstract

High performance concrete is extensively used for construction works in recent era. For the preparation of high performance concrete (HPC) mineral and chemical admixtures are used. The addition of mineral admixtures minimizes the utilization of cement and makes concrete more sustainable. The addition of metakaolin as a substitute to cement enhances the properties of concrete. There is need to study the mechanical and micro-structural properties of concrete containing metakaolin as cementitious material. In this work an endeavour has been made to study the properties of HPC employing matakaolin as an alternative for cement. The cement has been replaced with metakaolin by 5%, 10%, 15%, 20%, and 25% respectively for 0.25, 0.3, and 0.35 w/c ratios. The strength and electrical resistivity tests are conducted for all concrete mixes on triplicate. Results confirm that the accumulation of metakaolin increases the properties of HPC. A maximum of 49% increase in compressive strength in concrete was observed by the accumulation of 15% of metakaolin in concrete as substitute to cement for 0.25 w/c ratio in comparison to standard concrete. The development of secondary calcium silicate hydrates and minimal Ca(OH)2 components was revealed by X-ray spectroscopy, indicating that the concrete was denser. The results of this study revealed that metakaolin has a considerable impact on high-performance concrete, particularly in terms of compressive and flexural strength.

Abstract

High performance concrete is extensively used for construction works in recent era. For the preparation of high performance concrete (HPC) mineral and chemical admixtures are used. The addition of mineral admixtures minimizes the utilization of cement and makes concrete more sustainable. The addition of metakaolin as a substitute to cement enhances the properties of concrete. There is need to study the mechanical and micro-structural properties of concrete containing metakaolin as cementitious material. In this work an endeavour has been made to study the properties of HPC employing matakaolin as an alternative for cement. The cement has been replaced with metakaolin by 5%, 10%, 15%, 20%, and 25% respectively for 0.25, 0.3, and 0.35 w/c ratios. The strength and electrical resistivity tests are conducted for all concrete mixes on triplicate. Results confirm that the accumulation of metakaolin increases the properties of HPC. A maximum of 49% increase in compressive strength in concrete was observed by the accumulation of 15% of metakaolin in concrete as substitute to cement for 0.25 w/c ratio in comparison to standard concrete. The development of secondary calcium silicate hydrates and minimal Ca(OH)2 components was revealed by X-ray spectroscopy, indicating that the concrete was denser. The results of this study revealed that metakaolin has a considerable impact on high-performance concrete, particularly in terms of compressive and flexural strength.

1 Introduction

Concrete is the most often utilized construction material worldwide, owing to its superior strength and durability. Cement is the most important component of concrete since it serves as a binder [1]. The production of cement consumes natural materials and releases huge amount of global warming gasses into the atmosphere [2]. Due to the rapid rate at which the cement industry is developing, future generations may face a shortage of natural resources as well as harmful environmental circumstances. The utilization of supplementary cementitious materials (SCMs) like fly-ash, rice-husk ash, metakaolin (MK), and silica fume materials as a partial alternative for cement in making of concrete is one way to minimize the utilization of cement [3]. The addition of MK as cementitious material in concrete shows excellent properties against penetration of various aggressive agents [4, 5]. The accumulation of MK enhances the strength and durability of concrete [6, 7, 8]. The SCMs provide a variety of advantages in concrete, including improved ultimate strength, durability, reduced excessive surface cracking, cost savings, and greater sustainability. The extent to which portland cement is replaced by SCMs is determined by their pozzolanic activity [9, 10]. SCMs may also be used to generate a variety of concrete types, including HPC, and high strength concrete. The HPC is being used more and more every day for construction. The strength of HPC is significantly higher than that of regular hard concrete. The utilization of HPC offers a long-term ease of handling, decreases creep and shrinkage and increases compressive, shear, tensile strength [11]. The Mineral SCMs, such as silica fume and fly ash, have already been proved to improve concrete characteristics when used as additives [12]. The addition of fly-ash as replacement to cement by 30% considerably enhances the concrete performance [13]. Similarly, accumulation of silica fume as replacement to cement also enhances the mechanical properties of HPC [14]. In recent years, with the growing environmental concerns, the usage of MK as an optional addition has increased the attention [15]. As a SCMs, the MK has anticipated pozzolanic character triggered by tri-calcium silicate and tri-calcium aluminates [16]. While using MK as substitute to cement, MK reacts with portlandite to produce extra CSH gel which enhances the strength and durability. The addition of MK as replacement to cement by 20% shows an enhancement of 50% in compressive strength of mortar [17]. There is a need to study the mechanical and micro-structural properties of HPC using MK as a supplement cementitious material. In this study an endeavour has been made to improve the properties of HPC using MK as substitute to cement. The cement has been replaced with MK by 5%, 10%, 15%, 20%, and 25% respectively for 0.25, 0.3, and 0.35 w/c ratios. Results confirm that the accumulation of MK in concrete increases the overall concrete performance.

