Research ArticleFeasibility Tests on Concrete with Very-High-VolumeSupplementary Cementitious Materials

Keun-Hyeok Yang1 and Yong-Su Jeon2

1 Department of Plant Architectural Engineering Kyonggi University Suwon-si Gyeonggi-do 443-760 Republic of Korea2Department of Architectural Engineering Graduate School Kyonggi University Suwon-si Gyeonggi-do 443-760 Republic of Korea

Correspondence should be addressed to Keun-Hyeok Yang yangkhkyonggiackr

Received 1 June 2014 Accepted 17 July 2014 Published 6 August 2014

Academic Editor Mohammed Maslehuddin

Copyright copy 2014 K-H Yang and Y-S Jeon This is an open access article distributed under the Creative Commons AttributionLicense which permits unrestricted use distribution and reproduction in any medium provided the original work is properlycited

The objective of this study is to examine the compressive strength and durability of very high-volume SCM concrete The prepared36 concrete specimens were classified into two groups according to their designed 28-day compressive strength For the high-volume SCM the FA level was fixed at a weight ratio of 04 and the GGBS level varied between the weight ratio of 03 and 05 whichresulted in 70ndash90 replacement of OPC To enhance the compressive strength of very high-volume SCM concrete at an early agethe unit water content was controlled to be less than 150 kgm3 and a specially modified polycarboxylate-based water-reducingagent was added Test results showed that as SCM ratio (119877SCM) increased the strength gain ratio at an early age relative to the 28-day strength tended to decrease whereas that at a long-term age increased up to119877SCM of 08 beyondwhich it decreased In additionthe beneficial effect of SCMs on the freezing-and-thawing and chloride resistances of the concrete decreased at 119877SCM of 09 Henceit is recommended that 119877SCM needs to be restricted to less than 08ndash085 in order to obtain a consistent positive influence on thecompressive strength and durability of SCM concrete

1 Introduction

Ordinary Portland cement (OPC) an essential constructionmaterial has contributed substantially to building and infras-tructure development However since the late 1990s the con-crete industries have exerted considerable effort and madeinvestments to minimize the use of OPC partly because ofserious worldwide issue to reduce greenhouse gas emissionsIt is generally estimated that the production of one ton ofOPC consumes approximately 28 tons of raw materials suchas limestone and coal and that it releases about 07ndash095 tonsof carbon dioxide (CO

2) into the Earthrsquos atmosphere from the

decarbonation of lime in the kiln and the combustion of fuels[1 2] Because of the high CO

2inventory of OPC the annual

emission of greenhouse gases from theworldwide productionof OPC is estimated to be approximately 135 billion tons [3]Furthermore the average electricity consumption in cementmanufacturing is given as 106 kWhton which is equivalentto approximately 12 GJton in primary energy [3] For these

reasons a stronger effort is required for the development ofan alternative practical concrete technology that ensures lowCO2emissions

The use of high-volume supplementary cementitiousmaterials (SCMs) as partial replacement for OPC in concretehas become increasingly attractive for the development ofsustainable construction materials with low CO

2emissions

As a result the practical application of by-products such as flyash (FA) and ground granulated blast-furnace slag (GGBS) asSCMs has gradually increased in the construction industrybecause of their environmentally beneficial recycling effectand remarkably low CO

2inventory [4] Furthermore the

appropriate addition of SCMs in place of OPC can improveconcrete properties as follows [5ndash8] (1) The pozzolanicactivity of SCMs is effective for forming a denser matrixleading to higher strength (especially at a long-term age)and better durability of the concrete namely the pozzolanicactivity improves the impermeability of the concrete throughthe formation of calcium silicate hydrate (CSH) and calcium

Hindawi Publishing Corporatione Scientific World JournalVolume 2014 Article ID 406324 11 pageshttpdxdoiorg1011552014406324

2 The Scientific World Journal

Table 1 Chemical composition of the cementitious materials ( by mass)

Materials SiO2 Al2O3 Fe2O3 CaO MgO K2O Na2O TiO2 SO3 LOIlowast

OPC 221 50 30 648 16 054 035 030 20 031FA 533 279 78 679 111 084 055 mdash 082 089GGBS 3155 1379 053 4438 52 04 018 098 279 02lowastLoss on ignition

aluminate hydrate (CAH) gels (2) FAwith spherically shapedparticles improves the workability of fresh concrete whichreduces the demand for water for targeted workability andleads to reduced bleeding and less shrinkage deformation ofthe concrete (3) The temperature increase during cementhydration is controlled which helps reduce cracking inmass concrete at early ages To attain these positive effectsthe typical individual limitation for OPC replacement iscommonly estimated to be 15ndash20 for FA and 40ndash50 forGGBS [9] On the other hand it has been commonly pointedout [10 11] that a large amount of SCMs is not helpful inimproving the workability of concrete to any considerableextent because of their low density Furthermore the longercuring time owing to their slow pozzolanic reaction whichconverts soluble alkali into a more stable CSH gel requireslonger curing time needed to gain targeted concrete strengthThis indicates that a relatively higher strength gain at an earlyage is one of the essential considerations for the practical useof high-volume SCM concrete

Malhotra et al [10ndash12] did pioneering work on high-volumeFA concrete and conducted extensive studies to estab-lish and improve the characteristics of concrete containinglarge amounts of SCMs Mahmoud et al [13] showed thatconcrete mixes made with a ternary binder that incorporatedboth FA and GGBS have an advantage in terms of earlystrength development over concretes with FA alone Huanget al [14] confirmed the feasibility of using up to 80 ClassF of FA as an OPC replacement in concrete if rationalmixture proportions are provided Chen et al [6] proposedthat the amount of cement paste and the water content needto be minimized in order to obtain good quality concretecontaining a high volume of FA and GGBS Lee and Wu[15] reported that FA with a high loss-on-ignition (LOI)value has an adverse influence on the strength and durabilityof concrete Yazıcı [16] demonstrated that the chloride-ionpenetration depth of concrete decreased with the increasein substitution level of FA up to 30 beyond which it ismarginally affected by the FA content Overall from a reviewof recent experimental observations it can be concluded thatthe extent of improvement of the strength and durabilityof high-volume SCM concrete depends on the mixtureproportions of each ingredient for concrete and the chemicalcomposition and the quality of the SCMs Moreover theoptimization of high-volume SCMs needs to be qualified forrequired specification in the intended application of concrete

The objective of the present study is to examine thepractical feasibility of producing very-high-volume SCMconcrete (incorporating FA and GGBS) with relatively goodstrength gain at an early age A total of 36 high-volumeSCM concrete mixes with different mixture proportions

were prepared according to designed concrete compressivestrengths of 24MPa (Group I) and 30MPa (Group II) As apartial replacement for OPC the weight ratio of FA (119877

119865) was

fixed at 04 whereas that of GGBS (119877119866) varied between 03

and 05 as a result 70ndash90 of the OPC was replaced withFA and GGBS Concrete mixes with 119877

119865of 025 and 119877

119866of

015 were also prepared as control specimens in each groupTo achieve good strength gain especially at an early age theunit water content was controlled to be less than 150 kgm3and a polycarboxylate-basedwater-reducing agent was addedafter being specially modified through the adjustment of theamount of polyethylene glycol alkyl ether and the addition ofan amine Simple equations to predict strength developmentof the very-high-volume SCM concrete samples are proposedbased on the nonlinear multiple regression analysis of themeasured results Four very-high-volume SCM specimenstogether with the companion control mixes were selectedin order to examine their durability under the followingenvironments repeated freezing and thawing chloride pen-etration and sulfate attack

2 Experimental Program

21 Materials OPC (ASTM Type I) was partially replacedwith commercially available FA and GGBS powders whichproduces a ternary-type binder The chemical compositionsof these materials were determined by X-ray fluorescence(XRF) analysis and the results are given in Table 1 The FAhad low calcium oxide (CaO) and a silicon oxide (SiO

2)-to-

aluminum oxide (Al2O3) ratio by mass of 191 which belongs

to Class F of ASTM C618 [17] The LOI and 28-day activitycoefficient of FA were 089 and 92 respectively GGBSconforming to ASTM C989 [17] had high CaO and a SiO

2-

to-Al2O3ratio by mass of 229 which is very similar to that

of OPC The basicity of GGBS calculated from the chemicalcompositionwas 194The specific gravity and specific surfacearea respectively were 315 and 3466 cm2g forOPC 223 and3720 cm2g for FA and 291 and 4497 cm2g for GGBS

Locally available natural sand with a maximum particlesize of 5mm and crushed granite with a maximum particlesize of 25mmwere used for fine aggregates and coarse aggre-gates respectively The specific gravity and water absorptionwere 261 and 116 respectively for fine aggregate and 262and 178 for coarse aggregate as given in Table 2 Themoduli of fineness of the fine and coarse aggregates were 283and 705 respectively

Tomaintain goodworkability of the concrete at lower unitwater content the molecular structure of a polycarboxylate-basedwater-reducing agent was speciallymodified as follows

The Scientific World Journal 3

Table 2 Physical properties of aggregates used

Type Maximum size(mm)

Unit volumeweight (kgm3) Specific gravity Water absorption

() Porosity () Fineness

Coarse particles 25 1447 262 178 4322 705Fine particles 5 1566 261 116 3351 283

Surface of cement particle

Graft chain (side chain)

Main chain

Carboxyl group

C

CC

RR

H

C

O

OO

(EO)a

m

n

Me

H CH2CH2

OM

Acid Ester

Figure 1 Molecular structure of polycarboxylate-based water-reducing agent used

(1) The degree of polymerization of the main chain inthe acryl acid-type polycarboxylate polymer was reducedby a factor of 10 (see Figure 1) (2) The molecular weightof a polyethylene glycol mono-alkyl ether monomer wasincreased to 2000 in order to increase the length of the graftchain in the polycarboxylate polymer The decreased lengthof the main chain and increased length of the graft chainare effective for enhancing the dispersibility of polycarboxy-late polymers in cement pastes Furthermore to obtain anincrease in the strength of the concrete at an early age anamine was added to the modified polycarboxylate polymerIt is known [18] that the addition of an amine is helpful incatalyzing the hydration reaction of cement at an early agebecause it accelerates the leaching rate of Ca2+ and OHminus ionsfrom themineral compositions of the cement From previoustests [19] the optimum dosage of the amine was determinedto be 3 of the modified polycarboxylate polymer weight

22 Specimens and Mixture Proportions Table 3 shows themain mixture parameters for concrete specimens using FAand GGBS to achieve the targeted properties All con-crete mixes were classified into two groups according tothe designed 28-day compressive strength (119891

119888119906) of 24MPa

(Group I) and 30MPa (Group II) The selected test param-eters in each group were as follows (1) Two levels of thewater content (119882) were used 140 kgm3 and 150 kgm3 (2)The unit binder content (119861) for each water content level wasvaried as 310 kgm3 330 kgm3 and 350 kgm3 for Group Iand 370 kgm3 390 kgm3 and 410 kgm3 for Group II as aresult thewater-to-binder ratios (119882119861) for theGroup Imixeswere calculated to be 452 424 and 400 respectivelyfor 119882 of 140 kgm3 and 484 455 and 429 for 119882 of150 kgm3 while those in the Group II mixes were 378

359 and 342 for119882 of 140 kgm3 and 405 385 and366 for119882 of 150 kgm3 (3) SCM level (119877SCM) as a partialreplacement for OPC was varied as 07 08 and 09 At each119877SCM 119877119865 was fixed to be 04 whereas 119877

119866varied as 03 04

and 05 The addition of FA as a partial replacement of OPCis favorable to the reduction of hydration heat of concretebut unfavorable to the strength development of concrete atan early age Considering this fact the present study selected119877119865to be 04The volumetric fine aggregate-to-total aggregate

ratio (119878119886) was designed to be 48 for119882 of 140 kgm3 and46 for119882 of 150 kgm3 For comparison a control mix witha typical 119877SCM (119877

119865of 025 and 119877

119866of 015) was also prepared

for each group Considering the demand increase trend onthe use of SCM the typical SCM concrete was selected forthe control mix instead of OPC concrete From the practicalmixture proportions of ready-mixed concrete batches theunit water and binder contents determined for the controlmixes were 184 kgm3 and 342 kgm3 respectively for GroupI and 165 kgm3 and 400 kgm3 for Group II The targetedair content and initial slump of all concrete mixes were 45plusmn 15 and 210 plusmn 25 mm respectively To meet the designedinitial air content (119860

119888) and slump (119878

119894) an air entraining agent

and the specially modified polycarboxylate-based high-rangewater-reducing agent were added as given in Table 4 Thestate of moisture in aggregates was measured before the mixof concrete and the surface water on aggregates was thenreflected through the correction of the unit water content

For easy recognition of test parameters the concrete spec-imens were notated sequentially using the targeted compres-sive strength water content binder content and SCM levelas a partial replacement for OPC For example specimen I-140-310-07 indicates a concrete with 119891

119888119906of 24MPa produced

from the following mixture proportions119882 of 140 kgm3 119861of 310 kgm3 and 119877SCM of 07 (119877

119865of 04 and 119877

119866of 03)

4 The Scientific World Journal

Table 3 Designed properties and main parameters of concrete specimens

Type Designed properties Test parameters119891119888119906(MPa) 119860

119888() 119878

119894(mm) 119877

119865 119877119866

119877SCM 119861 (kgm3) 119882 (kgm3)

Control mix 24

45 plusmn 15 210 plusmn 25

025 015 04 342 184

30 400 165

Very high-volume SCMmix24

30

04030405

070809

310330350370390410

140150

119891119888119906 Designed compressive strength of concrete at age of 28 days 119860119888 air content of fresh concrete 119878119894 initial slump of fresh concrete 119878119886 fine aggregate-to-total aggregate ratio by volume 119877119865 FA level for partial replacement of OPC 119877119866 GGBS level for partial replacement of OPC 119877SCM total SCM level for partialreplacement of OPC 119861 unit binder content and119882 unit water content

Concrete specimens denoted by I-C and II-C indicate thecontrol concrete with a typical 119877SCM value in each group

23 Casting Curing and Testing All concrete specimenswere mixed using a twin forced mixing-type mixer with035m3 capacityThe initial slump (119878

119894) and air content (119860

119888) of

fresh concrete were measured in accordance with the ASTMC143 and C231 provisions respectively [17] All specimenswere cured under water with temperature of 23 plusmn 2∘C untiltesting at a specified age All steel molds were removed afteraging for 36 h

The compressive strength of the concrete was measuredusing cylindrical specimens of 100mm in diameter and200mm high at ages of 3 7 28 56 and 91 days in accordancewithASTMC39 [17]Thedurability properties (freezing-and-thawing chloride ion penetration and sulfate resistances)were examined for the four selected very-high-volume SCMconcrete mixes and two control mixes All specimens used tomeasure the durability were demolded at an age of 1 day Theresistance to the freezing-and-thawing cycle of concrete wasdetermined using 100 times 75 times 400mm prisms in accordancewith procedure A specified in ASTM C666 [17] Prior tothe rapid freezing-and-thawing test the prism specimenswere cured for 14 days and saturated in lime water for 48 hWith the start of tests the relative dynamic modulus ofelasticity was recorded at intervals of 30 cycles of freezing-and-thawing up to amaximumof 300 cyclesThe resistance tochloride penetrationwasmeasured at ages of 28 and 91 days inaccordancewith a nonsteady-statemigration test described inNT Build 492 [20] Concrete cylinders (100mm in diameterand 200mm long) were sawn into disks with 50mm thickAfter vacuum saturation of the cylindrical test specimens in aCa(OH)

