Research Article A Study on Suitability of EAF Oxidizing...

Research ArticleA Study on Suitability of EAF Oxidizing Slag inConcrete: An Eco-Friendly and Sustainable Replacement forNatural Coarse Aggregate

Alan Sekaran,1 Murthi Palaniswamy,2 and Sivagnanaprakash Balaraju1

1RVS Technical Campus, Sulur, Coimbatore, Tamil Nadu 641402, India2Kathir College of engineering and Technology, Coimbatore, Tamil Nadu 641402, India

Correspondence should be addressed to Alan Sekaran; [email protected]

Received 7 July 2015; Accepted 13 August 2015

Academic Editor: Robert Cerny

Copyright © 2015 Alan Sekaran 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.

Environmental and economic factors increasingly encourage higher utility of industrial by-products. The basic objective of thisstudy was to identify alternative source for good quality aggregates which is depleting very fast due to fast pace of constructionactivities in India. EAF oxidizing slag as a by-product obtained during the process in steel making industry provides greatopportunity to utilize it as an alternative to normally available coarse aggregates.The primary aimof this researchwas to evaluate thephysical, mechanical, and durability properties of concrete made with EAF oxidizing slag in addition to supplementary cementingmaterial fly ash. This study presents the experimental investigations carried out on concrete grades of M20 and M30 with threemixes: (i) Mix A, conventional concrete mix with no material substitution, (ii) Mix B, 30% replacement of cement with fly ash, and(iii) Mix C, 30% replacement of cement with fly ash and 50% replacement of coarse aggregate with EAF oxidizing slag. Tests wereconducted to determine mechanical and durability properties up to the age of 90 days. The test results concluded that concretemade with EAF oxidizing slag and fly ash (Mix C) had greater strength and durability characteristics when compared toMix A andMix B. Based on the overall observations, it could be recommended that EAF oxidizing slag and fly ash could be effectively utilizedas coarse aggregate replacement and cement replacement in all concrete applications.

1. Introduction

Concrete being the largest man made material used on earthis requiring good quality of aggregates in large volumes. Theavailability of natural coarse aggregate is depleting day by daydue to tremendous demand in Indian infrastructure industry.Aggregates are the main ingredient of concrete occupying70–80% of its volume and exert a significant influence inconcrete properties. A need was felt to identify potentialalternative source of coarse aggregate to fulfil the futuregrowth aspiration of Indian infrastructure industry [1].

Use of by-products such as slag, dust, or sludge from themetallurgical industries as filler materials in concrete helpsto conserve natural resources as an economically positiveoption.

Slag, an industrial by-product of steel and iron smeltingoperations, must be recycled because it has increased propor-tionately with the development of the steel industry [2, 3].

Big steel plants in India generate about 29 million oftonnes of waste material annually. Slag reduces porosityand permeability of soil, thus increasing the water loggingproblem. Since large quantities of these wastes are generateddaily, they are considered problematic and hazardous for boththe factories and the environment. Problem of disposing thisslag is very seriouswhich can be reduced by utilizing steel slagfor concrete production [4].

Steelmaking slag specifically generated fromEAFs, BOFs,and BFs during the iron and steel making process has manyimportant and environmental uses. In many applications,due to its unique physical structure, slag outperforms thenatural aggregate for which it is used as a replacement [5].Several studies proved that the use of steel slag in concrete asaggregate improves the mechanical and durability properties[6–29].

A very few researches have been performed regarding theutilization of EAF oxidizing slag in concrete. EAF oxidizing

Hindawi Publishing Corporatione Scientific World JournalVolume 2015, Article ID 972567, 8 pageshttp://dx.doi.org/10.1155/2015/972567

2 The Scientific World Journal

Table 1: Physical properties of EAF oxidizing slag versus natural coarse aggregate.

Properties Natural aggregate (IS standard) Granite aggregate EAFOS aggregateSpecific gravity 2.6–2.8 2.75 2.9Bulk density (kg/m3) 1.53–1.56 1.53 1.54Water absorption (%) 1–4 2.5 2Los Angeles abrasion value (%) 15–20 18.6 16.4Impact value (%) Not more than 30% and 40% 28 24.93Crushing strength (%) Not more than 30% 26 19.25

slag is an industrial by-product obtained from the steelmanufacturing industry. It is produced in large quantitiesduring the steel making operation which utilizes Electric ArcFurnace oxidation process.