2 Materials and methods

2.1 Materials

43 grade Ordinary Portland cement (OPC) procured from Ultratech Cements ltd., Raipur having specific gravity 3.1 is employed as a binder in this study. The river sand utilized as a fine aggregate with specific gravity (SG) 2.65. Coarse aggregate having 20 mm nominal maximum size having SG 2.74 is used. Metakaolin used as supplement cementitious material was procured from ASTRRA chemicals, Chennai. The MK sample was tested by Energy Dispersive X-ray technique for identifying the elemental composition. The EDX test has been performed on ZEISS-EVO 18 scanning electron machine. The MK sample utilized in this study is having the SG of 2.5. Elemental composition of MK using EDX analysis is illustrated in Table 1.

Table 1.

Elemental composition of MK using EDX analysis

Elements Weight % Atomic %
Si 61.47 73.43
Mg 0.05 0.04
Al 17.55 12.43
Ca 0.15 0.07
Fe 0.32 0.11
O 20.46 13.92

2.2 Concrete mix details

Design of concrete mix was done using IS: 10262-2019 [18] and particle packing method. Packing density is a novel way of mix design that is being utilised to design various forms of concrete. This method increases the density of concrete and also the number of pores in the concrete matrix [19]. The mix proportions of the present study are shown in Table 2.

Table 2.

Concrete mix details (kg m−3)

Mix Details Cement MK Fine Aggregate Coarse Aggregate Water Super Plasticizer
20 mm 12.5 mm 10 mm
For 0.25 w/c ratio
CM 564 0 600 723 144.6 337.4 141.4 6.768
MK5 536 28 587 707 141.6 330.4 141.4 6.768
MK10 508 56 573 691 138 322 141.4 6.768
MK15 479 85 559 673 134.7 314.3 141.4 6.768
MK20 451 113 545 656 131.1 305.9 141.4 6.768
MK25 423 141 532 641 127.8 298.2 141.4 6.768
For 0.3 w/c ratio
CM 507 0 607 732 146 341 152.1 6.084
MK5 481 26 587 707 141.6 330.4 152.1 6.084
MK10 456 51 583 702 140 327 152.1 6.084
MK15 431 76.05 570 686 137 320 152.1 6.084
MK20 405 102 551 663 132.6 309.4 152.1 6.084
MK25 380 127 546 658 131.4 306.6 152.1 6.084
For 0.35 w/c ratio
CM 435 0 630 750 151.8 354.2 152 5.25
MK5 413 22 619 746 148.8 347.2 152 5.25
MK10 391.5 43.5 604 728 145.5 339.5 152 5.25
MK15 369.75 65.25 592 713 142.5 332.5 152 5.25
MK20 348 87 552 665 132.6 309.4 152 5.25
MK25 326.25 108.75 547 660 131.7 307.3 152 5.25

