Effect of Basalt Fibers on the Physical and Mechanical Properties of MB Modifier based High-Strength Concrete

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Copyright reserved © J. Mech. Cont.& Math.

Makhmud Kharun et al.

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Effect of Basalt Fibers on the Physical and Mechanical Properties of MB Modifier based High-Strength Concrete

Makhmud Kharun

¹

*, Dmitry D. Koroteev

²

1,2

Department of Civil Engineering, Peoples' Friendship University of Russia (RUDN University), Moscow, Russia

*Corresponding Author: [email protected]

https://doi.org/10.26782/jmcms.spl.4/2019.11.00008

Abstract

Basalt fibers (BF) have become intriguing nowadays for infrastructural and civil engineering applications due to the concern about mechanical properties, thermal and chemical resistance, and also environmental friendliness. Mass production of high-strength concrete (HSC) in Russia is mainly associated with the use of organomineral modifiers of the MB series, containing in their composition microsilica, fly ash, hardening regulator and superplasticizer C-3 in different ratios.

In our study we produced HSC specimens (without BF, and with 1 wt.% chopped BF) using the modifier MB10-30, with the dimensions of 100x100x100 mm and 100x100x400 mm. The compressive strength, the tensile strength at bending, the strength at axial tension and the cracking moment, at the curing periods of 7, 14, 28, 60 days, have been determined. The results showed that the inclusion of BF in MB modifier based HSC resulted in a decrease in the compressive strength, however, significantly enhanced its tensile behavior.

Keywords :

Basalt Fiber, High-Strength Concrete, Compressive Strength, Tensile Strength At Bending, Strength At Axial Tension, Cracking Moment

I. Introduction

Basalt fibers (BF) are increasingly studied in structural applications due to its environmental friendliness, good mechanical properties, thermal and chemical resistance. Currently BF reinforced high-strength concrete (HSC) is being used in the construction of high-rise buildings, bridges, airport runways and highway pavements.

Over the past decade, studies have been carried out on some physical and mechanical properties of BF reinforced concrete and HSC. Some researchers revealed that BF can significantly improve the flexural properties of concrete (Sadrmomtazi A.

et al., 2018; Afroz M. et al., 2017). Branston J. et al. (2016) found that BF in concrete are effective in preventing cracks by reducing the magnitude of free shrinkage, and by restricting the growth of cracks if they do occur. Some experts observed that BF reinforced HSC significantly enhance the splitting tensile strength and the critical stress intensity factor (Ayub T. et al., 2014; Kizilkanat A.B. et al., (2015).

Investigation of High C. et al. (2015) on BF reinforced concrete revealed that BF addition in concrete significantly enhance its flexural modulus. Kabay N. (2014)

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International Conference on Applied Science, Technology and Engineering J. Mech. Cont.& Math. Sci., Special Issue, No.-4, November (2019) pp 70-77

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established a quite strong relationship between abrasive wear and void content and flexural strength of concretes when adding BF. Experimental study of Jiang C. et al.

(2014) showed that adding BF in concrete significantly improves the tensile strength, flexural strength and toughness index.

Zak P. et al. (2016) studied the effect of different fibers on the earth bricks, and revealed that fiber reinforcement does not significantly effect on the compressive strength of bricks, but greatly influences on the flexure behavior. Pehlivanlı Z.O. et al. (2015) studied BF reinforced lightweight autoclaved aerated concrete, and found that the inclusion of BF in autoclaved aerated concrete increases the flexural and compressive strengths.

Borhan T.M. (2012) used recycled waste glass sand, as a partial replacement for the natural fine aggregate, with BF in his study. Using BF leads to an enhancement in the compressive and splitting tensile strength.Dong J.F. et al. (2017), Katkhuda H.

and Shatarat N. (2017) studied BF reinforced recycled aggregate concrete, and revealed that BF accumulate in recycled aggregate concrete pores, and also enhance the mechanical properties of recycled aggregate concrete. BF reinforced recycled aggregate concrete can reduce the environmental hazards from a large amount of earthquake waste from collapsed buildings.

Mass production of HSC in Russia is mainly associated with the use of organomineral modifiers of the MB series, containing in their composition microsilica, fly ash, hardening regulator and superplasticizer C-3 in different ratios.

Many researchers studied the physical and mechanical properties of HSC produced with the MB modifiers (Kaprielov S.S. et al., 2017; Karpenko N.I. et al., 2015), however, the effect of BF reinforcement on the MB modifier based HSC insufficiently studied.

The aim of the study is to determine the physical and mechanical properties, such as the compressive strength, the tensile strength at bending, the strength at axial tension and the cracking moment, of HSC produced with the MB modifier.

II. Materials and Methods of Research

Within this study we selected modifier MB10-30C, an admixture on the organomineral basis containing micro-silica, fly ash, hardening regulator and super plasticizer C-3, as the basic research material of HSC, which finds an increasing application in the contemporary construction in Russia.

The experimental study of HSC was carried out with the following composition:

Portland cement of type I = 500 kg/m³, concrete modifier MB10-30C= 125 kg/m³, sand with the fineness modulus of 2.7 = 585 kg/m³, crushed granite with the fraction of 5-20 mm = 1005 kg/m³, water = 187.5 l/m³, and chopped BF of 12 mm length for BF reinforced HSC = 24 kg/m³ (1 wt.% of HSC).