EAF oxidizing slag has a high specific gravity; it canproduce heavy weight concrete if used as an aggregate forstructural concrete. Since most heavy weight aggregates areobtained through quarrying, substitute aggregates must bedeveloped for environmental preservation and protection.From this point of view, the use of EAF oxidizing slag asaggregates holds great significance [30, 31].

According to recent studies, an increase in the compres-sive strength of concrete was reported if EAF oxidizing slagaggregates are used for structural concrete. The use of EAFoxidizing slag as aggregates for structural concrete not onlyprotects the environment but also reduces costs [32–35]. Kimet al. carried out flexural test on simply supported RC beamsto estimate the flexural behaviour of RC beams with EAFoxidizing slag aggregate, and the experimental results werecompared with the flexural performance of RC beam withnatural aggregates [36].

Kim et al. conducted a research on the characteristics ofconcrete with EAF oxidizing slag as an aggregate and thatevaluated the applicability of the slag for reinforced concrete(RC) members. The study performed bond performancebetween the steel bar and the concrete with EAF oxidizingslag aggregates which were evaluated in order to use this newmaterial in RC members [37].

Kim et al. conducted results and characteristics of EAFoxidizing slag as an aggregate for structural concrete. Theexperimental results showed that applying EAF oxidizing slagaggregates to PHC piles enhances the compressive strength,saves energy, lowers carbon dioxide emissions, reduces theamount of cement used, and helps to cut costs [38].

This present paper examines EAF oxidizing slag ascoarse aggregates contributing to environment and enhanc-ing greater strength.

Nowadays, most concrete mixture containing supple-mentary cementingmaterial fly ash to replace certain amountof cement, thus, is reducing the cost of using Portland cement.Fly ash is the most common supplementary cementingmaterial used in concrete. It has been used successfullyto replace Portland cement up to 30% by mass, withoutadversely affecting the strength and durability of concrete[39].

Several laboratory and field investigations involving con-crete containing fly ash had reported to exhibit excellent

Figure 1: EAF oxidizing slag.

mechanical and durability properties. The pozzolanic reac-tion of fly ash is a slow process; its contribution towards thestrength development occurs only at later ages [39].

The study was conducted to define and analyse the phys-ical, mechanical, and durability properties of eco-friendlyconcrete made with 50% EAF oxidizing slag aggregate inaddition to 30% fly ash (Mix C) compared with conventionalconcrete mix (Mix A) and concrete with 30% fly ash (Mix B)of two grades M20 and M30.

2. Materials

2.1. EAFOS Aggregate. The slag used in the present investiga-tion was collected from Salem Steel Plant (SSP), Tamil Nadu.The slag had greyish black colour, stone-like appearance,cubical shape, and rough surface texture and more durablethan natural aggregate. The roughness and hardness natureof the slag makes it reliable for coarse aggregate. In thatstudy the slag passing through IS Sieve 20mmwas used. EAFoxidizing slag offers high applicability as an aggregate forconcrete due to its CaO and SiO

2content. The slag is mainly

composed of oxides which are similar to the natural rocksand has alkaline properties such as cement products [40].The physical properties of EAF oxidizing slag are superiorto natural coarse aggregate as shown in Table 1. The slaghad high density, high alkalinity, higher abrasion resistance,higher crushing strength, and low water absorption. Thesecharacteristics give EAF oxidizing slag great potential as analternative coarse aggregate.The EAF oxidizing slag is shownin Figures 1 and 2.

2.2. FlyAsh. In this investigation low calciumfly ash obtainedfromMettur Thermal Power Plant was used.

The Scientific World Journal 3

Table 2: Mix proportioning of M20 and M30 grade.