3 Results and discussion

3.1 Workability

Workability may be described as the amount of energy needed to overcome the friction between the particles in the concrete in order to accomplish complete compaction [20]. In this study, the slump test is utilized to determine the workability as per IS: 1199-1959 standards, Reaffirmed 2004 [21]. Slump is the most frequently utilised test to determine the workability. The particle shape, size, temperature, water-cement (w/c) ratio, and quantity of additive added to the concrete mix all have a direct impact on the workability [22]. The slump test has been conducted to all mixes after the mixing of concrete. The slump test results of all concrete mixes along with standard deviations are illustrated in Fig. 1. From Fig. 1 it is noticed that the accumulation of MK diminishes the slump values. The accumulation of 5% of MK as replacement to cement shows 5%, 3.6%, and 2.3% reduction in slump values of concrete as compared to standard mix for 0.25, 0.3, and 0.35 w/c ratios. As the dosages of the MK increase the slump values diminish. A maximum of 18.4%, 15.8%, and 10.4% reduction slump values of concrete are noticed by the addition of 25% of MK for 0.25, 0.3, and 0.35 w/c ratios. This indicates that the accumulation of MK as substitute to cement diminishes the workability. Similar trend in results are also noticed in [23], as the dosages of MK enhance the workability of concrete diminishes. The accumulation of MK decreases the availability of water in concrete due to its high reactivity. Also MK is having smaller particle size, which will also increase the water demand in concrete [24].

Fig. 1.
Fig. 1.

Slump cone test results of all concrete mixes

Citation: International Review of Applied Sciences and Engineering 13, 3; 10.1556/1848.2021.00359

3.2 Compressive strength

The concrete compressive strength is the most frequently utilised parameter in structural engineering and design. For all concrete mixtures, 100 × 100 × 100 mm cubes are cast, and kept in the moulds for one day. After one day the cubes are separated from the moulds and kept in curing in potable water available in the laboratory. The test was conducted to all mixes in triple as per the IS: 516-1959 standards [25]. Figure 2 shows the 7-day strength results samples. From Fig. 2 it is noticed that the addition of MK up to 15% as replacement to cement increases the strength. There is a maximum of 40%, 38%, and 35% improvement in strength noticed as compared to standard mix for 0.25, 0.3, and 0.35 w/c ratios. While the addition of 25% of MK in concrete shows 10%, 8%, and 6% improvement in strength in comparison to standard mix for 0.25, 0.3, and 0.35 w/c ratios.

Fig. 2.
Fig. 2.

Compressive strength results of 7-day cured samples

Citation: International Review of Applied Sciences and Engineering 13, 3; 10.1556/1848.2021.00359

Figure 3 shows the strength results of different concrete mixes for 28-day cured samples. From Fig. 3 it is noticed that the addition 15% of MK as replacement to cement shows 49%, 45%, and 42% enhancement in strength in comparison to standard mix for 0.25, 0.3, and 0.35 w/c ratios. As the dosages of MK increase beyond the 15% strength of concrete diminishes slightly.

Fig. 3.
Fig. 3.

Compressive strength results of 28-day cured samples

Citation: International Review of Applied Sciences and Engineering 13, 3; 10.1556/1848.2021.00359

Figure 4 shows the 56-day strength results of various concrete mixes. The strength results follow the same pattern as 28- and 7-day cured samples. From Fig. 4 it is noticed that the 15% accumulation of MK as substitute to cement is optimum for preparation of HPC. The accumulation of 15% of MK as replacement to cement shows 38%, 37%, and 34% improvement in strength in comparison to standard mix for 0.25, 0.3, and 0.35 w/c ratios. Because MK is a very reactive pozzolana, the Ca(OH)2 content present in concrete can be minimized by its incorporation. This gives dense structure to concrete and increases the strength of concrete [26, 27]. The contribution of MK becomes less efficient at larger w/c ratios, because of the increase in porosity [28]. Thus, strength improvement is minimum in higher w/c ratio concrete mixes. Similarly, at higher dosages of MK also minimum strength improvement was noticed in all three w/c ratios. At higher dosages of MK micro-cracks are formed due to availability of high specific surface area; which increases the water demand in concrete. Furthermore, the addition of higher dosages of a material which do not directly participate in hydration process reduces the compressive strength [28].