2solution (4 gL) an external electrical potential was

applied axially across the specimen forcing the chloride ionsoutside to migrate into the specimen The catholyte solutionwas a 10NaCl solution whereas the anolyte solution was a03NNaOH solutionThe penetration depth measured fromthe visible white silver chloride precipitation at saturationages of 28 and 91 days was then converted into the chloridemigration coefficient according to the procedure specifiedin NT Build 492 The sulfate resistance of the concrete was

evaluated from the variations of compressive strength of thespecimens saturated in a curing tank containing 5 sulfuricacid solution for 28 days

3 Test Results and Discussion

31 Initial Slump and Air Content The ratios of the modifiedpolycarboxylate-based water-reducing agent (119877

119878119875) and air

entraining agent (119877119860) to the total binder by weight used to

achieve the target 119878119894and 119860

119888are given in Table 4 In general

a greater amount of 119877119860

was required for the very-high-volume SCM concrete mixes than for the companion controlmixes regardless of 119882 and 119877SCM values The value of 119877

119860

was between 0028 and 0042 for Group I mixes andbetween 0032 and 0045 for Group II mixes indicatingthat119860

119888of fresh concrete without the air-entraining agent was

commonly lower in Group II mixes than in Group I mixesTo achieve the target compressive strength a greater amountof binder was needed for the Group II mixes than for theGroup I mixes at the same water content This implies thatincreasing 119861 at the same water content is accompanied bya decrease in the number of macrocapillaries and artificialair pores [9] The specially modified polycarboxylate-basedwater-reducing agent was commonly added in the amount of07ndash10 of the binder weight for the concrete mixes testedThe value of 119877

119878119875added to meet the targeted 119878

119894was slightly

higher for the Group II mixes than for the Group I mixesThis is attributed to the fact that119882119861 of the Group II mixeswas lower than that of the Group I mixes On the other handthe value of119877

119878119875tended to be independent of119877SCM indicating

that the GGBS content has little influence on the workabilityof concrete [9]

32 Compressive Strength at 28 Days Most concrete mixeswith 119882 of 140 kgm3 met the targeted 28-day compressivestrength (119891

119888119906) as given in Table 4 However some specimens

with 119882 of 150 kgm3 failed to achieve 119891119888119906 in particular for

the concrete with 119877SCM of 09 and for the Group I concretewith 119882119861 of 484 and the Group II concrete with 119882119861of 405 As expected the measured 28-day compressivestrength (1198911015840

119888) decreased with increasing119882119861 and 119877SCM The

The Scientific World Journal 5

Table4Detailsof

concretemixture

prop

ortio

nsandsummaryof

testresults

Specim

en119882119861(

)119878119886(

)119861(kgm

3 )Unitw

eight(kgm

3 )Testresult

Determinationof

constantsin(3)

119882119862

FAGGBS119878

119866119877119860(

)119877119878119875(

)119860119888(

)119878119894(m

m)

1198911015840 119888(M

Pa)atd

ifferentages(days)

37

2856

911198601

1198611

1198772

I-C

538

48

342

184

205

8651

816

888

0025

050

40

205

86

176

298

372

385

759

068

099

I-140-310-07

451

310

140

93124

93877

953

0032

085

42

210

74153

281

3840

982

059

099

I-140-310-08

451

310

140

62124

124

875

952

0032

085

38

205

59

147

28345

391023

061

099

I-140-310-09

451

310

140

31124

155

875

951

0032

075

37

200

54

13256

309

342

1009

064

099

I-140-330-07

424

330

140

99132

99867

943

0032

085

48

205

79178

325

404

455

955

062

099

I-140-330-08

424

330

140

66132

132

866

942

0032

080

51

215

62

159

308

362

421

987

063

099

I-140-330-09

424

330

140

33132

165

865

940

0036

080

44

205

56

11223

275

284

1026

066

099

I-140-350-07

40350

140

105

140

105

858

933

0032

085

42

220

86

194

346

413

482

907

064

099

I-140-350-08

40350

140

70140

140

856

931

0032

075

52

210

63

17313

376

424

946

064

099

I-140-350-09

40350

140

35140

175

855

930

0036

080

38

215

5125

242

301

336

1003

065

099

I-150-310-07

483

310

150

93124

93864

940

004

2070

46

215

74133

255

301

353

947

064

099

I-150-310-08

483

310

150

62124

124

863

938

004

2070

45

215

48

117

228

291

318

1041

06

099

I-150-310-09

483

310

150

31124

155

862

937

004

2070

42

200

39

93187

232

261

108

06

099

I-150-330-07

454

330

150

99132

99855

929

004

2075

50

210

77174

302

383

42884

063

099

I-150-330-08

454

330

150

66132

132

853

928

0038

070

41

205

56

135

269

325

368

1031

062

099

I-150-330-09

454

330

150

33132

165

852

927

004

2070

46

215

51

98199

255

271

1007

061

099

I-150-350-07

428

350

150

105

140

105

845

919

0030

070

50

215

77161

301

374

419

947

062

099

I-150-350-08

428

350

150

70140

140

844

918

0028

065

37

210

61

156

278

374

406

102

062

099

I-150-350-09

428

350

150

35140

175

843

916

004

2065

45

215

57

121

214

27293

883

064

099

II-C

412

46

400

165

240

100

60814

886

0035

080

37

210

117

225

368

44457

632

072

099

II-140

-370-07

378

370

140

111

148

111

812

958

0032

085

36

220

113

20343

414

467

775

067

099

II-140

-370-08

378

370

140

74148

148

812

956

0032

080

47

230

95178

319

396

415

813

067

099

II-140

-370-09

378

370

140

37148

185

810

955

0036

070

47

225

7514

253

287

324

793

069

099

II-140

-390-07

358

390

140

117156

117804

947

0032

085

46

230

125

214

3743

489

741

07

099

II-140

-390-08

358

390

140

78156

156

802

945

0032

075

45

220

106

199

354

415

483

836

067

099

II-140

-390-09

358

390

140

39156

195

801

944

0036

070

37

210

85

162

285

334

345

736

069

099

II-140

-410-07

342

410

140

1223

1644

1233

794

936

0034

080

33

210

147

264

421

483

542

695

07

099

II-140

-410-08

342

410

140

812

1644

1644

794

935

0036

080

49

235

108

213

348

406

4571

071

099

II-140

-410-09

342

410

140

401

1644

2055

792

933

0035

070

40

225

92186

303

361

387

71072

099

II-150-370-07

405

370

150

111

148

111

800

943

004

2070

54

215

85

16289

363

378

829

066

099

II-150-370-08

405

370

150

74148

148

800

942

004

0065

55

220

69

149

265

334

379

939

067

099

II-150-370-09

405

370

150

37148

185

798

940

004

010

030

220

55

12215

268

292

897

067

099

II-150-390-07

384

390

150

117156

117792

933

0045

100

49

230

9819

324

398

428

778

065

099

II-150-390-08

384

390

150

78156

156

790

931

004

5090

44

220

89

169

308

366

41849

067

099

II-150-390-09

384

390

150

39156

195

788

930

004

5090

35

210

6129

246

281

324

924

067

099

II-150-410-07

365

410

150

123

164

123

782

922

0045

090

44

215

115

209

339

433

481

764

066

098

II-150-410-08

365

410

150

82164

164

780

920

004

5090

37

220

10192

331

398

442

792

066

099

II-150-410-09

365

410

150

41164

205

780

919

004

5090

33

220

69

141

252

317

337

862

068

098

6 The Scientific World Journal

05

06

07

08

09

1

11

12

13

14

07 075 08 085 09SCM level as a partial replacement of OPC RSCM

B = 310kgm3

B = 330kgm3

B = 350kgm3

B = 310kgm3

B = 330kgm3

B = 350kgm3

W = 140kgm3

W = 150kgm3

f998400 c(f998400 c) c

ontr

ol

(a) Group I

05

06

07

08

09

1

11

12

13

14

07 075 08 085 09SCM level as a partial replacement of OPC RSCM

B = 310kgm3

B = 330kgm3

B = 350kgm3

B = 310kgm3

B = 330kgm3

B = 350kgm3

W = 140kgm3

W = 150kgm3

f998400 c(f998400 c) c

ontr

ol(b) Group II

Figure 2 Relative 28-day strength of very-high-volume concrete as compared to control concrete

ratio of 1198911015840119888of the very-high-volume SCM concretes relative

to that of the control concrete is shown in Figure 2 Therelative 28-day strength commonly decreasedwith increasing119877SCM indicating that the rate of the decrease was greater forGroup II mixes than that for Group I mixes All concretemixes with 119877SCM more than 08 developed lower 1198911015840

119888than the

control concrete Furthermore 1198911015840119888of the concrete with119882 of

150 kgm3 was commonly lower by approximately 10 thanthat of the control concrete with 119882 of 140 kgm3 even atthe same119882119861 indicating that 1198911015840

119888of very-high-volume SCM

concrete is somewhat affected by119882 Overall to obtain a valueof 1198911015840119888equivalent to that of a conventional concrete with a

typical 119877SCM very-high-volume SCM concrete should have119882119861 lt 40 and 119877SCM = 07

In general 1198911015840119888is taken to be inversely proportional to

119882119861 and 119860119888[9] Considering this fact Yang [21] proposed

an empirical model to predict the value of 1198911015840119888of concrete

with various SCMs based on a nonlinear multiple regression(NLMR) analysis using an extensive amount of test datacollected from the available literature In the database forthe regression analysis the primarily ranges of the mainparameters are as follows 119882119861 = 025ndash06 119877

119865= 01ndash04

and 119877119866= 02ndash04 The number of ternary-type-binders using

OPC FA and GGBS in the database is small and 119877SCM ismostly within 05 Overall the following equation proposedby Yang is thought to be suitable for concrete with a typical119877SCM not exceeding 05

1198911015840

119888

1198910

= 112[119882119861 (1 + 1198772

119865+ 1198773

119866minus 1198772

119878) (119860119888)01]minus106

(1)

where 1198910(=10MPa) is the reference value for the 28-day

compressive strength of concrete and 119877119878is the silica fume

level as a partial replacement for OPC

Table 4 clearly shows that 1198911015840119888of high-volume SCM con-

crete is somewhat sensitive to119882 though sensitivity dependson the type and level of SCMs Furthermore to obtainthe same 1198911015840

119888of OPC concrete or concrete with a typical

SCM level a lower 119882119861 is required for high-volume SCMconcrete as compared to OPC concrete or typical SCMconcrete Considering these experimental observations (1)was modified using the current test data to predict the 1198911015840

119888of

high-volume SCM concrete (see Figure 3) Consider

1198911015840

119888

1198910

= 385 [(119882119861)025

times(1 + 11987725

119865+ 119877175

119866+ (119882119882

0)025) (119860119888)001

]

minus42

(2)

where 1198820(=100 kgm3) is the reference value for the unit

water contentComparisons of the measured 28-day compressive

strength and predictions obtained from the Yangrsquos model(1) and the current model (2) are plotted in Figure 4 Thecurrent model gives lower values of1198911015840

119888than the Yangrsquos model

The mean and standard deviation of the ratios betweenthe experimental results and the predicted results are 089and 0103 respectively for the Yangrsquos model and 099 and0062 for the current model This indicates that the Yangrsquosmodel based on concrete mixes with typical SCM levels islikely to overestimate the 28-day compressive strength ofhigh-volume SCM concrete

33 Compressive Strength Development The typical com-pressive strength development rate of high-volume SCM

The Scientific World Journal 7

0

05

1

15

2

25

3

35

4

45

165 170 175 180 185 190 195 200 205

Best fit curvef

998400 cf

0

y = 385(x)minus42

R2 = 09

(WB)025[1 + R25F + R175

G + (WW0)025](A)001

Figure 3 Regression analysis for 1198911015840119888of high-volume SCM concrete

10

15

20

25

30

35

40

45

10 15 20 25 30 35 40 45

Pred

ictio

ns (M

Pa)

Measured 28-day compressive strength (MPa)

Yangs model (1)This study (2)

Figure 4 Comparisons of predicted andmeasured 28-day compres-sive strength

concrete is shown in Figure 5 On the same figure predictionsdetermined from the ACI 209 equation [22] are plotted forcomparison It was difficult to determine the effect of 119882on the strength development rate As 119877SCM increased thestrength gain ratio at an early age relative to the 28-daystrength tended to decrease whereas that at a long-termage increased up to 119877SCM of 08 beyond which it decreasedsomewhat A slightly higher ratio at an early age and a slightlylower ratio at a long-term age were observed for Group IImixes as compared to Group I mixes indicating that thestrength development rate is affected by119882119861 Relative to the28-day strength of high-volume SCM concrete the strengthgain ratio at an age of 3 days ranged between 02 and 028for Group I mixes and between 027 and 033 for Group IImixes whereas that at age of 91 days ranged between 133and 146 for Group I mixes and between 127 and 143 forGroup II mixes As compared with the predictions fromthe ACI equation those values are lower by approximately27ndash50 at 3 days and higher by approximately 14ndash31 at

91 days This indicates that by the ACI 209 equation thecompressive strength of very-high-volume SCM concreteis likely to be slightly overestimated at an early age orconversely underestimated at a long-term age Althoughthe specially modified polycarboxylate-based water-reducingagent was added to enhance the early strength of very high-volume SCM concrete a strength gain lower than that foundusing the ACI 209 equation was measured at the ages of3 and 7 days However it can be estimated that these lowgains at an early age are not detrimental because the earlystrength gain of concrete with typical 119877SCM is frequentlyfound to be 10ndash40 lower than that of OPC concrete or thevalues predicted using the ACI 209 equation [7 9] Hencethe specially modified polycarboxylate-based water-reducingagent is expected to contribute to the early strength gain ofvery-high-volume SCM concrete

The ACI 209 provision [22] empirically recommends thefollowing parabolic strength development equation based ontest results of OPC concrete

1198911015840

119888(119905) =

119905

1198601+ 11986111199051198911015840

119888 (3)

where 1198911015840119888(119905) is the compressive strength according to age 119905

(in days) The strength development rate at early and long-term ages is determined by the variation of the constants 119860

1

and 1198611 In general a lower value of 119860

1leads to a higher

compressive strength gain at an early age For OPC concretecured by air drying it is recommended that the values of 119860

1

and 1198611are 40 and 085 respectively However these values

need to be modified for very-high-volume SCM concrete inorder to minimize the error observed in Figure 5 To fit thestrength development characteristics of high-volume SCMconcrete the values of both constants were determined usingtest data (see Table 4) All specimens had a high correlationcoefficient (1198772) of more than 093 as listed in Table 4 Withthe increase of the119882119861 119877