GradeBinder Aggregate

Superplasticizer(kg/m3) w/b Slump

(mm)Mix Fly ash Cement Fly ash Granite EAFOS Sand WaterID (%) (kg/m3) (kg/m3) (kg/m3) (kg/m3) (kg/m3) (kg/m3)

M20A 0 280 0 1250 0 673 142.8 2.8 0.51 80B 30 196 84 1250 0 673 142.8 1.96 0.51 95C 30 196 84 625 625 673 142.8 1.96 0.51 90

M30A 0 300 0 1282 0 690 129 3 0.43 90B 30 210 90 1282 0 690 129 2.1 0.43 95C 30 210 90 641 641 690 129 2.1 0.43 85

Figure 2: Crushed 20mm EAF oxidizing slag aggregate.

2.3. Other Ingredients. 53 grade ordinary Portland cementconforming to Indian standard codes IS 12269-1987 was used.Locally available river sand conforming to grading zoneII of IS: 383-1970 and crushed granite coarse aggregate ofmaximum size of 20mm conforming to IS 383-1970 wasused in concrete mixes. Potable water and naphthalene basedsuperplasticizer were used in concrete mixes.

3. Mix Proportioning

The mix design of M20 and M30 grade concretes wasdesigned as per IS 10262:2009.Themix proportioning ofM20and M30 grades is shown in Table 2.

4. Methodology

4.1. Tests on Hardened Concrete. Tests were done as per thefollowing codes of Bureau of Indian Standards. The test forcompressive strength on cubes (150 × 150 × 150mm) wasmeasured at 7, 28, and 90 days of curing as per IS: 516-1959[41], test for flexural strength on beam (100 × 100 × 500mm)was measured at 7, 28, and 90 days of curing as per IS: 516-1959 [41], and test for split tensile strength on cylinder (100 ×200mm) was measured at 7, 28, and 90 days of curing as perIS: 5816-1999 [42].

4.2. Coefficient of Water Absorption. Coefficient of waterabsorption is considered as a measure of permeability ofwater [43]. This was measured by determining the rate ofwater uptake by dry concrete in a period of 1 h [44]. Theconcrete samples were dried at 110∘C in an oven for one week

until they reached constant weight and then were cooled ina sealed container for one day. The sides of the samples werecovered with epoxy resin and were placed partially immersedin water to a depth of 5mm at one end while the rest of theportions were kept exposed to the laboratory air.The amountof water absorbed during the first 60min was calculated forMixes A, B, and C for 28 and 90 days [45]:

Ka = (𝑄/𝐴)2⋅ 1

𝑡

, (1)

whereKa is the coefficient of water absorption (m2/s),𝑄 is thequantity of water absorbed (m3) by the oven-dried specimenin time (𝑡), 𝑡 is 3600 s, and 𝐴 is the surface area (m2) ofconcrete specimen through which water penetrates.

4.3. Sorptivity. Sorptivity is a measure of the capillary forcesexerted by the pore structure causing fluids to be drawn intothe body of the material [46]. In this experiment, the speedof water absorption by concrete cubes was considered bymeasuring the increase in the mass of samples due to waterabsorption at certain times when only one surface of thespecimen is exposed to water. Concrete samples were driedin an oven at 50∘C for 3 days and then cooled in a sealedcontainer at 23∘C for 15 days as per ASTM C1585 after 28and 90 days of moist curing [46]. The sides of the concretesamples were covered with epoxy resin in order to allow theflow of water in one direction.The initial mass of the sampleswas taken after which they were kept partially immersed to adepth of 5mm in water.The readings were started with initialmass of the sample at selected times after first contact withwater (typically 1, 5, 10, 20, 30, 60, 110, and 120min) [45], thesamples were removed, and excess water was blotted off usingpaper towel and then weighed.Then they were replaced againin water for the chosen time period.The gain inmass per unitarea over the density of water was plotted versus the squareroot of the elapsed time.The slope of the line of best fit of thesepoints was taken as the sorptivity value as per the followingequation [47]:

𝑖 = 𝑆𝑡1/2, (2)

where 𝑖 is the cumulative water absorption per unit area ofinflow surface (m3/m2), 𝑆 is the sorptivity (m/s1/2), and 𝑡 isthe time elapsed (s). The sorptivity test is shown in Figure 3.