Fig. 4.
Fig. 4.

Compressive strength results of 56-day cured samples

Citation: International Review of Applied Sciences and Engineering 13, 3; 10.1556/1848.2021.00359

3.3 Flexural strength

The flexural strength test determines the capacity of a concrete beam to resist bending failure. The flexural strength of concrete is evaluated using a concrete beam specimen of 100 × 100 × 500 mm. The beams are casted after mixing of concrete and kept in moulds for one day. After one day the beams are separated from the moulds and kept in curing in potable water available in the laboratory. The beams are tested in triplicate for all concrete mixes at 28 and 56 days, for 0.25, 0.3, and 0.35 w/c ratios. The test has been carried out as per the IS: 516-1959 standards [25]. Figure 5 depicts the flexural strength findings of several concrete mixes after a 7-day curing time.

Fig. 5.
Fig. 5.

Flexural strength results of 7-day cured samples

Citation: International Review of Applied Sciences and Engineering 13, 3; 10.1556/1848.2021.00359

From Fig. 5 it is identified that the accumulation of MK improves the strength in comparison to standard concrete. The accumulation of 5% of MK as substitute to cement shows 15%, 11.7%, and 9% enhancement in strength in comparison to standard mix for 0.25, 0.3, and 0.35 w/c ratios. The accumulation of 15% of MK as replacement to cement in concrete shows 35%, 31%, and 29% optimum percentage enhancement in strength of concrete for 0.25, 0.3, and 0.35 w/c ratios in comparison with control concrete. While the accumulation of MK as substitute to cement more than 15% diminishes the strength. However, the accumulation of MK up to 25% as substitute to cement shows comparable results with control concrete. The accumulation of 25% of MK as substitute to cement shows 10%, 7%, and 4% enhancement in strength in comparison with standard mix.

Figure 6 illustrates the strength results of 28-day cured samples. From Fig. 6 it is noticed that the addition of 15% of MK shows optimum development in strength. Also, the flexural strength results followed a similar trend as of compressive strength. The accumulation of 15% of MK in concrete as replacement to cement shows 45.5%, 41%, and 33% enhancement in flexural strength in comparison with standard mix at an age of 28 days correspondingly. Figure 7 shows the 56-day cured samples flexural strength results. From Fig. 7 it is observed that the accumulation of MK as replacement to cement has a positive effect on flexural strength for all three w/c ratios. The addition of MK as 15% replacement to cement shows 35%, 32%, and 28% enhancement in flexural strength in comparison to standard mix for 0.25, 0.3, and 0.35 w/c ratios. While the accumulation of MK as replacement to cement more than 15% slightly diminishes the strength of concrete.

Fig. 6.
Fig. 6.

Flexural strength results of 28-day cured samples

Citation: International Review of Applied Sciences and Engineering 13, 3; 10.1556/1848.2021.00359

Fig. 7.
Fig. 7.

Flexural strength results of 56-day cured samples

Citation: International Review of Applied Sciences and Engineering 13, 3; 10.1556/1848.2021.00359

3.4 Electrical resistivity

To know the quality of concrete in terms of voids and internal cracks electrical resistivity (ER) test was performed. Bulk Electrical Resistivity Test was performed in this study confirming to the guidelines of ASTM C 1202 [29]. The 100 × 100 × 100 mm size cubes are casted and kept in mould for one day. After one day the cubes are separated from the moulds and kept in water curing. These samples are utilized for testing electrical resistivity. The test has been performed using a Leader RCON™ concrete electrical resistivity meter. Figure 8 illustrates the ER test results of all concrete mixes for a curing period of 28 days. The results confirm that the accumulation of MK as replacement to cement minimizes the pores in concrete and increases durability. The control concrete shows an ER of 18.1 kΩ-cm, 17.8 kΩ-cm, and 16.4 kΩ-cm for 0.25, 0.3, and 0.35 w/c ratios at an age of 28 days. While the addition of 15% of MK as replacement to cement shows an ER of 40.1 kΩ-cm, 37.7 kΩ-cm, and 33.9 kΩ-cm for 0.25, 0.3, and 0.35 w/c ratios at an age of 28 days respectively. The addition of MK as replacement to cement of more than 15% slightly diminishes the ER of concrete.