119866 and 119877

119865 the constant 119860

1tends

to increase whereas 1198611decreases The determined values

of the constants appear to be more significantly affected by119877119866than by 119877

119865 whereas they are independent of 119882 Based

on regression analysis using these influencing parametersthe two constants 119860

1and 119861

1in (3) were proposed by the

following linear equations (Figure 6)

1198601= 1744(119882119861)

03(1 + 119877

01

119866+ 119877119865) minus 2182 (4)

1198611= minus0461(119882119861)

03(1 + 119877

01

119866+ 119877119865) + 1464 (5)

Comparisons of themeasured and predicted compressivestrengths at various ages are shown in Figure 7 Note that1198911015840

119888in (3) is determined using (2) The mean (120574

119898) standard

deviation (120574119904) and coefficient of variation (120574V) of the ratios

between the experimental and predicted results are also givenin the same figure Compressive strengths at different agespredicted using (2)ndash(5) are mostly within plusmn125 of the mea-sured values giving values of 120574

119898and 120574

119904that range between

0952 and 1059 and between 0061 and 0097 respectivelyThevalues of 120574

119898and 120574119904for all tested ages were calculated to be 10

and 0082 respectivelyThe proposed equations describe wellthe compressive strength development of very high-volumeSCM concrete according to age

8 The Scientific World Journal

0

02

04

06

08

1

12

14

16

0 10 20 30 40 50 60 70 80 90 100Age (days)

I-CI-140-330-07I-140-330-08

I-140-330-09ACI 209 equation

f998400 c(t)f998400 c

(a) Group I

0

02

04

06

08

1

12

14

16

0 10 20 30 40 50 60 70 80 90 100Age (days)

II-CII-140-390-07II-140-390-08

II-140-390-09ACI 209 equation

f998400 c(t)f998400 c

(b) Group II

Figure 5 Typical compressive strength development rate of high-volume SCM concrete

0

2

4

6

8

10

12

155 16 165 17 175 18 185 19

Best fit liney = 1744(x) minus 2182

R2 = 083

A1

(WB)03[1 + (RG)01 + (RF)]

(a) Value of 1198601

0

01

02

03

04

05

06

07

08

155 16 165 17 175 18 185 19

Best fit curve

B1

y = minus0461(x) + 1464

R2 = 070

(WB)03[1 + (RG)01 + (RF)]

(b) Value of 1198611

Figure 6 Regression analysis for constants 1198601and 119861

1in (3)

34 Durability The relative dynamic modulus of elasticity(119864119889) recorded every 30 cycles of freezing-and-thawing is

shown in Figure 8 The control mixes maintained valuesof 119864119889above 98 throughout the 300 freezing-and-thawing

cycles The high-volume concrete with 119877SCM of 08 showedthe same behavior as the control mixes For the very-high-volume concrete with 119877SCM of 09 the value of 119864

119889remained

at 98 until the 210th freezing-and-thawing cycle beyondwhich it gradually decreased to 90 until the end of the tests(300 cycles) This indicates that the freezing-and-thawingresistance of the selected high-volume SCM concretemixes iscomparable to that of the controlmixes with the typical119877SCM

Figure 9 presents the nonsteady-state chloride migrationcoefficients (119863nssm) of concrete specimens at ages of 28

and 91 days which were calculated from the measuredchloride penetration depth in accordancewith the procedurespecified inNTBuild 492 [20] As expected the concrete witha designed strength of 30MPa (Group II) had lower valuesof 119863nssm than that with designed strength of 24MPa (GroupI) Furthermore the value of 119863nssm tended to decrease withincreasing age The ratios of 119863nssm values between ages of 91and 28 days were calculated to be 081 and 061 for the I-C andII-C control specimens respectively and 044 and 033 for theI-140-330-08 and II-140-390-08 specimens indicating thatthe decrease of 119863nssm with age is higher in the very-high-volume SCM concrete than in the control concrete At an ageof 28 days a slightly higher119863nssm was calculated for the very-high-volume SCM concrete than for the control concrete

The Scientific World Journal 9

0

10

20

30

40

50

60

0 10 20 30 40 50 60

Pred

icte

d co

mpr

essiv

e stre

ngth

(MPa

)

Measured compressive strength (MPa)

+125

minus125

3days7days28days

56days91days

Statisticalvalues120574m

120574s120574

Age (days)3

0952

0097

0102

7

1059

0078

0074

28

1002

0063

0062

56

0993

0061

0062

91

1014

0071

0071

Figure 7 Comparison of predicted and measured strengths atdifferent ages

80

85

90

95

100

105

0 30 60 90 120 150 180 210 240 270 300

Relat

ive d

ynam

ic m

odul

us o

f ela

stici

ty (

)

Cycle of repeated freezing-and-thawing

I-CI-140-330-08I-140-350-09

II-CII-140-390-08II-140-410-09

Figure 8 Freezing-and-thawing resistance of concrete tested

regardless of concrete compressive strength However at anage of 91 days119863nssm tended to decrease with increasing 119877SCMup to 08 beyond which it started to increase

The variation of compressive strength of concrete mea-sured from specimens saturated in 5 sulfuric acid solutionfor 28 days is shown in Figure 10(a) The appearance of thosespecimens is presented in Figure 10(b) The deteriorationratio of 1198911015840

119888owing to the saturation in sulfuric acid solution

was between 30 and 32 for the control concrete whereas itdecreased to 8ndash20 for the very-high-volume SCM concretein other words the ratio of 1198911015840

119888after saturation in a sulfuric

acid solution for 28 days relative to the concrete cured atroom temperature wasmeasured to be 69 81 and 92 forspecimens I-C I-140-330-08 and I-140-350-09 respectivelyThis indicates that the deterioration of 1198911015840

119888owing to sulfate

028 91

Measured age (days)

I-CI-140-330-08I-140-350-09

II-CII-140-390-08II-140-410-09

2E minus 12

4E minus 12

6E minus 12

8E minus 12

1E minus 11

12E minus 11

14E minus 11

16E minus 11

18E minus 11

Chlo

ride m

igra

tion

coeffi

cien

t (m

2s

)

Figure 9 Chloride migration coefficient of concrete measured at 28and 91 days

attack decreased with increasing 119877SCM This trend was sim-ilarly observed in terms of the damage to the specimens thatis the presence of damaged chips and flaws decreased withincreasing 119877SCM Hence it can be proposed that the very-high-volume SCM concrete has superior sulfate resistance ascompared to conventional concrete

The beneficial effect of SCMs on the durability of concretecan be explained by improvement in both the impermeabilityand diffusion taking place in water-filled pores or by capillarysuction Gruyaert et al [23] showed that the value of 119863nssmin concrete mixes with 119877

119866varying from 0 to 085 recorded

at an age of 91 days decreases with increasing 119877119866 However

the addition of SCM exceeding a certain limit would result indecreased impermeability as demonstrated in freezing-and-thawing and chloride resistances Hence 119877SCM needs to berestricted to less than 08ndash085 in order to maintain a positiveinfluence on the durability of concrete

4 Conclusions

The present investigation needs to be further extended toexamine the carbonation resistance and inelastic deformationof very-high-volume SCM concrete in order to improve thecompressive strength From the experimental observationson the compressive strength and durability in the currentstudy the following conclusions may be drawn

(1) The compressive strength of the concrete with 119882of 150 kgm3 was commonly lower than that of thecompanion concrete with119882 of 140 kgm3 by approx-imately 10 even at the same119882119861 showing that 1198911015840

119888

of high-volume SCM concrete is somewhat sensitiveto119882

(2) To achieve a value of 1198911015840119888equivalent to that of conven-

tional concrete with typical 119877SCM119882119861 and 119877SCM invery-high-volume SCMconcrete need to be restrictedto less than 40 and to 07 respectively

10 The Scientific World Journal

05

10152025303540

Com

pres

sive s

treng

th (M

Pa)

Specimens

Cured at room temperatureCured under 5 sulfuric acid solution

6981

9268

80

81

II-C

II-1

40-3

90-0

8

II-1

40-4

10-0

9I-C

I-14

0-33

0-0

8

I-14

0-35

0-0

9

(a) 28-day compressive strength

(b) Appearance

Figure 10 Variation of strength and appearance of concrete aftersaturation in sulfuric acid solution

(3) As 119877SCM increased the strength gain ratio at anearly age relative to the 28-day strength tended todecrease whereas that at a long-term age increaseduntil reaching 119877SCM of 08 beyond which it decreasedsomewhat

(4) Unlike the ACI 209 equation which overestimatesthe early strength of high-volume SCM concreteand underestimates the strength at a long-term agethe proposed equations describe well the compres-sive strength development of very-high-volume SCMconcrete the mean and standard deviations of theratios between the experimental and predicted resultswere 10 and 0082 respectively

(5) In general the freezing-and-thawing chloride andsulfate resistances of the high-volume SCM concretemixes were comparable to those of the control mixeswith the typical 119877SCM However the beneficial effectof SCMs on the freezing-and-thawing and chlorideresistances of concrete decreased at 119877SCM of 09

Notations

119860119888 Initial air content of fresh concrete119861 Unit binder content

119863nssm Nonsteady state chloride migrationcoefficient

119864119889 Relative dynamic modulus of

elasticity119866 Unit coarse aggregate content1198911015840

119888 Measured concrete compressive

strength at an age of 28 days1198910 Reference concrete compressive

strength (=10MPa)1198911015840

119888(119905) Concrete compressive strength at age119905 (in days)

119891119888119906 Designed 28-day compressive

strength of concrete119877119860 Ratio of air entraining agent to

binder by weight119877119865 Ratio of fly ash to binder by weight119877119866 Ratio of granulated ground

blast-furnace slag (GGBS) to binderby weight

119877119878 Ratio of silica fume (SF) to binder by

weight119877SCM Ratio of supplementary cementitious

materials (SCMs) to binder by weight119877119878119875 Ratio of the modified

polycarboxylate-basedwater-reducing agent to binder byweight

119878 Unit fine aggregate content119878119886 Fine aggregate-to-total aggregate

ratio by volume119878119894 Initial slump of fresh concrete119882 Unit water content1198820 Reference value for the unit water

content (=100 kgm3)119882119861 Water-to-binder ratio120574119898 Mean of the ratios (120574

119888119904) between

experiments and predictedcompressive strengths

120574119904 Standard deviation of 120574

119888119904

120574V Coefficient of variation of 120574119888119904

Conflict of Interests

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

Acknowledgment

Thisworkwas supported by theNuclear PowerCore Technol-ogy Development Program of the Korea Institute of EnergyTechnology Evaluation and Planning (KETEP) with a Grantfrom the Ministry of Trade Industry amp Energy Republic ofKorea (no 20131520100750)

References

[1] D Khale and R Chaudhary ldquoMechanism of geopolymerizationand factors influencing its development a reviewrdquo Journal ofMaterials Science vol 42 no 3 pp 729ndash746 2007

The Scientific World Journal 11

[2] V M Malhotra and P K Mehta Pozzolanic and CementitiousMaterials Gordon and Breach 1996

[3] E Gartner ldquoIndustrially interesting approaches to ldquolow-CO2rdquo

cementsrdquo Cement and Concrete Research vol 34 no 9 pp1489ndash1498 2004

[4] K H Yang Y B Jung M S Cho and S H Tae ldquoEffect ofsupplementary cementitious materials on reduction of CO

2

emissions from concreterdquo Journal of Cleaner Production 2014[5] S W M Supit F U A Shaikh and P R Sarker ldquoEffect of

ultrafine fly ash onmechanical properties of high volume fly ashmortarrdquo Construction and Building Materials vol 51 pp 278ndash286 2014

[6] Y Y Chen B L A Tuan and C L Hwang ldquoEffect of pasteamount on the properties of self-consolidating concrete con-taining fly ash and slagrdquo Construction and Building Materialsvol 47 pp 340ndash346 2013

[7] R Siddique ldquoPerformance characteristics of high-volume ClassF fly ash concreterdquo Cement and Concrete Research vol 34 no3 pp 487ndash493 2004

[8] K Mala A K Mullick K K Jain and P K Singh ldquoEffect ofrelative levels of mineral admixtures on strength of concretewith ternary cement blendrdquo International Journal of ConcreteStructures and Materials vol 7 no 3 pp 239ndash249 2013

[9] AMNevilleProperties of Concrete AddisonWesley LongmanNew York NY USA 1995

[10] V M Malhotra and P K Mehta High-Performance High-Volume Fly Ash Concrete Supplementary Cementing Materialsfor Sustainable Development Incorporated Ottawa Canada2002

[11] A A Ramezanianpour andVMMalhotra ldquoEffect of curing onthe compressive strength resistance to chloride-ion penetrationand porosity of concretes incorporating slag fly ash or silicafumerdquo Cement and Concrete Composites vol 17 no 2 pp 125ndash133 1995

[12] P K Mukherjee M T Loughborough and V M MalhotraldquoDevelopment of high strength concrete incorporating a largepercentage of fly ash and superplasticizersrdquo Cement and Con-crete Aggregates vol 4 no 2 pp 81ndash86 1982

[13] E Mahmoud A Ibrahim H El-Chabib and V C PatibandlaldquoSelf-consolidating concrete incorporating high volume of flyash slag and recycled alphalt pavementrdquo International Journalof Concrete Structures and Materials vol 7 no 2 pp 155ndash1632013

[14] C H Huang S K Lin C S Chang and H J Chen ldquoMixproportions and mechanical properties of concrete containingvery high-volume of Class F fly ashrdquo Construction and BuildingMaterials vol 46 pp 71ndash78 2013

[15] T Lee and L SWu ldquoEffects of the LOI of fly ash on the concretepropertiesrdquo in Proceedings of the Conference on the Applicationof Fly Ash Concrete in Taiwan Department of Civil Engineeringof National Central University Taoyuan Taiwan 1992

[16] H Yazıcı ldquoThe effect of silica fume and high-volume Class C flyash on mechanical properties chloride penetration and freeze-thaw resistance of self-compacting concreterdquo Construction andBuilding Materials vol 22 no 4 pp 456ndash462 2008

[17] ASTM C618 C989 C143 C231 C39 C666 Annual Book ofASTM Standards V 402 ASTM International West Con-shohocken Pa USA 2012

[18] J H Yoon Portland Cement Paste and Concrete Sejin Incorpo-rated Seoul Republic of Korea 1996

[19] Y S Jeon ldquoDevelopment of mass concrete with low hydrationheatrdquo Tech Rep A04-03-12-10-09 Sampyo Incorporated SeoulRepublic of Korea 2010

[20] NT Build 492 ldquoNordetest methodmdashconcrete mortar andcement-based repair materials chloride migration coefficientfrom non-steady-state migration experimentsrdquo Nordic Councilof Ministers Scandinavia 1999

[21] KH Yang ldquoDevelopment of a new approach for CO2reducing-

based concrete mix designrdquo Tech Rep 12CCTI-C063761-01Kyonggi University Suwon Republic of Korea 2013

[22] ACI Committee 209 ldquoPrediction of creep shrinkage andtemperature effects in concrete structuresrdquo American ConcreteInstitute Farmington Hills Mich USA 1994