Experimental study was carried out in accordance with the CIS Interstate Standard

"GOST" (GOST 10180-2012, 2013).

Within this experimental study we produced total 16 series of test specimens of HSC from the stated composition with dimensions of 100x100x100 mm – 8 series (without BF – 4 series, and with BF – 4 series), and 100x100x400 mm – 8 series (without BF – 4 series, and with BF – 4 series).

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In accordance with the plan of experiment, each series consists of 3specimens, 12 in every type, total 96specimens.All specimens were cured in air-humid condition in wet sawdust at the room temperature of 19-22 °C.

Laboratory tests were carried out at the curing periods of 7, 14, 28, 60 days on a hydraulic press of up to 1500kN at the compression test, and up to 150 kN at the bending test.

Compressive strength was identified by the following formula (GOST 10180- 2012, 2013) :

A R_c F^c

where α – the scale factor on compression test, α = 0.95 for cubes of the dimensions of 100x100x100 mm; F_c – the failure load on compression; A – the surface area of the sample.

Tensile strength at bending was identified by the following formula (GOST 10180-2012, 2013) :

b2

a l R_ct F^t



 



where δ – the scale factor for tensile test, δ = 0.95 for prisms of the dimensions of 100x100x400 mm; F_t – the failure load on tensile; l – the distance between supports during sample testing; a, b – the width and the height of the cross section of the sample accordingly.

Strength at axial tension was identified by the formula (Design Code SP 63.13330.2012, 2015) :

75 . 1

ct ctf

R  R

Cracking moment was identified by the following formula (Design Code SP 63.13330.2012, 2015) :

5 . 3 bh2

R M_crc  _ct

where b, h – the width and the height of the cross section of the sample accordingly.

III. Results and Discussion

The most important physical and mechanical properties of concrete are the compressive strength, tensile strength at bending, strength at axial tension, cracking moment.

In addition, in order to assess the load-bearing capacity of the reinforced concrete structures from the position of fracture mechanics, the characteristics of the crack resistance of concrete are important, particularly: the critical stress intensity factor and the critical energy release rate.

In the framework of this study we carried out the experimental determination of the compressive strength, the tensile strength at bending, the strength at axial tension

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and the cracking moment, as well as the characteristics of the crack resistance: the critical stress intensity factor and the critical energy release rate of HSC produced with modifier MB10-30C without BF and with 1 wt.% chopped BF.

The following types of test specimens were examined:

1. 8 series of specimens (without BF – 4 series, and with 1 wt.% BF – 4 series) of 100x100x100 mm of cube shape were tested to determine the compressive strength (Table 1).

2. 8 series of specimens (without BF – 4 series, and with 1 wt.% BF – 4 series) of 100x100x400 mm of prism shape were tested to determine the tensile behavior (Table 2).

Table 1.Results of the laboratory tests of HSC specimens of 100x100x100 mm on the compressive strength

Curing Period, Days

Average Rcof HSC Specimens without BF, MPa

Average Rc of HSC Specimens with 1% BF, MPa

7 69.68 56.73

14 86.45 69.86

28 100.23 80.52

60 102.72 82.21

Table 2. Results of the laboratory tests of HSC specimens of 100x100x400 mm on the tensile behavior

Curing Period, Days

HSC Specimens without BF HSC Specimens with 1% BF Average

Rct, MPa

Average Rctf, MPa

Average Mcrc, N.m

Average Rct, MPa

Average Rctf, MPa

Average Mcrc, N.m

7 6.73 3.84 1099.46 9.83 5.60 1605.21

14 7.19 4.12 1216.80 10.35 5.93 1752.19

28 7.57 4.32 1236.69 11.13 6.35 1817.93

60 8.16 4.66 1332.80 11.99 6.85 1959.21

Fig. 1 shows the diagrams of changes in compressive strength of HSC depending on the curing period.

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Fig. 1. Compressive strength

Analysis of the diagrams of the Fig. 1 shows that the strength growth in HSC specimens is smooth and uniform as in conventional concrete regardless of whe HSC is without BF or with BF.

Study of our HSC specimens (Table 1 and Fig. 1) showed that inclusion of BF in HSC resulted in a decrease in the compressive strength about 18

also showed that the compressive strength in 7 days of curing

the compressive strength of 28 days curing period regardless of whether HSC is without BF or with BF.

Our laboratory tests also showed that regardless of whether HSC is without BF or with BF the average compressive strengths after

only slightly higher than 2% compared to 28 days of curing period.

Diagrams of Fig. 2, 3 depending on the curing period

Study of our HSC specimens (Table 2, Fig. 2 and

with modifier MB10-30C regardless of whether HSC is without BF or with BF under the tensile in 28 days of curing can reach about 7.5% of the compressive strength.

Fig. 2.Tensile Strength at Bending of HSC depending on the cur

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essive strength of HSC depending on the curing period of HSC specimens of 100x100x100 mm

Analysis of the diagrams of the Fig. 1 shows that the strength growth in HSC specimens is smooth and uniform as in conventional concrete regardless of whe HSC is without BF or with BF.