Fig. 8.
Fig. 8.

Electrical resistivity test results of 28-day cured samples

Citation: International Review of Applied Sciences and Engineering 13, 3; 10.1556/1848.2021.00359

Figure 9 depicts the 56-day cured samples ER test results. From Fig. 9 it is noticed that the trend pattern is followed as similar to 28-day ER test results. The control concrete shows an ER of 20.9 kΩ-cm, 19.7 kΩ-cm, and 18.4 kΩ-cm for 0.25, 0.3, and 0.35 w/c ratios at an age of 56 days. Similar to 28-day test results the addition of 15% of MK as replacement to cement shows optimum improvement in ER of concrete. The accumulation of 25% of MK as substitute to cement improves the ER of concrete in comparison to control mix in all three w/c ratios. The MK is a reactive pozzolanic material, it reacts with Ca(OH)2 present in concrete and develops secondary C-S-H [30]. This decreases the pores and micro-cracks present in concrete and improve the ER of concrete. The addition of higher dosages of MK as replacement to cement reduces the available water in concrete [31]. This leads to development of micro-cracks in concrete and reduces the ER of concrete.

Fig. 9.
Fig. 9.

ER test results of 56-day cured samples

Citation: International Review of Applied Sciences and Engineering 13, 3; 10.1556/1848.2021.00359

3.5 XRD analysis

The X-ray diffraction (XRD) test identifies the mineralogy of concrete by amorphous/crystalline phases present by using X'-PERT HighScore software. The control mix and MK15 mix samples of 0.3 w/c ratio were utilized for this study. The concrete pieces were ground to powder sample having sizes less than 75 micron and used in XRD analysis. The XRD test has been performed on PANalytical 3 kW X'pert Powder – Multifunctional instrument. Figure 10 shows the XRD analysis of concrete samples. The hydration products CSH, Ca(OH)2, and calcite are noticed in XRD analysis for control mix and MK15 mix. In the control mix the peaks of Ca(OH)2 are observed to be higher. The amount of calcite peaks are similar to both the control mix and MK15 mix. However, the MK15 mix shows minimum peaks for Ca(OH)2, which confirms that the accumulation of MK utilizes Ca(OH)2 and develops secondary CSH in concrete. This increases the denseness and minimizes the pores and micro-cracks in concrete. Similar trends in results are also identified in [32] as the addition of MK improves the micro-structure of concrete.

Fig. 10.
Fig. 10.

XRD analysis of concrete samples

Citation: International Review of Applied Sciences and Engineering 13, 3; 10.1556/1848.2021.00359

4 Conclusions

The effect of MK on properties of HPC is tested in this study. The MK is added in concrete as partial alternative to cement. The results confirm that the accumulation of MK in concrete enhances the performance. The accumulation of 15% of MK as replacement to cement shows optimum results in strength. The accumulation of higher dosages of MK slightly diminishes the strength. The strength increases due to increase in the amount of CSH in concrete due to pozzolanic activity of MK, as was confirmed by using XRD analysis. There is a good correlation between the amount of CSH developed and strength of concrete in the mix MK15. The accumulation of MK in concrete increases the denseness of concrete by minimizing the pores in concrete, as was confirmed by ER test of concrete. The test results confirm that the accumulation of MK as substitution to cement increases the performance of concrete.

Conflict of interest

Authors do not have any conflict of interest.