[23] E Gruyaert M Maes and N de Belie ldquoPerformance ofBFS concrete k-value concept versus equivalent performanceconceptrdquo Construction and Building Materials vol 47 pp 441ndash455 2013

The Scientific World Journal 3

Table 2 Physical properties of aggregates used

Type Maximum size(mm)

Unit volumeweight (kgm3) Specific gravity Water absorption

() Porosity () Fineness

Coarse particles 25 1447 262 178 4322 705Fine particles 5 1566 261 116 3351 283

Surface of cement particle

Graft chain (side chain)

Main chain

Carboxyl group

C

CC

RR

H

C

O

OO

(EO)a

m

n

Me

H CH2CH2

OM

Acid Ester

Figure 1 Molecular structure of polycarboxylate-based water-reducing agent used

(1) The degree of polymerization of the main chain inthe acryl acid-type polycarboxylate polymer was reducedby a factor of 10 (see Figure 1) (2) The molecular weightof a polyethylene glycol mono-alkyl ether monomer wasincreased to 2000 in order to increase the length of the graftchain in the polycarboxylate polymer The decreased lengthof the main chain and increased length of the graft chainare effective for enhancing the dispersibility of polycarboxy-late polymers in cement pastes Furthermore to obtain anincrease in the strength of the concrete at an early age anamine was added to the modified polycarboxylate polymerIt is known [18] that the addition of an amine is helpful incatalyzing the hydration reaction of cement at an early agebecause it accelerates the leaching rate of Ca2+ and OHminus ionsfrom themineral compositions of the cement From previoustests [19] the optimum dosage of the amine was determinedto be 3 of the modified polycarboxylate polymer weight

22 Specimens and Mixture Proportions Table 3 shows themain mixture parameters for concrete specimens using FAand GGBS to achieve the targeted properties All con-crete mixes were classified into two groups according tothe designed 28-day compressive strength (119891

119888119906) of 24MPa

(Group I) and 30MPa (Group II) The selected test param-eters in each group were as follows (1) Two levels of thewater content (119882) were used 140 kgm3 and 150 kgm3 (2)The unit binder content (119861) for each water content level wasvaried as 310 kgm3 330 kgm3 and 350 kgm3 for Group Iand 370 kgm3 390 kgm3 and 410 kgm3 for Group II as aresult thewater-to-binder ratios (119882119861) for theGroup Imixeswere calculated to be 452 424 and 400 respectivelyfor 119882 of 140 kgm3 and 484 455 and 429 for 119882 of150 kgm3 while those in the Group II mixes were 378

359 and 342 for119882 of 140 kgm3 and 405 385 and366 for119882 of 150 kgm3 (3) SCM level (119877SCM) as a partialreplacement for OPC was varied as 07 08 and 09 At each119877SCM 119877119865 was fixed to be 04 whereas 119877

119866varied as 03 04

and 05 The addition of FA as a partial replacement of OPCis favorable to the reduction of hydration heat of concretebut unfavorable to the strength development of concrete atan early age Considering this fact the present study selected119877119865to be 04The volumetric fine aggregate-to-total aggregate

ratio (119878119886) was designed to be 48 for119882 of 140 kgm3 and46 for119882 of 150 kgm3 For comparison a control mix witha typical 119877SCM (119877

119865of 025 and 119877

119866of 015) was also prepared

for each group Considering the demand increase trend onthe use of SCM the typical SCM concrete was selected forthe control mix instead of OPC concrete From the practicalmixture proportions of ready-mixed concrete batches theunit water and binder contents determined for the controlmixes were 184 kgm3 and 342 kgm3 respectively for GroupI and 165 kgm3 and 400 kgm3 for Group II The targetedair content and initial slump of all concrete mixes were 45plusmn 15 and 210 plusmn 25 mm respectively To meet the designedinitial air content (119860

119888) and slump (119878

119894) an air entraining agent

and the specially modified polycarboxylate-based high-rangewater-reducing agent were added as given in Table 4 Thestate of moisture in aggregates was measured before the mixof concrete and the surface water on aggregates was thenreflected through the correction of the unit water content

For easy recognition of test parameters the concrete spec-imens were notated sequentially using the targeted compres-sive strength water content binder content and SCM levelas a partial replacement for OPC For example specimen I-140-310-07 indicates a concrete with 119891

119888119906of 24MPa produced

from the following mixture proportions119882 of 140 kgm3 119861of 310 kgm3 and 119877SCM of 07 (119877

119865of 04 and 119877

119866of 03)

4 The Scientific World Journal

Table 3 Designed properties and main parameters of concrete specimens

Type Designed properties Test parameters119891119888119906(MPa) 119860

119888() 119878

119894(mm) 119877

119865 119877119866

119877SCM 119861 (kgm3) 119882 (kgm3)

Control mix 24

45 plusmn 15 210 plusmn 25

025 015 04 342 184

30 400 165

Very high-volume SCMmix24

30

04030405

070809

310330350370390410

140150

119891119888119906 Designed compressive strength of concrete at age of 28 days 119860119888 air content of fresh concrete 119878119894 initial slump of fresh concrete 119878119886 fine aggregate-to-total aggregate ratio by volume 119877119865 FA level for partial replacement of OPC 119877119866 GGBS level for partial replacement of OPC 119877SCM total SCM level for partialreplacement of OPC 119861 unit binder content and119882 unit water content

Concrete specimens denoted by I-C and II-C indicate thecontrol concrete with a typical 119877SCM value in each group

23 Casting Curing and Testing All concrete specimenswere mixed using a twin forced mixing-type mixer with035m3 capacityThe initial slump (119878

119894) and air content (119860

119888) of

fresh concrete were measured in accordance with the ASTMC143 and C231 provisions respectively [17] All specimenswere cured under water with temperature of 23 plusmn 2∘C untiltesting at a specified age All steel molds were removed afteraging for 36 h

The compressive strength of the concrete was measuredusing cylindrical specimens of 100mm in diameter and200mm high at ages of 3 7 28 56 and 91 days in accordancewithASTMC39 [17]Thedurability properties (freezing-and-thawing chloride ion penetration and sulfate resistances)were examined for the four selected very-high-volume SCMconcrete mixes and two control mixes All specimens used tomeasure the durability were demolded at an age of 1 day Theresistance to the freezing-and-thawing cycle of concrete wasdetermined using 100 times 75 times 400mm prisms in accordancewith procedure A specified in ASTM C666 [17] Prior tothe rapid freezing-and-thawing test the prism specimenswere cured for 14 days and saturated in lime water for 48 hWith the start of tests the relative dynamic modulus ofelasticity was recorded at intervals of 30 cycles of freezing-and-thawing up to amaximumof 300 cyclesThe resistance tochloride penetrationwasmeasured at ages of 28 and 91 days inaccordancewith a nonsteady-statemigration test described inNT Build 492 [20] Concrete cylinders (100mm in diameterand 200mm long) were sawn into disks with 50mm thickAfter vacuum saturation of the cylindrical test specimens in aCa(OH)

2solution (4 gL) an external electrical potential was

applied axially across the specimen forcing the chloride ionsoutside to migrate into the specimen The catholyte solutionwas a 10NaCl solution whereas the anolyte solution was a03NNaOH solutionThe penetration depth measured fromthe visible white silver chloride precipitation at saturationages of 28 and 91 days was then converted into the chloridemigration coefficient according to the procedure specifiedin NT Build 492 The sulfate resistance of the concrete was

evaluated from the variations of compressive strength of thespecimens saturated in a curing tank containing 5 sulfuricacid solution for 28 days

3 Test Results and Discussion

31 Initial Slump and Air Content The ratios of the modifiedpolycarboxylate-based water-reducing agent (119877

119878119875) and air

entraining agent (119877119860) to the total binder by weight used to

achieve the target 119878119894and 119860

119888are given in Table 4 In general

a greater amount of 119877119860

was required for the very-high-volume SCM concrete mixes than for the companion controlmixes regardless of 119882 and 119877SCM values The value of 119877

119860

was between 0028 and 0042 for Group I mixes andbetween 0032 and 0045 for Group II mixes indicatingthat119860

119888of fresh concrete without the air-entraining agent was

commonly lower in Group II mixes than in Group I mixesTo achieve the target compressive strength a greater amountof binder was needed for the Group II mixes than for theGroup I mixes at the same water content This implies thatincreasing 119861 at the same water content is accompanied bya decrease in the number of macrocapillaries and artificialair pores [9] The specially modified polycarboxylate-basedwater-reducing agent was commonly added in the amount of07ndash10 of the binder weight for the concrete mixes testedThe value of 119877

119878119875added to meet the targeted 119878

119894was slightly

higher for the Group II mixes than for the Group I mixesThis is attributed to the fact that119882119861 of the Group II mixeswas lower than that of the Group I mixes On the other handthe value of119877

119878119875tended to be independent of119877SCM indicating

that the GGBS content has little influence on the workabilityof concrete [9]

32 Compressive Strength at 28 Days Most concrete mixeswith 119882 of 140 kgm3 met the targeted 28-day compressivestrength (119891

119888119906) as given in Table 4 However some specimens

with 119882 of 150 kgm3 failed to achieve 119891119888119906 in particular for

the concrete with 119877SCM of 09 and for the Group I concretewith 119882119861 of 484 and the Group II concrete with 119882119861of 405 As expected the measured 28-day compressivestrength (1198911015840

119888) decreased with increasing119882119861 and 119877SCM The

The Scientific World Journal 5

Table4Detailsof

concretemixture

prop

ortio

nsandsummaryof

testresults

Specim

en119882119861(

)119878119886(

)119861(kgm

3 )Unitw

eight(kgm

3 )Testresult

Determinationof

constantsin(3)

119882119862

FAGGBS119878

119866119877119860(

)119877119878119875(

)119860119888(

)119878119894(m

m)

1198911015840 119888(M

Pa)atd

ifferentages(days)

37

2856

911198601

1198611

1198772

I-C

538

48

342

184

205

8651

816

888

0025

050

40

205

86

176

298

372

385

759

068

099

I-140-310-07

451

310

140

93124

93877

953

0032

085

42

210

74153

281

3840

982

059

099

I-140-310-08

451

310

140

62124

124

875

952

0032

085

38

205

59

147

28345

391023

061

099

I-140-310-09

451

310

140

31124

155

875

951

0032

075

37

200

54

13256

309

342

1009

064

099

I-140-330-07

424

330

140

99132

99867

943

0032

085

48

205

79178

325

404

455

955

062

099

I-140-330-08

424

330

140

66132

132

866

942

0032

080

51

215

62

159

308

362

421

987

063

099

I-140-330-09

424

330

140

33132

165

865

940

0036

080

44

205

56

11223

275

284

1026

066

099

I-140-350-07

40350

140

105

140

105

858

933

0032

085

42

220

86

194

346

413

482

907

064

099

I-140-350-08

40350

140

70140

140

856

931

0032

075

52

210

63

17313

376

424

946

064

099

I-140-350-09

40350

140

35140

175

855

930

0036

080

38

215

5125

242

301

336

1003

065

099

I-150-310-07

483

310

150

93124

93864

940

004

2070

46

215

74133

255

301

353

947

064

099

I-150-310-08

483

310

150

62124

124

863

938

004

2070

45

215

48

117

228

291

318

1041

06

099

I-150-310-09

483

310

150

31124

155

862

937

004

2070

42

200

39

93187

232

261

108

06

099

I-150-330-07

454

330

150

99132

99855

929

004

2075

50

210

77174

302

383

42884

063

099

I-150-330-08

454

330

150

66132

132

853

928

0038

070

41

205

56

135

269

325

368

1031

062

099

I-150-330-09

454

330

150

33132

165

852

927

004

2070

46

215

51

98199

255

271

1007

061

099

I-150-350-07

428

350

150

105

140

105

845

919

0030

070

50

215

77161

301

374

419

947

062

099

I-150-350-08

428

350

150

70140

140

844

918

0028

065

37

210

61

156

278

374

406

102

062

099

I-150-350-09

428

350

150

35140

175

843

916

004

2065

45

215

57

121

214

27293

883

064

099

II-C

412

46

400

165

240

100

60814

886

0035

080

37

210

117

225

368

44457

632

072

099

II-140

-370-07

378

370

140

111

148

111

812

958

0032

085

36

220

113

20343

414

467

775

067

099

II-140

-370-08

378

370

140

74148

148

812

956

0032

080

47

230

95178

319

396

415

813

067

099

II-140

-370-09

378

370

140

37148

185

810

955

0036

070

47

225

7514

253

287

324

793

069

099

II-140

-390-07

358

390

140

117156

117804

947

0032

085

46

230

125

214

3743

489

741

07

099

II-140

-390-08

358

390

140

78156

156

802

945

0032

075

45

220

106

199

354

415

483

836

067

099

II-140

-390-09

358

390

140

39156

195

801

944

0036

070

37

210

85

162

285

334

345

736

069

099

II-140

-410-07

342

410

140

1223

1644

1233

794

936

0034

080

33

210

147

264

421

483

542

695

07

099

II-140

-410-08

342

410

140

812

1644

1644

794

935

0036

080

49

235

108

213

348

406

4571

071

099

II-140

-410-09

342

410

140

401

1644

2055

792

933

0035

070

40

225

92186

303

361

387

71072

099

II-150-370-07

405

370

150

111

148

111

800

943

004

2070

54

215

85

16289

363

378

829

066

099

II-150-370-08

405

370

150

74148

148

800

942

004

0065

55

220

69

149

265

334

379

939

067

099

II-150-370-09

405

370

150

37148

185

798

940

004

010

030

220

55

12215

268

292

897

067

099

II-150-390-07

384

390

150

117156

117792

933

0045

100

49

230

9819

324

398

428

778

065

099

II-150-390-08

384

390

150

78156

156

790

931

004

5090

44

220

89

169

308

366

41849

067

099

II-150-390-09

384

390

150

39156

195

788

930

004

5090

35

210

6129

246

281

324

924

067

099

II-150-410-07

365

410

150

123

164

123

782

922

0045

090

44

215

115

209

339

433

481

764

066

098

II-150-410-08

365

410

150

82164

164

780

920

004

5090

37

220

10192

331

398

442

792

066

099

II-150-410-09

365

410

150

41164

205

780

919

004

5090

33

220

69

141

252

317

337

862

068

098

6 The Scientific World Journal

05

06

07

08

09

1

11

12

13

14

07 075 08 085 09SCM level as a partial replacement of OPC RSCM

B = 310kgm3

B = 330kgm3

B = 350kgm3

B = 310kgm3

B = 330kgm3

B = 350kgm3

W = 140kgm3

W = 150kgm3

f998400 c(f998400 c) c

ontr

ol

(a) Group I

05

06

07

08

09

1

11

12

13

14

07 075 08 085 09SCM level as a partial replacement of OPC RSCM

B = 310kgm3

B = 330kgm3

B = 350kgm3

B = 310kgm3

B = 330kgm3

B = 350kgm3

W = 140kgm3

W = 150kgm3

f998400 c(f998400 c) c

ontr

ol(b) Group II

Figure 2 Relative 28-day strength of very-high-volume concrete as compared to control concrete

ratio of 1198911015840119888of the very-high-volume SCM concretes relative

to that of the control concrete is shown in Figure 2 Therelative 28-day strength commonly decreasedwith increasing119877SCM indicating that the rate of the decrease was greater forGroup II mixes than that for Group I mixes All concretemixes with 119877SCM more than 08 developed lower 1198911015840