Figure 3: Sorptivity test.

Figure 4: RCPT test.

4.4. Water Penetration. The water penetration test, whichis most commonly used to evaluate the permeability ofconcrete, is the one specified by BS EN-12390-8:2000 [48]. Inthis test, water was applied on face of the 150mm concretecubes specimen under a pressure of 0.5Mpa. This pressurewas maintained constant for a period of 72 hours. After thecompletion of the test, the specimens were taken out and splitopen into two halves. The water penetration profile on theconcrete surfacewas thenmarked and themaximumdepth ofwater penetration in specimens was recorded and consideredas an indicator of the water penetration.

4.5. Rapid Chloride Permeability Test (RCPT). The resistanceof concrete to salt attack was assessed by Rapid ChloridePermeability Test (RCPT) at 28 and 90 days of water curingin conformity with ASTM C-1202 [49]. Three specimens of100mm in diameter and 50mm in thickness which had beenconditioned according to the standard were subjected to a60-V potential for 6 h. The charge pass through the concretespecimens was determined and used to evaluate the chloridepermeability of each concrete mixture. The RCPT test isshown in Figure 4.

4.6. Alkalinity Test and Resistance to Sulphate Attack. For thealkalinity test, the concrete cubes after curing were dried inan oven for 24 h at 105∘C. After cooling in room temperature,the specimens were broken to separate the mortar from theconcrete.Themortar is powdered and sieved in 150 𝜇m sieve.10 g is taken and diluted in distilled water by stirring.The pHvalue of the solution is noted with a pH meter. The alkalinitytest is shown in Figure 5.

The resistance to sulphate attack was studied byimmersing the 28 days cured standard cube specimens

Figure 5: Alkalinity test.

(150 × 150 × 150mm) in a solution containing 7.5% magne-sium sulphate for 28, 60, and 90 days. The concentration ofthe solutionwasmaintained throughout the period by chang-ing the solution periodically. The change in weight duringthe period of 28, 60, and 90 days was determined [50].

5. Result and Discussion

The compressive test is the most important test that canbe used to assure the engineering quality in the applicationof building material. In M20 grade, at the age of 7 daysthe compressive strength of Mix C progressively increasedby 8.69% and 47% when compared to Mix A and MixB, respectively. But the strength development of Mix Aincreased by 35.29% when compared to Mix B at the earlierage. At the age of 28 and 90 days, there is a continuousimprovement in the strength performance of all the concretemixtures.MixC increased by 11.07% and 15.2% at 28 days and11.11% and 12.04% at 90 days (Figure 6) when compared toMix A and Mix B. Mix B gained similar strength of Mix Aand the strength increased by 52.7% at the later age. SimilarlyM30 grade of concrete forMix C progressively increased withall ages of loading and the strength increased by 6.50% and7.92%at 28 days and 6.9%and 8.5% at 90 dayswhen comparedto Mix A and Mix B. From the results, It was observed thatthe compressive strength of M20 and M30 grade indicatedthat the higher compressive strength was measured in Mix C(concrete made with EAFOS aggregate and fly ash) in all theages when compared to Mix A and Mix B.

The splitting test is well known indirect test for deter-mining the tensile strength of concrete. In M20 grade, at theage of 7 days the split tensile strength of Mix C progressivelyincreased by 9.75% and 50% when compared to Mix A andMix B, respectively. But the strength development of Mix Aincreased by 36.66% when compared to Mix B at the earlierage. At the age of 28 and 90 days (Figure 7), the split tensilestrength increased with age in all the concrete mixtures. MixA and Mix B gained similar strength of Mix C and strengthincreased by 33.23% and 77.91% at the later age. SimilarlyM30 grade of concrete for Mix C progressively increased by2.29% and 9.85% when compared to Mix A and Mix B. Butthe strength development of Mix A increased by 7.39% whencompared to mix B at the earlier days. At the age of 28 and90 days, the split tensile strength increased with age in all theconcrete mixtures. Mix A and Mix B gained similar strength


7 days 28 days 90 days 7 days 28 days 90 daysM20 M30

Mix A 23 30.7 36.4 33.6 39.62 46.2Mix B 17 29.64 36.1 33 39.1 45.5Mix C 25 34.1 40.45 34 42.29 49.4

0

10

20

30

40

50

60

Com

pres

sive s

treng

th (M

pa)

Figure 6: Comparative compressive strength of Mix A, Mix B, andMix C of M20 and M30 grade.