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  • [1]

    S. Taluldar , “Modelling the effects of structural cracking on carbonation front advance into concrete,” Int. J. Struct. Eng., vol. 6, no. 1, pp. 7387, 2015.

    • Crossref
    • Search Google Scholar
    • Export Citation
  • [2]

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Senior editors

Editor-in-Chief: Ákos, LakatosUniversity of Debrecen, Hungary

Founder, former Editor-in-Chief (2011-2020): Ferenc Kalmár, University of Debrecen, Hungary

Founding Editor: György Csomós, University of Debrecen, Hungary

Associate Editor: Derek Clements Croome, University of Reading, UK

Associate Editor: Dezső Beke, University of Debrecen, Hungary

Editorial Board

  • Mohammad Nazir AHMAD, Institute of Visual Informatics, Universiti Kebangsaan Malaysia, Malaysia

    Murat BAKIROV, Center for Materials and Lifetime Management Ltd., Moscow, Russia

    Nicolae BALC, Technical University of Cluj-Napoca, Cluj-Napoca, Romania

    Umberto BERARDI, Toronto Metropolitan University, Toronto, Canada

    Ildikó BODNÁR, University of Debrecen, Debrecen, Hungary

    Sándor BODZÁS, University of Debrecen, Debrecen, Hungary

    Fatih Mehmet BOTSALI, Selçuk University, Konya, Turkey

    Samuel BRUNNER, Empa Swiss Federal Laboratories for Materials Science and Technology, Dübendorf, Switzerland

    István BUDAI, University of Debrecen, Debrecen, Hungary

    Constantin BUNGAU, University of Oradea, Oradea, Romania

    Shanshan CAI, Huazhong University of Science and Technology, Wuhan, China

    Michele De CARLI, University of Padua, Padua, Italy

    Robert CERNY, Czech Technical University in Prague, Prague, Czech Republic

    Erdem CUCE, Recep Tayyip Erdogan University, Rize, Turkey

    György CSOMÓS, University of Debrecen, Debrecen, Hungary

    Tamás CSOKNYAI, Budapest University of Technology and Economics, Budapest, Hungary

    Anna FORMICA, IASI National Research Council, Rome, Italy

    Alexandru GACSADI, University of Oradea, Oradea, Romania

    Eugen Ioan GERGELY, University of Oradea, Oradea, Romania

    Janez GRUM, University of Ljubljana, Ljubljana, Slovenia

    Géza HUSI, University of Debrecen, Debrecen, Hungary

    Ghaleb A. HUSSEINI, American University of Sharjah, Sharjah, United Arab Emirates

    Nikolay IVANOV, Peter the Great St. Petersburg Polytechnic University, St. Petersburg, Russia

    Antal JÁRAI, Eötvös Loránd University, Budapest, Hungary

    Gudni JÓHANNESSON, The National Energy Authority of Iceland, Reykjavik, Iceland

    László KAJTÁR, Budapest University of Technology and Economics, Budapest, Hungary

    Ferenc KALMÁR, University of Debrecen, Debrecen, Hungary

    Tünde KALMÁR, University of Debrecen, Debrecen, Hungary

    Milos KALOUSEK, Brno University of Technology, Brno, Czech Republik

    Jan KOCI, Czech Technical University in Prague, Prague, Czech Republic

    Vaclav KOCI, Czech Technical University in Prague, Prague, Czech Republic

    Imre KOCSIS, University of Debrecen, Debrecen, Hungary

    Imre KOVÁCS, University of Debrecen, Debrecen, Hungary

    Angela Daniela LA ROSA, Norwegian University of Science and Technology, Trondheim, Norway