119888than the

control concrete Furthermore 1198911015840119888of the concrete with119882 of

150 kgm3 was commonly lower by approximately 10 thanthat of the control concrete with 119882 of 140 kgm3 even atthe same119882119861 indicating that 1198911015840

119888of very-high-volume SCM

concrete is somewhat affected by119882 Overall to obtain a valueof 1198911015840119888equivalent to that of a conventional concrete with a

typical 119877SCM very-high-volume SCM concrete should have119882119861 lt 40 and 119877SCM = 07

In general 1198911015840119888is taken to be inversely proportional to

119882119861 and 119860119888[9] Considering this fact Yang [21] proposed

an empirical model to predict the value of 1198911015840119888of concrete

with various SCMs based on a nonlinear multiple regression(NLMR) analysis using an extensive amount of test datacollected from the available literature In the database forthe regression analysis the primarily ranges of the mainparameters are as follows 119882119861 = 025ndash06 119877

119865= 01ndash04

and 119877119866= 02ndash04 The number of ternary-type-binders using

OPC FA and GGBS in the database is small and 119877SCM ismostly within 05 Overall the following equation proposedby Yang is thought to be suitable for concrete with a typical119877SCM not exceeding 05

1198911015840

119888

1198910

= 112[119882119861 (1 + 1198772

119865+ 1198773

119866minus 1198772

119878) (119860119888)01]minus106

(1)

where 1198910(=10MPa) is the reference value for the 28-day

compressive strength of concrete and 119877119878is the silica fume

level as a partial replacement for OPC

Table 4 clearly shows that 1198911015840119888of high-volume SCM con-

crete is somewhat sensitive to119882 though sensitivity dependson the type and level of SCMs Furthermore to obtainthe same 1198911015840

119888of OPC concrete or concrete with a typical

SCM level a lower 119882119861 is required for high-volume SCMconcrete as compared to OPC concrete or typical SCMconcrete Considering these experimental observations (1)was modified using the current test data to predict the 1198911015840

119888of

high-volume SCM concrete (see Figure 3) Consider

1198911015840

119888

1198910

= 385 [(119882119861)025

times(1 + 11987725

119865+ 119877175

119866+ (119882119882

0)025) (119860119888)001

]

minus42

(2)

where 1198820(=100 kgm3) is the reference value for the unit

water contentComparisons of the measured 28-day compressive

strength and predictions obtained from the Yangrsquos model(1) and the current model (2) are plotted in Figure 4 Thecurrent model gives lower values of1198911015840

119888than the Yangrsquos model

The mean and standard deviation of the ratios betweenthe experimental results and the predicted results are 089and 0103 respectively for the Yangrsquos model and 099 and0062 for the current model This indicates that the Yangrsquosmodel based on concrete mixes with typical SCM levels islikely to overestimate the 28-day compressive strength ofhigh-volume SCM concrete

33 Compressive Strength Development The typical com-pressive strength development rate of high-volume SCM

The Scientific World Journal 7

0

05

1

15

2

25

3

35

4

45

165 170 175 180 185 190 195 200 205

Best fit curvef

998400 cf

0

y = 385(x)minus42

R2 = 09

(WB)025[1 + R25F + R175

G + (WW0)025](A)001

Figure 3 Regression analysis for 1198911015840119888of high-volume SCM concrete

10

15

20

25

30

35

40

45

10 15 20 25 30 35 40 45

Pred

ictio

ns (M

Pa)

Measured 28-day compressive strength (MPa)

Yangs model (1)This study (2)

Figure 4 Comparisons of predicted andmeasured 28-day compres-sive strength

concrete is shown in Figure 5 On the same figure predictionsdetermined from the ACI 209 equation [22] are plotted forcomparison It was difficult to determine the effect of 119882on the strength development rate As 119877SCM increased thestrength gain ratio at an early age relative to the 28-daystrength tended to decrease whereas that at a long-termage increased up to 119877SCM of 08 beyond which it decreasedsomewhat A slightly higher ratio at an early age and a slightlylower ratio at a long-term age were observed for Group IImixes as compared to Group I mixes indicating that thestrength development rate is affected by119882119861 Relative to the28-day strength of high-volume SCM concrete the strengthgain ratio at an age of 3 days ranged between 02 and 028for Group I mixes and between 027 and 033 for Group IImixes whereas that at age of 91 days ranged between 133and 146 for Group I mixes and between 127 and 143 forGroup II mixes As compared with the predictions fromthe ACI equation those values are lower by approximately27ndash50 at 3 days and higher by approximately 14ndash31 at

91 days This indicates that by the ACI 209 equation thecompressive strength of very-high-volume SCM concreteis likely to be slightly overestimated at an early age orconversely underestimated at a long-term age Althoughthe specially modified polycarboxylate-based water-reducingagent was added to enhance the early strength of very high-volume SCM concrete a strength gain lower than that foundusing the ACI 209 equation was measured at the ages of3 and 7 days However it can be estimated that these lowgains at an early age are not detrimental because the earlystrength gain of concrete with typical 119877SCM is frequentlyfound to be 10ndash40 lower than that of OPC concrete or thevalues predicted using the ACI 209 equation [7 9] Hencethe specially modified polycarboxylate-based water-reducingagent is expected to contribute to the early strength gain ofvery-high-volume SCM concrete

The ACI 209 provision [22] empirically recommends thefollowing parabolic strength development equation based ontest results of OPC concrete

1198911015840

119888(119905) =

119905

1198601+ 11986111199051198911015840

119888 (3)

where 1198911015840119888(119905) is the compressive strength according to age 119905

(in days) The strength development rate at early and long-term ages is determined by the variation of the constants 119860

1

and 1198611 In general a lower value of 119860

1leads to a higher

compressive strength gain at an early age For OPC concretecured by air drying it is recommended that the values of 119860

1

and 1198611are 40 and 085 respectively However these values

need to be modified for very-high-volume SCM concrete inorder to minimize the error observed in Figure 5 To fit thestrength development characteristics of high-volume SCMconcrete the values of both constants were determined usingtest data (see Table 4) All specimens had a high correlationcoefficient (1198772) of more than 093 as listed in Table 4 Withthe increase of the119882119861 119877

119866 and 119877

119865 the constant 119860

1tends

to increase whereas 1198611decreases The determined values

of the constants appear to be more significantly affected by119877119866than by 119877

119865 whereas they are independent of 119882 Based

on regression analysis using these influencing parametersthe two constants 119860

1and 119861

1in (3) were proposed by the

following linear equations (Figure 6)

1198601= 1744(119882119861)

03(1 + 119877

01

119866+ 119877119865) minus 2182 (4)

1198611= minus0461(119882119861)

03(1 + 119877

01

119866+ 119877119865) + 1464 (5)

Comparisons of themeasured and predicted compressivestrengths at various ages are shown in Figure 7 Note that1198911015840

119888in (3) is determined using (2) The mean (120574

119898) standard

deviation (120574119904) and coefficient of variation (120574V) of the ratios

between the experimental and predicted results are also givenin the same figure Compressive strengths at different agespredicted using (2)ndash(5) are mostly within plusmn125 of the mea-sured values giving values of 120574

119898and 120574

119904that range between

0952 and 1059 and between 0061 and 0097 respectivelyThevalues of 120574

119898and 120574119904for all tested ages were calculated to be 10

and 0082 respectivelyThe proposed equations describe wellthe compressive strength development of very high-volumeSCM concrete according to age

8 The Scientific World Journal

0

02

04

06

08

1

12

14

16

0 10 20 30 40 50 60 70 80 90 100Age (days)

I-CI-140-330-07I-140-330-08

I-140-330-09ACI 209 equation

f998400 c(t)f998400 c

(a) Group I

0

02

04

06

08

1

12

14

16

0 10 20 30 40 50 60 70 80 90 100Age (days)

II-CII-140-390-07II-140-390-08

II-140-390-09ACI 209 equation

f998400 c(t)f998400 c

(b) Group II

Figure 5 Typical compressive strength development rate of high-volume SCM concrete

0

2

4

6

8

10

12

155 16 165 17 175 18 185 19

Best fit liney = 1744(x) minus 2182

R2 = 083

A1

(WB)03[1 + (RG)01 + (RF)]

(a) Value of 1198601

0

01

02

03

04

05

06

07

08

155 16 165 17 175 18 185 19

Best fit curve

B1

y = minus0461(x) + 1464

R2 = 070

(WB)03[1 + (RG)01 + (RF)]

(b) Value of 1198611

Figure 6 Regression analysis for constants 1198601and 119861

1in (3)

34 Durability The relative dynamic modulus of elasticity(119864119889) recorded every 30 cycles of freezing-and-thawing is

shown in Figure 8 The control mixes maintained valuesof 119864119889above 98 throughout the 300 freezing-and-thawing

cycles The high-volume concrete with 119877SCM of 08 showedthe same behavior as the control mixes For the very-high-volume concrete with 119877SCM of 09 the value of 119864

119889remained

at 98 until the 210th freezing-and-thawing cycle beyondwhich it gradually decreased to 90 until the end of the tests(300 cycles) This indicates that the freezing-and-thawingresistance of the selected high-volume SCM concretemixes iscomparable to that of the controlmixes with the typical119877SCM

Figure 9 presents the nonsteady-state chloride migrationcoefficients (119863nssm) of concrete specimens at ages of 28

and 91 days which were calculated from the measuredchloride penetration depth in accordancewith the procedurespecified inNTBuild 492 [20] As expected the concrete witha designed strength of 30MPa (Group II) had lower valuesof 119863nssm than that with designed strength of 24MPa (GroupI) Furthermore the value of 119863nssm tended to decrease withincreasing age The ratios of 119863nssm values between ages of 91and 28 days were calculated to be 081 and 061 for the I-C andII-C control specimens respectively and 044 and 033 for theI-140-330-08 and II-140-390-08 specimens indicating thatthe decrease of 119863nssm with age is higher in the very-high-volume SCM concrete than in the control concrete At an ageof 28 days a slightly higher119863nssm was calculated for the very-high-volume SCM concrete than for the control concrete

The Scientific World Journal 9

0

10

20

30

40

50

60

0 10 20 30 40 50 60

Pred

icte

d co

mpr

essiv

e stre

ngth

(MPa

)

Measured compressive strength (MPa)

+125

minus125

3days7days28days

56days91days

Statisticalvalues120574m

120574s120574

Age (days)3

0952

0097

0102

7

1059

0078

0074

28

1002

0063

0062

56

0993

0061

0062

91

1014

0071

0071

Figure 7 Comparison of predicted and measured strengths atdifferent ages

80

85

90

95

100

105

0 30 60 90 120 150 180 210 240 270 300

Relat

ive d

ynam

ic m

odul

us o

f ela

stici

ty (

)

Cycle of repeated freezing-and-thawing

I-CI-140-330-08I-140-350-09

II-CII-140-390-08II-140-410-09

Figure 8 Freezing-and-thawing resistance of concrete tested

regardless of concrete compressive strength However at anage of 91 days119863nssm tended to decrease with increasing 119877SCMup to 08 beyond which it started to increase

The variation of compressive strength of concrete mea-sured from specimens saturated in 5 sulfuric acid solutionfor 28 days is shown in Figure 10(a) The appearance of thosespecimens is presented in Figure 10(b) The deteriorationratio of 1198911015840

119888owing to the saturation in sulfuric acid solution

was between 30 and 32 for the control concrete whereas itdecreased to 8ndash20 for the very-high-volume SCM concretein other words the ratio of 1198911015840

119888after saturation in a sulfuric

acid solution for 28 days relative to the concrete cured atroom temperature wasmeasured to be 69 81 and 92 forspecimens I-C I-140-330-08 and I-140-350-09 respectivelyThis indicates that the deterioration of 1198911015840

119888owing to sulfate

028 91

Measured age (days)

I-CI-140-330-08I-140-350-09

II-CII-140-390-08II-140-410-09

2E minus 12

4E minus 12

6E minus 12

8E minus 12

1E minus 11

12E minus 11

14E minus 11

16E minus 11

18E minus 11

Chlo

ride m

igra

tion

coeffi

cien

t (m

2s

)

Figure 9 Chloride migration coefficient of concrete measured at 28and 91 days

attack decreased with increasing 119877SCM This trend was sim-ilarly observed in terms of the damage to the specimens thatis the presence of damaged chips and flaws decreased withincreasing 119877SCM Hence it can be proposed that the very-high-volume SCM concrete has superior sulfate resistance ascompared to conventional concrete

The beneficial effect of SCMs on the durability of concretecan be explained by improvement in both the impermeabilityand diffusion taking place in water-filled pores or by capillarysuction Gruyaert et al [23] showed that the value of 119863nssmin concrete mixes with 119877

119866varying from 0 to 085 recorded

at an age of 91 days decreases with increasing 119877119866 However

the addition of SCM exceeding a certain limit would result indecreased impermeability as demonstrated in freezing-and-thawing and chloride resistances Hence 119877SCM needs to berestricted to less than 08ndash085 in order to maintain a positiveinfluence on the durability of concrete

4 Conclusions

The present investigation needs to be further extended toexamine the carbonation resistance and inelastic deformationof very-high-volume SCM concrete in order to improve thecompressive strength From the experimental observationson the compressive strength and durability in the currentstudy the following conclusions may be drawn

(1) The compressive strength of the concrete with 119882of 150 kgm3 was commonly lower than that of thecompanion concrete with119882 of 140 kgm3 by approx-imately 10 even at the same119882119861 showing that 1198911015840

119888

of high-volume SCM concrete is somewhat sensitiveto119882

(2) To achieve a value of 1198911015840119888equivalent to that of conven-

tional concrete with typical 119877SCM119882119861 and 119877SCM invery-high-volume SCMconcrete need to be restrictedto less than 40 and to 07 respectively

10 The Scientific World Journal

05

10152025303540

Com

pres

sive s

treng

th (M

Pa)

Specimens

Cured at room temperatureCured under 5 sulfuric acid solution

6981

9268

80

81

II-C

II-1

40-3

90-0

8

II-1

40-4

10-0

9I-C

I-14

0-33

0-0

8

I-14

0-35

0-0

9

(a) 28-day compressive strength

(b) Appearance

Figure 10 Variation of strength and appearance of concrete aftersaturation in sulfuric acid solution

(3) As 119877SCM increased the strength gain ratio at anearly age relative to the 28-day strength tended todecrease whereas that at a long-term age increaseduntil reaching 119877SCM of 08 beyond which it decreasedsomewhat

(4) Unlike the ACI 209 equation which overestimatesthe early strength of high-volume SCM concreteand underestimates the strength at a long-term agethe proposed equations describe well the compres-sive strength development of very-high-volume SCMconcrete the mean and standard deviations of theratios between the experimental and predicted resultswere 10 and 0082 respectively

(5) In general the freezing-and-thawing chloride andsulfate resistances of the high-volume SCM concretemixes were comparable to those of the control mixeswith the typical 119877SCM However the beneficial effectof SCMs on the freezing-and-thawing and chlorideresistances of concrete decreased at 119877SCM of 09