Study of our HSC specimens (Table 1 and Fig. 1) showed that inclusion of BF in HSC resulted in a decrease in the compressive strength about 18-20%. The results also showed that the compressive strength in 7 days of curing can reach about 70% of the compressive strength of 28 days curing period regardless of whether HSC is Our laboratory tests also showed that regardless of whether HSC is without BF or with BF the average compressive strengths after 60 days of curing were increased only slightly higher than 2% compared to 28 days of curing period.

, 3 and 4 show the kinetics of the tensile behavior depending on the curing period.

Study of our HSC specimens (Table 2, Fig. 2 and 3) showed that HSC produced 30C regardless of whether HSC is without BF or with BF under the tensile in 28 days of curing can reach about 7.5% of the compressive strength.

Tensile Strength at Bending of HSC depending on the curing period of HSC specimens of 100x100x400 mm

he curing period of HSC

Analysis of the diagrams of the Fig. 1 shows that the strength growth in HSC specimens is smooth and uniform as in conventional concrete regardless of whether Study of our HSC specimens (Table 1 and Fig. 1) showed that inclusion of BF in 20%. The results can reach about 70% of the compressive strength of 28 days curing period regardless of whether HSC is Our laboratory tests also showed that regardless of whether HSC is without BF or 60 days of curing were increased behavior of HSC 3) showed that HSC produced 30C regardless of whether HSC is without BF or with BF under the tensile in 28 days of curing can reach about 7.5% of the compressive strength.

ing period of HSC

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International Conference on Applied Science, Technology and Engineering J. Mech. Cont.& Math. Sci.,

Fig. 3. Strength at Axial Tension of HSC depending on the curing period of HSC

Fig. 4.Cracking moment of HSC depending on the curing period of HSC specimens

Analyzing the diagrams in Fig. 2, 3 and 4, and the Tables 2, 3 and 4, it can be concluded that HSC with 1 wt.% BF enhance the tensile behavior about 42

Analysis of Fig. 1-4, and Tables 1 and 2 shows that the physical and mechanical properties of HSC produced with modifier MB10

without BF or with BF, intensely grow during the first 7 days, and are smooth and uniform as in conventional concrete

Our study also revealed

decrease in the compressive strength about 18 behavior about 42-48%.

IV. Conclusions

On the basis of the experimental study of HSC produced with the modifier MB10 30C, without BF and with 1 wt.% BF, the following

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Strength at Axial Tension of HSC depending on the curing period of HSC specimens of 100x100x400 mm

Cracking moment of HSC depending on the curing period of HSC specimens of 100x100x400 mm

Analyzing the diagrams in Fig. 2, 3 and 4, and the Tables 2, 3 and 4, it can be concluded that HSC with 1 wt.% BF enhance the tensile behavior about 42

4, and Tables 1 and 2 shows that the physical and mechanical roduced with modifier MB10-30C, regardless of whether HSC is without BF or with BF, intensely grow during the first 7 days, and are smooth and uniform as in conventional concrete.

also revealed that the inclusion of 1 wt.% BF in HSC resulted in a decrease in the compressive strength about 18-20%, however, enhance the flexure

On the basis of the experimental study of HSC produced with the modifier MB10 30C, without BF and with 1 wt.% BF, the following parameters were identified

International Conference on Applied Science, Technology and Engineering (2019) pp 70-77

Strength at Axial Tension of HSC depending on the curing period of HSC

Cracking moment of HSC depending on the curing period of HSC specimens

Analyzing the diagrams in Fig. 2, 3 and 4, and the Tables 2, 3 and 4, it can be concluded that HSC with 1 wt.% BF enhance the tensile behavior about 42-48%.

4, and Tables 1 and 2 shows that the physical and mechanical 30C, regardless of whether HSC is without BF or with BF, intensely grow during the first 7 days, and are smooth and BF in HSC resulted in a 20%, however, enhance the flexure

On the basis of the experimental study of HSC produced with the modifier MB10- parameters were identified :

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1. The physical and mechanical properties, such as the compressive strength, the tensile strength at bending, the strength at axial tension, and the cracking moment.

2. The physical and mechanical properties of HSC, regardless of whether HSC is without BF or with BF, intensely grow during the first 7 days, and are smooth and uniform as in conventional concrete.

3. The compressive strength in 7 days of curing can reach about 70% of the compressive strength of 28 days curing period regardless of whether HSC is without BF or with BF.

4. The average compressive strengths after 60 days of curing were increased only slightly higher than 2% compared to 28 days of curing period regardless of whether HSC is without BF or with BF.

5. The inclusion of 1 wt.% BF in HSC decreases the compressive strength about 18-20%.

6. The tensile in 28 days of curing can reach about 7.5% of the compressive strength regardless of whether HSC is without BF or with BF.

7. HSC with 1 wt.% BF enhance the flexure behavior about 42-48%.

V. Acknowledgement

This research work was financially supported by the Ministry of Education &

Science of the Russian Federation (Agreement No. 02.A03.21.0008).

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