Mix A 3.28 3.69 4.37 3.05 4.37 4.89Mix B 2.4 3.59 4.27 2.84 4.29 4.73Mix C 3.6 3.87 4.56 3.12 4.43 4.97

0

1

2

3

4

5

6

Split

tens

ile st

reng

th (M

pa)

Figure 7: Comparative split tensile strength of Mix A, Mix B, andMix C of M20 and M30 grade.

of Mix C and the strength increased by 60.32% and 66.54%at the later age. It was observed that the split tensile strengthof M20 and M30 grade indicated that the higher split tensilestrength was measured inMix C at the earlier age and similarstrength was measured at the later age.

Flexural test is intended to give the flexural strengthof concrete in tension. In M20 grade, at the age of 7 daysthe flexural strength of Mix C progressively increased by6.25% and 21.42% when compared to Mix A and Mix B,respectively. At the age of 28 and 90 days, the flexural strengthincreased in all the concrete mixtures. Mix C increased by6.89% and 8.77% at 28 days and 7.8% and 13.1% at 90 days(Figure 8) when compared to Mix A and Mix B. SimilarlyM30 grade of concrete for Mix C progressively increased by3.12% and 7.84% when compared to Mix A and Mix B at theage of 7 days. The strength development of Mix C increasedby 4.58% and 10.08% at 28 days and 4.72% and 10.81% at 90days when compared toMix A andMix B. From the results, itwas observed that the flexural strength ofM20 andM30 gradeindicated that the higher flexural strength was measured in


Mix A 4.8 5.8 6.4 6.4 7.2 7.83Mix B 4.2 5.7 6.1 6.12 6.84 7.4Mix C 5.1 6.2 6.9 6.6 7.53 8.2

0

1

2

3

4

5

6

7

8

9

Flex

ural

stre

ngth

(Mpa

)

Figure 8: Comparative flexural strength of Mix A, Mix B, and MixC of M20 and M30 grade.

28 days 90 days 28 days 90 daysM20 M30

Mix A 0.82 0.77 1.98 1.25Mix B 1.63 1.29 2.11 1.84Mix C 0.92 0.72 1.2 0.78

×10−10

0

0.5

1

1.5

2

2.5

Coe

ffici

ent o

f wat

er ab

sorp

tion

(m2/s

)

Figure 9: Comparative coefficient of water absorption of Mix A,Mix B, and Mix C of M20 and M30 grade.

Mix C (concrete made with EAFOS aggregate and fly ash) inall the ages when compared to Mix A and Mix B.

The coefficient of water absorption is suggested as ameasure of permeability of water. Results indicated that thereis significant reduction in the coefficient of water absorptionwhich was measured in Mix C (concrete made with EAFoxidizing slag and fly ash) when compared to Mix A andMixB for both M20 and M30 grade as shown in Figure 9.

The sorptivity test measures capillary suction of concretewhen it comes in contact with water. From the resultsof M20 and M30 grade, at the age of 28 days, Mix C(concrete made with EAFOS aggregate and fly ash) resultedin lesser sorptivity coefficient of 5.65 (10−6) (m/s0.5) and4.63 (10−6) (m/s0.5) when compared to Mix A (conventionalconcrete) and Mix B (concrete with fly ash), whereas Mix B



Mix A 6.48 4.19 5.11 4.25Mix B 7.02 4.23 6.67 4.29Mix C 5.65 3.87 4.63 3.27

×10−6

0

1

2

3

4

5

6

7

8

Sorp

tivity

coeffi

cien

t (m

/s0.5

)

Figure 10: Comparative sorptivity test of Mix A, Mix B, and Mix Cof M20 and M30 grade.