Notations

119860119888 Initial air content of fresh concrete119861 Unit binder content

119863nssm Nonsteady state chloride migrationcoefficient

119864119889 Relative dynamic modulus of

elasticity119866 Unit coarse aggregate content1198911015840

119888 Measured concrete compressive

strength at an age of 28 days1198910 Reference concrete compressive

strength (=10MPa)1198911015840

119888(119905) Concrete compressive strength at age119905 (in days)

119891119888119906 Designed 28-day compressive

strength of concrete119877119860 Ratio of air entraining agent to

binder by weight119877119865 Ratio of fly ash to binder by weight119877119866 Ratio of granulated ground

blast-furnace slag (GGBS) to binderby weight

119877119878 Ratio of silica fume (SF) to binder by

weight119877SCM Ratio of supplementary cementitious

materials (SCMs) to binder by weight119877119878119875 Ratio of the modified

polycarboxylate-basedwater-reducing agent to binder byweight

119878 Unit fine aggregate content119878119886 Fine aggregate-to-total aggregate

ratio by volume119878119894 Initial slump of fresh concrete119882 Unit water content1198820 Reference value for the unit water

content (=100 kgm3)119882119861 Water-to-binder ratio120574119898 Mean of the ratios (120574

119888119904) between

experiments and predictedcompressive strengths

120574119904 Standard deviation of 120574

119888119904

120574V Coefficient of variation of 120574119888119904

Conflict of Interests

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

Acknowledgment

Thisworkwas supported by theNuclear PowerCore Technol-ogy Development Program of the Korea Institute of EnergyTechnology Evaluation and Planning (KETEP) with a Grantfrom the Ministry of Trade Industry amp Energy Republic ofKorea (no 20131520100750)

References

[1] D Khale and R Chaudhary ldquoMechanism of geopolymerizationand factors influencing its development a reviewrdquo Journal ofMaterials Science vol 42 no 3 pp 729ndash746 2007

The Scientific World Journal 11

[2] V M Malhotra and P K Mehta Pozzolanic and CementitiousMaterials Gordon and Breach 1996

[3] E Gartner ldquoIndustrially interesting approaches to ldquolow-CO2rdquo

cementsrdquo Cement and Concrete Research vol 34 no 9 pp1489ndash1498 2004

[4] K H Yang Y B Jung M S Cho and S H Tae ldquoEffect ofsupplementary cementitious materials on reduction of CO

2

emissions from concreterdquo Journal of Cleaner Production 2014[5] S W M Supit F U A Shaikh and P R Sarker ldquoEffect of

ultrafine fly ash onmechanical properties of high volume fly ashmortarrdquo Construction and Building Materials vol 51 pp 278ndash286 2014

[6] Y Y Chen B L A Tuan and C L Hwang ldquoEffect of pasteamount on the properties of self-consolidating concrete con-taining fly ash and slagrdquo Construction and Building Materialsvol 47 pp 340ndash346 2013

[7] R Siddique ldquoPerformance characteristics of high-volume ClassF fly ash concreterdquo Cement and Concrete Research vol 34 no3 pp 487ndash493 2004

[8] K Mala A K Mullick K K Jain and P K Singh ldquoEffect ofrelative levels of mineral admixtures on strength of concretewith ternary cement blendrdquo International Journal of ConcreteStructures and Materials vol 7 no 3 pp 239ndash249 2013

[9] AMNevilleProperties of Concrete AddisonWesley LongmanNew York NY USA 1995

[10] V M Malhotra and P K Mehta High-Performance High-Volume Fly Ash Concrete Supplementary Cementing Materialsfor Sustainable Development Incorporated Ottawa Canada2002

[11] A A Ramezanianpour andVMMalhotra ldquoEffect of curing onthe compressive strength resistance to chloride-ion penetrationand porosity of concretes incorporating slag fly ash or silicafumerdquo Cement and Concrete Composites vol 17 no 2 pp 125ndash133 1995

[12] P K Mukherjee M T Loughborough and V M MalhotraldquoDevelopment of high strength concrete incorporating a largepercentage of fly ash and superplasticizersrdquo Cement and Con-crete Aggregates vol 4 no 2 pp 81ndash86 1982

[13] E Mahmoud A Ibrahim H El-Chabib and V C PatibandlaldquoSelf-consolidating concrete incorporating high volume of flyash slag and recycled alphalt pavementrdquo International Journalof Concrete Structures and Materials vol 7 no 2 pp 155ndash1632013

[14] C H Huang S K Lin C S Chang and H J Chen ldquoMixproportions and mechanical properties of concrete containingvery high-volume of Class F fly ashrdquo Construction and BuildingMaterials vol 46 pp 71ndash78 2013

[15] T Lee and L SWu ldquoEffects of the LOI of fly ash on the concretepropertiesrdquo in Proceedings of the Conference on the Applicationof Fly Ash Concrete in Taiwan Department of Civil Engineeringof National Central University Taoyuan Taiwan 1992

[16] H Yazıcı ldquoThe effect of silica fume and high-volume Class C flyash on mechanical properties chloride penetration and freeze-thaw resistance of self-compacting concreterdquo Construction andBuilding Materials vol 22 no 4 pp 456ndash462 2008

[17] ASTM C618 C989 C143 C231 C39 C666 Annual Book ofASTM Standards V 402 ASTM International West Con-shohocken Pa USA 2012

[18] J H Yoon Portland Cement Paste and Concrete Sejin Incorpo-rated Seoul Republic of Korea 1996

[19] Y S Jeon ldquoDevelopment of mass concrete with low hydrationheatrdquo Tech Rep A04-03-12-10-09 Sampyo Incorporated SeoulRepublic of Korea 2010

[20] NT Build 492 ldquoNordetest methodmdashconcrete mortar andcement-based repair materials chloride migration coefficientfrom non-steady-state migration experimentsrdquo Nordic Councilof Ministers Scandinavia 1999

[21] KH Yang ldquoDevelopment of a new approach for CO2reducing-

based concrete mix designrdquo Tech Rep 12CCTI-C063761-01Kyonggi University Suwon Republic of Korea 2013

[22] ACI Committee 209 ldquoPrediction of creep shrinkage andtemperature effects in concrete structuresrdquo American ConcreteInstitute Farmington Hills Mich USA 1994

[23] E Gruyaert M Maes and N de Belie ldquoPerformance ofBFS concrete k-value concept versus equivalent performanceconceptrdquo Construction and Building Materials vol 47 pp 441ndash455 2013

4 The Scientific World Journal

Table 3 Designed properties and main parameters of concrete specimens

Type Designed properties Test parameters119891119888119906(MPa) 119860

119888() 119878

119894(mm) 119877

119865 119877119866

119877SCM 119861 (kgm3) 119882 (kgm3)

Control mix 24

45 plusmn 15 210 plusmn 25

025 015 04 342 184

30 400 165

Very high-volume SCMmix24

30

04030405

070809

310330350370390410

140150

119891119888119906 Designed compressive strength of concrete at age of 28 days 119860119888 air content of fresh concrete 119878119894 initial slump of fresh concrete 119878119886 fine aggregate-to-total aggregate ratio by volume 119877119865 FA level for partial replacement of OPC 119877119866 GGBS level for partial replacement of OPC 119877SCM total SCM level for partialreplacement of OPC 119861 unit binder content and119882 unit water content

Concrete specimens denoted by I-C and II-C indicate thecontrol concrete with a typical 119877SCM value in each group

23 Casting Curing and Testing All concrete specimenswere mixed using a twin forced mixing-type mixer with035m3 capacityThe initial slump (119878

119894) and air content (119860

119888) of

fresh concrete were measured in accordance with the ASTMC143 and C231 provisions respectively [17] All specimenswere cured under water with temperature of 23 plusmn 2∘C untiltesting at a specified age All steel molds were removed afteraging for 36 h

The compressive strength of the concrete was measuredusing cylindrical specimens of 100mm in diameter and200mm high at ages of 3 7 28 56 and 91 days in accordancewithASTMC39 [17]Thedurability properties (freezing-and-thawing chloride ion penetration and sulfate resistances)were examined for the four selected very-high-volume SCMconcrete mixes and two control mixes All specimens used tomeasure the durability were demolded at an age of 1 day Theresistance to the freezing-and-thawing cycle of concrete wasdetermined using 100 times 75 times 400mm prisms in accordancewith procedure A specified in ASTM C666 [17] Prior tothe rapid freezing-and-thawing test the prism specimenswere cured for 14 days and saturated in lime water for 48 hWith the start of tests the relative dynamic modulus ofelasticity was recorded at intervals of 30 cycles of freezing-and-thawing up to amaximumof 300 cyclesThe resistance tochloride penetrationwasmeasured at ages of 28 and 91 days inaccordancewith a nonsteady-statemigration test described inNT Build 492 [20] Concrete cylinders (100mm in diameterand 200mm long) were sawn into disks with 50mm thickAfter vacuum saturation of the cylindrical test specimens in aCa(OH)

2solution (4 gL) an external electrical potential was

applied axially across the specimen forcing the chloride ionsoutside to migrate into the specimen The catholyte solutionwas a 10NaCl solution whereas the anolyte solution was a03NNaOH solutionThe penetration depth measured fromthe visible white silver chloride precipitation at saturationages of 28 and 91 days was then converted into the chloridemigration coefficient according to the procedure specifiedin NT Build 492 The sulfate resistance of the concrete was

evaluated from the variations of compressive strength of thespecimens saturated in a curing tank containing 5 sulfuricacid solution for 28 days

3 Test Results and Discussion

31 Initial Slump and Air Content The ratios of the modifiedpolycarboxylate-based water-reducing agent (119877

119878119875) and air

entraining agent (119877119860) to the total binder by weight used to

achieve the target 119878119894and 119860

119888are given in Table 4 In general

a greater amount of 119877119860

was required for the very-high-volume SCM concrete mixes than for the companion controlmixes regardless of 119882 and 119877SCM values The value of 119877

119860

was between 0028 and 0042 for Group I mixes andbetween 0032 and 0045 for Group II mixes indicatingthat119860

119888of fresh concrete without the air-entraining agent was

commonly lower in Group II mixes than in Group I mixesTo achieve the target compressive strength a greater amountof binder was needed for the Group II mixes than for theGroup I mixes at the same water content This implies thatincreasing 119861 at the same water content is accompanied bya decrease in the number of macrocapillaries and artificialair pores [9] The specially modified polycarboxylate-basedwater-reducing agent was commonly added in the amount of07ndash10 of the binder weight for the concrete mixes testedThe value of 119877

119878119875added to meet the targeted 119878

119894was slightly

higher for the Group II mixes than for the Group I mixesThis is attributed to the fact that119882119861 of the Group II mixeswas lower than that of the Group I mixes On the other handthe value of119877

119878119875tended to be independent of119877SCM indicating

that the GGBS content has little influence on the workabilityof concrete [9]

32 Compressive Strength at 28 Days Most concrete mixeswith 119882 of 140 kgm3 met the targeted 28-day compressivestrength (119891

119888119906) as given in Table 4 However some specimens

with 119882 of 150 kgm3 failed to achieve 119891119888119906 in particular for

the concrete with 119877SCM of 09 and for the Group I concretewith 119882119861 of 484 and the Group II concrete with 119882119861of 405 As expected the measured 28-day compressivestrength (1198911015840

119888) decreased with increasing119882119861 and 119877SCM The

The Scientific World Journal 5

Table4Detailsof

concretemixture

prop

ortio

nsandsummaryof

testresults

Specim

en119882119861(

)119878119886(

)119861(kgm

3 )Unitw

eight(kgm

3 )Testresult

Determinationof

constantsin(3)

119882119862

FAGGBS119878

119866119877119860(

)119877119878119875(

)119860119888(

)119878119894(m

m)

1198911015840 119888(M

Pa)atd

ifferentages(days)

37

2856

911198601

1198611

1198772

I-C

538

48

342

184

205

8651

816

888

0025

050

40

205

86

176

298

372

385

759

068

099

I-140-310-07

451

310

140

93124

93877

953

0032

085

42

210

74153

281

3840

982

059

099

I-140-310-08

451

310

140

62124

124

875

952

0032

085

38

205

59

147

28345

391023

061

099

I-140-310-09

451

310

140

31124

155

875

951

0032

075

37

200

54

13256

309

342

1009

064

099

I-140-330-07

424

330

140

99132

99867

943

0032

085

48

205

79178

325

404

455

955

062

099

I-140-330-08

424

330

140

66132

132

866

942

0032

080

51

215

62

159

308

362

421

987

063

099

I-140-330-09

424

330

140

33132

165

865

940

0036

080

44

205

56

11223

275

284

1026

066

099

I-140-350-07

40350

140

105

140

105

858

933

0032

085

42

220

86

194

346

413

482

907

064

099

I-140-350-08

40350

140

70140

140

856

931

0032

075

52

210

63

17313

376

424

946

064

099

I-140-350-09

40350

140

35140

175

855

930

0036

080

38

215

5125

242

301

336

1003

065

099

I-150-310-07

483

310

150

93124

93864

940

004

2070

46

215

74133

255

301

353

947

064

099

I-150-310-08

483

310

150

62124

124

863

938

004

2070

45

215

48

117

228

291

318

1041

06

099

I-150-310-09

483

310

150

31124

155

862

937

004

2070

42

200

39

93187

232

261

108

06

099

I-150-330-07

454

330

150

99132

99855

929

004

2075

50

210

77174

302

383

42884

063

099

I-150-330-08

454

330

150

66132

132

853

928

0038

070

41

205

56

135

269

325

368

1031

062

099

I-150-330-09

454

330

150

33132

165

852

927

004

2070

46

215

51

98199

255

271

1007

061

099

I-150-350-07

428

350

150

105

140

105

845

919

0030

070

50

215

77161

301

374

419

947

062

099

I-150-350-08

428

350

150

70140

140

844

918

0028

065

37

210

61

156

278

374

406

102

062

099

I-150-350-09

428

350

150

35140

175

843

916

004

2065

45

215

57

121

214

27293

883

064

099

II-C

412

46

400

165

240

100

60814

886

0035

080

37

210

117

225

368

44457

632

072

099

II-140

-370-07

378

370

140

111

148

111

812

958

0032

085

36

220

113

20343

414

467

775

067

099

II-140

-370-08

378

370

140

74148

148

812

956

0032

080

47

230

95178

319

396

415

813

067

099

II-140

-370-09

378

370

140

37148

185

810

955

0036

070

47

225

7514

253

287

324

793

069

099

II-140

-390-07

358

390

140

117156

117804

947

0032

085

46

230

125

214

3743

489

741

07

099

II-140

-390-08

358

390

140

78156

156

802

945

0032

075

45

220

106

199

354

415

483

836

067

099

II-140

-390-09

358

390

140

39156

195

801

944

0036

070

37

210

85

162

285

334

345

736

069

099

II-140

-410-07

342

410

140

1223

1644

1233

794

936

0034

080

33

210

147

264

421

483

542

695

07

099

II-140

-410-08

342

410

140

812

1644

1644

794

935

0036

080

49

235

108

213

348

406

4571

071

099

II-140

-410-09

342

410

140

401

1644

2055

792

933

0035

070

40

225

92186

303

361

387

71072

099

II-150-370-07

405

370

150

111

148

111

800

943

004

2070

54

215

85

16289

363

378

829

066

099

II-150-370-08

405

370

150

74148

148

800

942

004

0065

55

220

69

149

265

334

379

939

067

099

II-150-370-09

405

370

150

37148

185

798

940

004

010

030

220

55

12215

268

292

897

067

099

II-150-390-07

384

390

150

117156

117792

933

0045

100

49

230

9819

324

398

428

778

065

099

II-150-390-08

384

390

150

78156

156

790

931

004

5090

44

220

89

169

308

366

41849

067

099

II-150-390-09

384

390

150

39156

195

788

930

004

5090

35

210

6129

246

281

324

924

067

099

II-150-410-07

365

410

150

123

164

123

782

922

0045

090

44

215

115

209

339

433

481

764

066

098

II-150-410-08

365

410

150

82164

164

780

920

004

5090

37

220

10192

331

398

442

792

066

099

II-150-410-09

365

410

150

41164

205

780

919

004

5090

33

220

69

141

252

317

337

862

068

098

6 The Scientific World Journal

05

06

07

08

09

1

11

12

13

14

07 075 08 085 09SCM level as a partial replacement of OPC RSCM

B = 310kgm3

B = 330kgm3

B = 350kgm3

B = 310kgm3

B = 330kgm3

B = 350kgm3

W = 140kgm3

W = 150kgm3

f998400 c(f998400 c) c

ontr

ol

(a) Group I

05

06

07

08

09

1

11

12

13

14

07 075 08 085 09SCM level as a partial replacement of OPC RSCM

B = 310kgm3

B = 330kgm3

B = 350kgm3

B = 310kgm3

B = 330kgm3

B = 350kgm3

W = 140kgm3

W = 150kgm3

f998400 c(f998400 c) c

ontr

ol(b) Group II

Figure 2 Relative 28-day strength of very-high-volume concrete as compared to control concrete