    Éva LOVRA, Univeqrsity of Debrecen, Debrecen, Hungary

    Elena LUCCHI, Eurac Research, Institute for Renewable Energy, Bolzano, Italy

    Tamás MANKOVITS, University of Debrecen, Debrecen, Hungary

    Igor MEDVED, Slovak Technical University in Bratislava, Bratislava, Slovakia

    Ligia MOGA, Technical University of Cluj-Napoca, Cluj-Napoca, Romania

    Marco MOLINARI, Royal Institute of Technology, Stockholm, Sweden

    Henrieta MORAVCIKOVA, Slovak Academy of Sciences, Bratislava, Slovakia

    Phalguni MUKHOPHADYAYA, University of Victoria, Victoria, Canada

    Balázs NAGY, Budapest University of Technology and Economics, Budapest, Hungary

    Husam S. NAJM, Rutgers University, New Brunswick, USA

    Jozsef NYERS, Subotica Tech College of Applied Sciences, Subotica, Serbia

    Bjarne W. OLESEN, Technical University of Denmark, Lyngby, Denmark

    Stefan ONIGA, North University of Baia Mare, Baia Mare, Romania

    Joaquim Norberto PIRES, Universidade de Coimbra, Coimbra, Portugal

    László POKORÁDI, Óbuda University, Budapest, Hungary

    Roman RABENSEIFER, Slovak University of Technology in Bratislava, Bratislava, Slovak Republik

    Mohammad H. A. SALAH, Hashemite University, Zarqua, Jordan

    Dietrich SCHMIDT, Fraunhofer Institute for Wind Energy and Energy System Technology IWES, Kassel, Germany

    Lorand SZABÓ, Technical University of Cluj-Napoca, Cluj-Napoca, Romania

    Csaba SZÁSZ, Technical University of Cluj-Napoca, Cluj-Napoca, Romania

    Ioan SZÁVA, Transylvania University of Brasov, Brasov, Romania

    Péter SZEMES, University of Debrecen, Debrecen, Hungary

    Edit SZŰCS, University of Debrecen, Debrecen, Hungary

    Radu TARCA, University of Oradea, Oradea, Romania

    Zsolt TIBA, University of Debrecen, Debrecen, Hungary

    László TÓTH, University of Debrecen, Debrecen, Hungary

    László TÖRÖK, University of Debrecen, Debrecen, Hungary

    Anton TRNIK, Constantine the Philosopher University in Nitra, Nitra, Slovakia

    Ibrahim UZMAY, Erciyes University, Kayseri, Turkey

    Andrea VALLATI, Sapienza University, Rome, Italy

    Tibor VESSELÉNYI, University of Oradea, Oradea, Romania

    Nalinaksh S. VYAS, Indian Institute of Technology, Kanpur, India

    Deborah WHITE, The University of Adelaide, Adelaide, Australia

International Review of Applied Sciences and Engineering
Address of the institute: Faculty of Engineering, University of Debrecen
H-4028 Debrecen, Ótemető u. 2-4. Hungary
Email: irase@eng.unideb.hu

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2023  
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0.249
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Environmental Engineering (Q3)
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Scopus  
Scopus
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2.3
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CIte Score Rank
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General Engineering (Q2)
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Scopus
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0.751


International Review of Applied Sciences and Engineering
Publication Model Gold Open Access
Online only
Submission Fee none
Article Processing Charge 1100 EUR/article
Regional discounts on country of the funding agency World Bank Lower-middle-income economies: 50%
World Bank Low-income economies: 100%
Further Discounts Limited number of full waivers available. Editorial Board / Advisory Board members: 50%
Corresponding authors, affiliated to an EISZ member institution subscribing to the journal package of Akadémiai Kiadó: 100%
Subscription Information Gold Open Access

International Review of Applied Sciences and Engineering
Language English
Size A4
Year of
Foundation
2010
Volumes
per Year
1
Issues
per Year
3
Founder Debreceni Egyetem
Founder's
Address
H-4032 Debrecen, Hungary Egyetem tér 1
Publisher Akadémiai Kiadó
Publisher's
Address
H-1117 Budapest, Hungary 1516 Budapest, PO Box 245.
Responsible
Publisher
Chief Executive Officer, Akadémiai Kiadó
ISSN 2062-0810 (Print)
ISSN 2063-4269 (Online)

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