showed higher sorption and maximum sorptivity coefficientof 7.02 (10−6) (m/s0.5) and 6.67 (10−6) (m/s0.5) as compared toMix A and Mix C. At the age of 90 days (Figure 10), therewas further decrease in sorptivity of all the concrete mixes.Mix C showed less sorption (3.87 and 3.27) (10−6) (m/s0.5) ascompared to Mix A and Mix B and the rate of sorptivity ofMix C dropped by 46% and 42%, respectively. The sorptivitycoefficient ofMixBwas similar to that ofMixA and the rate ofsorptivity dropped by 40% and 36% ofM20 andM30 grade ofconcrete, respectively. From the results, it was observed thatMix C (concrete made with EAFOS aggregate and fly ash)obtained lesser sorption in all the ages when compared toMixA and Mix B of M20 and M30 grade concrete.

Water penetration test was used to evaluate the perme-ability of concrete. From the results, at the age of 28 days,Mix C resulted in lower water penetration depth of 9.5mmand 12.9mm as compared to Mix A (11mm and 13.5mm)and Mix B (13.5mm and 15.7mm) of M20 and M30 gradeconcrete, respectively. At the curing of 90 days (Figure 11),lower penetration depth was obtained for all concrete mixesandMixC provided lower water penetration depth of 4.4mmand 7.2mmas compared toMixA andMix B ofM20 andM30grade concrete, respectively. From the results, it was observedthatMix C, concretemade with EAFOS aggregate and fly ash,would be safe against water permeability.

RCPT is an electrical indication to measure the ability ofconcrete to resist the penetration of chloride ions.The resultsof M20 andM30 grade indicated all the values of Mix A, MixB, andMix C obtained were between 100 and 1000 and hencethe chloride ion permeability is “very low” as per the code.The important observation is that concrete made with EAFoxidizing slag and fly ash (Mix C) makes it less permeable tochloride ionswhen compared toMixA andMixB (Figure 12).


Mix A 11 7.2 13.5 9Mix B 13.5 9 15.7 10Mix C 9.5 4.4 12.9 7.2

0

2

4

6

8

10

12

14

16

18

Pene

trat

ion

dept

h (m

m)

Figure 11: Comparative water penetration test of Mix A, Mix B, andMix C of M20 and M30 grade.


Mix A 358 296 644 520Mix B 372 304 672 512Mix C 359 279 628 481

0100200300400500600700800

Char

ge p

asse

d in

coul

ombs

Figure 12: Comparative Rapid Chloride Permeability Test ofMix A,Mix B, and Mix C of M20 and M30 grade.

Alkalinity test results indicated that the pH value ofconcrete made with EAF oxidizing slag and fly ash (Mix C)is within the limits about 12 to 13 and hence the potentialfor corrosion is low, similar to that of Mix A and Mix B(Figure 13). For sulphate attack, it was observed that Mix Cgot good resistance against sulphate attack when comparedto Mix A and Mix B (Figure 14).

6. Conclusion

Based on overall results and observations concretemade withEAF oxidizing slag and fly ash exhibited greater strength anddurability characteristics compared to conventional concretemix considered. Thus EAF oxidizing slag, a logical choicefor sustaining the environment, eliminates quarrying ofnatural aggregates and avoids landfill of slags. It could berecommended for all construction activities in India.



Mix A 12.69 12.4 12.45 12.2Mix B 12.4 12.14 12.24 12.14Mix C 12.24 12.02 12.2 12.02

11.611.8

1212.212.412.612.8

PH v

alue

of s

olut

ion

Figure 13: Comparative alkalinity test of Mix A, Mix B, and Mix Cof M20 and M30 grade.


Mix A 1.28 2.37 2.69 1.2 1.92 2.4Mix B 1.57 2.38 2.93 1.35 2.1 2.62Mix C 1.09 2.09 2.47 1 1.83 2.24

0

0.5

1

1.5

2

2.5

3

3.5

Wei

ght l

oss (

%)

Figure 14: Comparative sulphate attack of Mix A, Mix B, and MixC of M20 and M30 grade.

Conflict of Interests

The authors declare that there is no conflict of interestsregarding the publication of this paper.

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