ratio of 1198911015840119888of the very-high-volume SCM concretes relative

to that of the control concrete is shown in Figure 2 Therelative 28-day strength commonly decreasedwith increasing119877SCM indicating that the rate of the decrease was greater forGroup II mixes than that for Group I mixes All concretemixes with 119877SCM more than 08 developed lower 1198911015840

119888than the

control concrete Furthermore 1198911015840119888of the concrete with119882 of

150 kgm3 was commonly lower by approximately 10 thanthat of the control concrete with 119882 of 140 kgm3 even atthe same119882119861 indicating that 1198911015840

119888of very-high-volume SCM

concrete is somewhat affected by119882 Overall to obtain a valueof 1198911015840119888equivalent to that of a conventional concrete with a

typical 119877SCM very-high-volume SCM concrete should have119882119861 lt 40 and 119877SCM = 07

In general 1198911015840119888is taken to be inversely proportional to

119882119861 and 119860119888[9] Considering this fact Yang [21] proposed

an empirical model to predict the value of 1198911015840119888of concrete

with various SCMs based on a nonlinear multiple regression(NLMR) analysis using an extensive amount of test datacollected from the available literature In the database forthe regression analysis the primarily ranges of the mainparameters are as follows 119882119861 = 025ndash06 119877

119865= 01ndash04

and 119877119866= 02ndash04 The number of ternary-type-binders using

OPC FA and GGBS in the database is small and 119877SCM ismostly within 05 Overall the following equation proposedby Yang is thought to be suitable for concrete with a typical119877SCM not exceeding 05

1198911015840

119888

1198910

= 112[119882119861 (1 + 1198772

119865+ 1198773

119866minus 1198772

119878) (119860119888)01]minus106

(1)

where 1198910(=10MPa) is the reference value for the 28-day

compressive strength of concrete and 119877119878is the silica fume

level as a partial replacement for OPC

Table 4 clearly shows that 1198911015840119888of high-volume SCM con-

crete is somewhat sensitive to119882 though sensitivity dependson the type and level of SCMs Furthermore to obtainthe same 1198911015840

119888of OPC concrete or concrete with a typical

SCM level a lower 119882119861 is required for high-volume SCMconcrete as compared to OPC concrete or typical SCMconcrete Considering these experimental observations (1)was modified using the current test data to predict the 1198911015840

119888of

high-volume SCM concrete (see Figure 3) Consider

1198911015840

119888

1198910

= 385 [(119882119861)025

times(1 + 11987725

119865+ 119877175

119866+ (119882119882

0)025) (119860119888)001

]

minus42

(2)

where 1198820(=100 kgm3) is the reference value for the unit

water contentComparisons of the measured 28-day compressive

strength and predictions obtained from the Yangrsquos model(1) and the current model (2) are plotted in Figure 4 Thecurrent model gives lower values of1198911015840

119888than the Yangrsquos model

The mean and standard deviation of the ratios betweenthe experimental results and the predicted results are 089and 0103 respectively for the Yangrsquos model and 099 and0062 for the current model This indicates that the Yangrsquosmodel based on concrete mixes with typical SCM levels islikely to overestimate the 28-day compressive strength ofhigh-volume SCM concrete

33 Compressive Strength Development The typical com-pressive strength development rate of high-volume SCM

The Scientific World Journal 7

0

05

1

15

2

25

3

35

4

45

165 170 175 180 185 190 195 200 205

Best fit curvef

998400 cf

0

y = 385(x)minus42

R2 = 09

(WB)025[1 + R25F + R175

G + (WW0)025](A)001

Figure 3 Regression analysis for 1198911015840119888of high-volume SCM concrete

10

15

20

25

30

35

40

45

10 15 20 25 30 35 40 45

Pred

ictio

ns (M

Pa)

Measured 28-day compressive strength (MPa)

Yangs model (1)This study (2)

Figure 4 Comparisons of predicted andmeasured 28-day compres-sive strength

concrete is shown in Figure 5 On the same figure predictionsdetermined from the ACI 209 equation [22] are plotted forcomparison It was difficult to determine the effect of 119882on the strength development rate As 119877SCM increased thestrength gain ratio at an early age relative to the 28-daystrength tended to decrease whereas that at a long-termage increased up to 119877SCM of 08 beyond which it decreasedsomewhat A slightly higher ratio at an early age and a slightlylower ratio at a long-term age were observed for Group IImixes as compared to Group I mixes indicating that thestrength development rate is affected by119882119861 Relative to the28-day strength of high-volume SCM concrete the strengthgain ratio at an age of 3 days ranged between 02 and 028for Group I mixes and between 027 and 033 for Group IImixes whereas that at age of 91 days ranged between 133and 146 for Group I mixes and between 127 and 143 forGroup II mixes As compared with the predictions fromthe ACI equation those values are lower by approximately27ndash50 at 3 days and higher by approximately 14ndash31 at

91 days This indicates that by the ACI 209 equation thecompressive strength of very-high-volume SCM concreteis likely to be slightly overestimated at an early age orconversely underestimated at a long-term age Althoughthe specially modified polycarboxylate-based water-reducingagent was added to enhance the early strength of very high-volume SCM concrete a strength gain lower than that foundusing the ACI 209 equation was measured at the ages of3 and 7 days However it can be estimated that these lowgains at an early age are not detrimental because the earlystrength gain of concrete with typical 119877SCM is frequentlyfound to be 10ndash40 lower than that of OPC concrete or thevalues predicted using the ACI 209 equation [7 9] Hencethe specially modified polycarboxylate-based water-reducingagent is expected to contribute to the early strength gain ofvery-high-volume SCM concrete

The ACI 209 provision [22] empirically recommends thefollowing parabolic strength development equation based ontest results of OPC concrete

1198911015840

119888(119905) =

119905

1198601+ 11986111199051198911015840

119888 (3)

where 1198911015840119888(119905) is the compressive strength according to age 119905

(in days) The strength development rate at early and long-term ages is determined by the variation of the constants 119860

1

and 1198611 In general a lower value of 119860

1leads to a higher

compressive strength gain at an early age For OPC concretecured by air drying it is recommended that the values of 119860

1

and 1198611are 40 and 085 respectively However these values

need to be modified for very-high-volume SCM concrete inorder to minimize the error observed in Figure 5 To fit thestrength development characteristics of high-volume SCMconcrete the values of both constants were determined usingtest data (see Table 4) All specimens had a high correlationcoefficient (1198772) of more than 093 as listed in Table 4 Withthe increase of the119882119861 119877

119866 and 119877

119865 the constant 119860

1tends

to increase whereas 1198611decreases The determined values

of the constants appear to be more significantly affected by119877119866than by 119877

119865 whereas they are independent of 119882 Based

on regression analysis using these influencing parametersthe two constants 119860

1and 119861

1in (3) were proposed by the

following linear equations (Figure 6)

1198601= 1744(119882119861)

03(1 + 119877

01

119866+ 119877119865) minus 2182 (4)

1198611= minus0461(119882119861)

03(1 + 119877

01

119866+ 119877119865) + 1464 (5)

Comparisons of themeasured and predicted compressivestrengths at various ages are shown in Figure 7 Note that1198911015840

119888in (3) is determined using (2) The mean (120574

119898) standard

deviation (120574119904) and coefficient of variation (120574V) of the ratios

between the experimental and predicted results are also givenin the same figure Compressive strengths at different agespredicted using (2)ndash(5) are mostly within plusmn125 of the mea-sured values giving values of 120574

119898and 120574

119904that range between

0952 and 1059 and between 0061 and 0097 respectivelyThevalues of 120574

119898and 120574119904for all tested ages were calculated to be 10

and 0082 respectivelyThe proposed equations describe wellthe compressive strength development of very high-volumeSCM concrete according to age

8 The Scientific World Journal

0

02

04

06

08

1

12

14

16

0 10 20 30 40 50 60 70 80 90 100Age (days)

I-CI-140-330-07I-140-330-08

I-140-330-09ACI 209 equation

f998400 c(t)f998400 c

(a) Group I

0

02

04

06

08

1

12

14

16

0 10 20 30 40 50 60 70 80 90 100Age (days)

II-CII-140-390-07II-140-390-08

II-140-390-09ACI 209 equation

f998400 c(t)f998400 c

(b) Group II

Figure 5 Typical compressive strength development rate of high-volume SCM concrete

0

2

4

6

8

10

12

155 16 165 17 175 18 185 19

Best fit liney = 1744(x) minus 2182

R2 = 083

A1

(WB)03[1 + (RG)01 + (RF)]

(a) Value of 1198601

0

01

02

03

04

05

06

07

08

155 16 165 17 175 18 185 19

Best fit curve

B1

y = minus0461(x) + 1464

R2 = 070

(WB)03[1 + (RG)01 + (RF)]

(b) Value of 1198611

Figure 6 Regression analysis for constants 1198601and 119861

1in (3)

34 Durability The relative dynamic modulus of elasticity(119864119889) recorded every 30 cycles of freezing-and-thawing is

shown in Figure 8 The control mixes maintained valuesof 119864119889above 98 throughout the 300 freezing-and-thawing

cycles The high-volume concrete with 119877SCM of 08 showedthe same behavior as the control mixes For the very-high-volume concrete with 119877SCM of 09 the value of 119864

119889remained

at 98 until the 210th freezing-and-thawing cycle beyondwhich it gradually decreased to 90 until the end of the tests(300 cycles) This indicates that the freezing-and-thawingresistance of the selected high-volume SCM concretemixes iscomparable to that of the controlmixes with the typical119877SCM

Figure 9 presents the nonsteady-state chloride migrationcoefficients (119863nssm) of concrete specimens at ages of 28

and 91 days which were calculated from the measuredchloride penetration depth in accordancewith the procedurespecified inNTBuild 492 [20] As expected the concrete witha designed strength of 30MPa (Group II) had lower valuesof 119863nssm than that with designed strength of 24MPa (GroupI) Furthermore the value of 119863nssm tended to decrease withincreasing age The ratios of 119863nssm values between ages of 91and 28 days were calculated to be 081 and 061 for the I-C andII-C control specimens respectively and 044 and 033 for theI-140-330-08 and II-140-390-08 specimens indicating thatthe decrease of 119863nssm with age is higher in the very-high-volume SCM concrete than in the control concrete At an ageof 28 days a slightly higher119863nssm was calculated for the very-high-volume SCM concrete than for the control concrete

The Scientific World Journal 9

0

10

20

30

40

50

60

0 10 20 30 40 50 60

Pred

icte

d co

mpr

essiv

e stre

ngth

(MPa

)

Measured compressive strength (MPa)

+125

minus125

3days7days28days

56days91days

Statisticalvalues120574m

120574s120574

Age (days)3

0952

0097

0102

7

1059

0078

0074

28

1002

0063

0062

56

0993

0061

0062

91

1014

0071

0071

Figure 7 Comparison of predicted and measured strengths atdifferent ages

80

85

90

95

100

105

0 30 60 90 120 150 180 210 240 270 300

Relat

ive d

ynam

ic m

odul

us o

f ela

stici

ty (

)

Cycle of repeated freezing-and-thawing

I-CI-140-330-08I-140-350-09

II-CII-140-390-08II-140-410-09

Figure 8 Freezing-and-thawing resistance of concrete tested

regardless of concrete compressive strength However at anage of 91 days119863nssm tended to decrease with increasing 119877SCMup to 08 beyond which it started to increase

The variation of compressive strength of concrete mea-sured from specimens saturated in 5 sulfuric acid solutionfor 28 days is shown in Figure 10(a) The appearance of thosespecimens is presented in Figure 10(b) The deteriorationratio of 1198911015840

119888owing to the saturation in sulfuric acid solution

was between 30 and 32 for the control concrete whereas itdecreased to 8ndash20 for the very-high-volume SCM concretein other words the ratio of 1198911015840

119888after saturation in a sulfuric

acid solution for 28 days relative to the concrete cured atroom temperature wasmeasured to be 69 81 and 92 forspecimens I-C I-140-330-08 and I-140-350-09 respectivelyThis indicates that the deterioration of 1198911015840

119888owing to sulfate

028 91

Measured age (days)

I-CI-140-330-08I-140-350-09

II-CII-140-390-08II-140-410-09

2E minus 12

4E minus 12

6E minus 12

8E minus 12

1E minus 11

12E minus 11

14E minus 11

16E minus 11

18E minus 11

Chlo

ride m

igra

tion

coeffi

cien

t (m

2s

)

Figure 9 Chloride migration coefficient of concrete measured at 28and 91 days

attack decreased with increasing 119877SCM This trend was sim-ilarly observed in terms of the damage to the specimens thatis the presence of damaged chips and flaws decreased withincreasing 119877SCM Hence it can be proposed that the very-high-volume SCM concrete has superior sulfate resistance ascompared to conventional concrete

The beneficial effect of SCMs on the durability of concretecan be explained by improvement in both the impermeabilityand diffusion taking place in water-filled pores or by capillarysuction Gruyaert et al [23] showed that the value of 119863nssmin concrete mixes with 119877

119866varying from 0 to 085 recorded

at an age of 91 days decreases with increasing 119877119866 However

the addition of SCM exceeding a certain limit would result indecreased impermeability as demonstrated in freezing-and-thawing and chloride resistances Hence 119877SCM needs to berestricted to less than 08ndash085 in order to maintain a positiveinfluence on the durability of concrete

4 Conclusions

The present investigation needs to be further extended toexamine the carbonation resistance and inelastic deformationof very-high-volume SCM concrete in order to improve thecompressive strength From the experimental observationson the compressive strength and durability in the currentstudy the following conclusions may be drawn

(1) The compressive strength of the concrete with 119882of 150 kgm3 was commonly lower than that of thecompanion concrete with119882 of 140 kgm3 by approx-imately 10 even at the same119882119861 showing that 1198911015840

119888

of high-volume SCM concrete is somewhat sensitiveto119882

(2) To achieve a value of 1198911015840119888equivalent to that of conven-

tional concrete with typical 119877SCM119882119861 and 119877SCM invery-high-volume SCMconcrete need to be restrictedto less than 40 and to 07 respectively

10 The Scientific World Journal

05

10152025303540

Com

pres

sive s

treng

th (M

Pa)

Specimens

Cured at room temperatureCured under 5 sulfuric acid solution

6981

9268

80

81

II-C

II-1

40-3

90-0

8

II-1

40-4

10-0

9I-C

I-14

0-33

0-0

8

I-14

0-35

0-0

9

(a) 28-day compressive strength

(b) Appearance

Figure 10 Variation of strength and appearance of concrete aftersaturation in sulfuric acid solution

(3) As 119877SCM increased the strength gain ratio at anearly age relative to the 28-day strength tended todecrease whereas that at a long-term age increaseduntil reaching 119877SCM of 08 beyond which it decreasedsomewhat

(4) Unlike the ACI 209 equation which overestimatesthe early strength of high-volume SCM concreteand underestimates the strength at a long-term agethe proposed equations describe well the compres-sive strength development of very-high-volume SCMconcrete the mean and standard deviations of theratios between the experimental and predicted resultswere 10 and 0082 respectively

(5) In general the freezing-and-thawing chloride andsulfate resistances of the high-volume SCM concretemixes were comparable to those of the control mixeswith the typical 119877SCM However the beneficial effectof SCMs on the freezing-and-thawing and chlorideresistances of concrete decreased at 119877SCM of 09

Notations

119860119888 Initial air content of fresh concrete119861 Unit binder content

119863nssm Nonsteady state chloride migrationcoefficient

119864119889 Relative dynamic modulus of

elasticity119866 Unit coarse aggregate content1198911015840

119888 Measured concrete compressive

strength at an age of 28 days1198910 Reference concrete compressive

strength (=10MPa)1198911015840

119888(119905) Concrete compressive strength at age119905 (in days)

119891119888119906 Designed 28-day compressive

strength of concrete119877119860 Ratio of air entraining agent to

binder by weight119877119865 Ratio of fly ash to binder by weight119877119866 Ratio of granulated ground

blast-furnace slag (GGBS) to binderby weight

119877119878 Ratio of silica fume (SF) to binder by

weight119877SCM Ratio of supplementary cementitious

materials (SCMs) to binder by weight119877119878119875 Ratio of the modified

polycarboxylate-basedwater-reducing agent to binder byweight

119878 Unit fine aggregate content119878119886 Fine aggregate-to-total aggregate

ratio by volume119878119894 Initial slump of fresh concrete119882 Unit water content1198820 Reference value for the unit water

content (=100 kgm3)119882119861 Water-to-binder ratio120574119898 Mean of the ratios (120574

119888119904) between

experiments and predictedcompressive strengths

120574119904 Standard deviation of 120574

119888119904

120574V Coefficient of variation of 120574119888119904

Conflict of Interests

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

Acknowledgment

Thisworkwas supported by theNuclear PowerCore Technol-ogy Development Program of the Korea Institute of EnergyTechnology Evaluation and Planning (KETEP) with a Grantfrom the Ministry of Trade Industry amp Energy Republic ofKorea (no 20131520100750)

References

[1] D Khale and R Chaudhary ldquoMechanism of geopolymerizationand factors influencing its development a reviewrdquo Journal ofMaterials Science vol 42 no 3 pp 729ndash746 2007

The Scientific World Journal 11

[2] V M Malhotra and P K Mehta Pozzolanic and CementitiousMaterials Gordon and Breach 1996

[3] E Gartner ldquoIndustrially interesting approaches to ldquolow-CO2rdquo

cementsrdquo Cement and Concrete Research vol 34 no 9 pp1489ndash1498 2004

[4] K H Yang Y B Jung M S Cho and S H Tae ldquoEffect ofsupplementary cementitious materials on reduction of CO

2

emissions from concreterdquo Journal of Cleaner Production 2014[5] S W M Supit F U A Shaikh and P R Sarker ldquoEffect of

ultrafine fly ash onmechanical properties of high volume fly ashmortarrdquo Construction and Building Materials vol 51 pp 278ndash286 2014

[6] Y Y Chen B L A Tuan and C L Hwang ldquoEffect of pasteamount on the properties of self-consolidating concrete con-taining fly ash and slagrdquo Construction and Building Materialsvol 47 pp 340ndash346 2013

[7] R Siddique ldquoPerformance characteristics of high-volume ClassF fly ash concreterdquo Cement and Concrete Research vol 34 no3 pp 487ndash493 2004

[8] K Mala A K Mullick K K Jain and P K Singh ldquoEffect ofrelative levels of mineral admixtures on strength of concretewith ternary cement blendrdquo International Journal of ConcreteStructures and Materials vol 7 no 3 pp 239ndash249 2013

[9] AMNevilleProperties of Concrete AddisonWesley LongmanNew York NY USA 1995

[10] V M Malhotra and P K Mehta High-Performance High-Volume Fly Ash Concrete Supplementary Cementing Materialsfor Sustainable Development Incorporated Ottawa Canada2002

[11] A A Ramezanianpour andVMMalhotra ldquoEffect of curing onthe compressive strength resistance to chloride-ion penetrationand porosity of concretes incorporating slag fly ash or silicafumerdquo Cement and Concrete Composites vol 17 no 2 pp 125ndash133 1995

[12] P K Mukherjee M T Loughborough and V M MalhotraldquoDevelopment of high strength concrete incorporating a largepercentage of fly ash and superplasticizersrdquo Cement and Con-crete Aggregates vol 4 no 2 pp 81ndash86 1982

[13] E Mahmoud A Ibrahim H El-Chabib and V C PatibandlaldquoSelf-consolidating concrete incorporating high volume of flyash slag and recycled alphalt pavementrdquo International Journalof Concrete Structures and Materials vol 7 no 2 pp 155ndash1632013

[14] C H Huang S K Lin C S Chang and H J Chen ldquoMixproportions and mechanical properties of concrete containingvery high-volume of Class F fly ashrdquo Construction and BuildingMaterials vol 46 pp 71ndash78 2013

[15] T Lee and L SWu ldquoEffects of the LOI of fly ash on the concretepropertiesrdquo in Proceedings of the Conference on the Applicationof Fly Ash Concrete in Taiwan Department of Civil Engineeringof National Central University Taoyuan Taiwan 1992

[16] H Yazıcı ldquoThe effect of silica fume and high-volume Class C flyash on mechanical properties chloride penetration and freeze-thaw resistance of self-compacting concreterdquo Construction andBuilding Materials vol 22 no 4 pp 456ndash462 2008

[17] ASTM C618 C989 C143 C231 C39 C666 Annual Book ofASTM Standards V 402 ASTM International West Con-shohocken Pa USA 2012

[18] J H Yoon Portland Cement Paste and Concrete Sejin Incorpo-rated Seoul Republic of Korea 1996

[19] Y S Jeon ldquoDevelopment of mass concrete with low hydrationheatrdquo Tech Rep A04-03-12-10-09 Sampyo Incorporated SeoulRepublic of Korea 2010

[20] NT Build 492 ldquoNordetest methodmdashconcrete mortar andcement-based repair materials chloride migration coefficientfrom non-steady-state migration experimentsrdquo Nordic Councilof Ministers Scandinavia 1999

[21] KH Yang ldquoDevelopment of a new approach for CO2reducing-

based concrete mix designrdquo Tech Rep 12CCTI-C063761-01Kyonggi University Suwon Republic of Korea 2013

[22] ACI Committee 209 ldquoPrediction of creep shrinkage andtemperature effects in concrete structuresrdquo American ConcreteInstitute Farmington Hills Mich USA 1994

[23] E Gruyaert M Maes and N de Belie ldquoPerformance ofBFS concrete k-value concept versus equivalent performanceconceptrdquo Construction and Building Materials vol 47 pp 441ndash455 2013

The Scientific World Journal 5

Table4Detailsof

concretemixture

prop

ortio

nsandsummaryof

testresults

Specim

en119882119861(

)119878119886(

)119861(kgm

3 )Unitw

eight(kgm

3 )Testresult

Determinationof

constantsin(3)

119882119862

FAGGBS119878

119866119877119860(

)119877119878119875(

)119860119888(

)119878119894(m

m)

1198911015840 119888(M

Pa)atd

ifferentages(days)

37

2856

911198601

1198611

1198772

I-C

538

48

342

184

205

8651

816

888

0025

050

40

205

86

176

298

372

385

759

068

099

I-140-310-07

451

310

140

93124

93877

953

0032

085

42

210

74153

281

3840

982

059

099

I-140-310-08

451

310

140

62124

124

875

952

0032

085

38

205

59

147

28345

391023

061

099

I-140-310-09

451

310

140

31124

155

875

951

0032

075

37

200

54

13256

309

342

1009

064

099

I-140-330-07

424

330

140

99132

99867

943

0032

085

48

205

79178

325

404

455

955

062

099

I-140-330-08

424

330

140

66132

132

866

942

0032

080

51

215

62

159

308

362

421

987

063

099

I-140-330-09

424

330

140

33132

165

865

940

0036

080

44

205

56

11223

275

284

1026

066

099

I-140-350-07

40350

140

105

140

105

858

933

0032

085

42

220

86

194

346

413

482

907

064

099

I-140-350-08

40350

140

70140

140

856

931

0032

075

52

210

63

17313

376

424

946

064

099

I-140-350-09

40350

140

35140

175

855

930

0036

080

38

215

5125

242

301

336

1003

065

099

I-150-310-07

483

310

150

93124

93864

940

004

2070

46

215

74133

255

301

353

947

064

099

I-150-310-08

483

310

150

62124

124

863

938

004

2070

45

215

48

117

228

291

318

1041

06

099

I-150-310-09

483

310

150

31124

155

862

937

004

2070

42

200

39

93187

232

261

108

06

099

I-150-330-07

454

330

150

99132

99855

929

004

2075

50

210

77174

302

383

42884

063

099

I-150-330-08

454

330

150

66132

132

853

928

0038

070

41

205

56

135

269

325

368

1031

062

099

I-150-330-09

454

330

150

33132

165

852

927

004

2070

46

215

51

98199

255

271

1007

061

099

I-150-350-07

428

350

150

105

140

105

845

919

0030

070

50

215

77161

301

374

419

947

062

099

I-150-350-08

428

350

150

70140

140

844

918

0028

065

37

210

61

156

278

374

406

102

062

099

I-150-350-09

428

350

150

35140

175

843

916

004

2065

45

215

57

121

214

27293

883

064

099

II-C

412

46

400

165

240

100

60814

886

0035

080

37

210

117

225

368

44457

632

072

099

II-140

-370-07

378

370

140

111

148

111

812

958

0032

085

36

220

113

20343

414

467

775

067

099

II-140

-370-08

378

370

140

74148

148

812

956

0032

080

47

230

95178

319

396

415

813

067

099

II-140

-370-09

378

370

140

37148

185

810

955

0036

070

47

225

7514

253

287

324

793

069

099

II-140

-390-07

358

390

140

117156

117804

947

0032

085

46

230

125

214

3743

489

741

07

099

II-140

-390-08

358

390

140

78156

156

802

945

0032

075

45

220

106

199

354

415

483

836

067

099

II-140

-390-09

358

390

140

39156

195

801

944

0036

070

37

210

85

162

285

334

345

736

069

099

II-140

-410-07

342

410

140

1223

1644

1233

794

936

0034

080

33

210

147

264

421

483

542

695

07

099

II-140

-410-08

342

410

140

812

1644

1644

794

935

0036

080

49

235

108

213

348

406

4571

071

099

II-140

-410-09

342

410

140

401

1644

2055

792

933

0035

070

40

225

92186

303

361

387

71072

099

II-150-370-07

405

370

150

111

148

111

800

943

004

2070

54

215

85

16289

363

378

829

066

099

II-150-370-08

405

370

150

74148

148

800

942

004

0065

55

220

69

149

265

334

379

939

067

099

II-150-370-09

405

370

150

37148

185

798

940

004

010

030

220

55

12215

268

292

897

067

099

II-150-390-07

384

390

150

117156

117792

933

0045

100

49

230

9819

324

398

428

778

065

099

II-150-390-08

384

390

150

78156

156

790

931

004

5090

44

220

89

169

308

366

41849

067

099

II-150-390-09

384

390

150

39156

195

788

930

004

5090

35

210

6129

246

281

324

924

067

099

II-150-410-07

365

410

150

123

164

123

782

922

0045

090

44

215

115

209

339

433

481

764

066

098

II-150-410-08

365

410

150

82164

164

780

920

004

5090

37

220

10192

331

398

442

792

066

099

II-150-410-09

365

410

150

41164

205

780

919

004

5090

33

220

69

141

252

317

337

862

068

098

6 The Scientific World Journal

05

06

07

08

09

1

11

12

13

14

07 075 08 085 09SCM level as a partial replacement of OPC RSCM

B = 310kgm3

B = 330kgm3

B = 350kgm3

B = 310kgm3

B = 330kgm3

B = 350kgm3

W = 140kgm3

W = 150kgm3

f998400 c(f998400 c) c

ontr

ol

(a) Group I

05

06

07

08

09

1

11

12

13

14

07 075 08 085 09SCM level as a partial replacement of OPC RSCM

B = 310kgm3

B = 330kgm3

B = 350kgm3

B = 310kgm3

B = 330kgm3

B = 350kgm3

W = 140kgm3

W = 150kgm3

f998400 c(f998400 c) c

ontr

ol(b) Group II

Figure 2 Relative 28-day strength of very-high-volume concrete as compared to control concrete

ratio of 1198911015840119888of the very-high-volume SCM concretes relative

to that of the control concrete is shown in Figure 2 Therelative 28-day strength commonly decreasedwith increasing119877SCM indicating that the rate of the decrease was greater forGroup II mixes than that for Group I mixes All concretemixes with 119877SCM more than 08 developed lower 1198911015840

119888than the

control concrete Furthermore 1198911015840119888of the concrete with119882 of

150 kgm3 was commonly lower by approximately 10 thanthat of the control concrete with 119882 of 140 kgm3 even atthe same119882119861 indicating that 1198911015840

119888of very-high-volume SCM

concrete is somewhat affected by119882 Overall to obtain a valueof 1198911015840119888equivalent to that of a conventional concrete with a

typical 119877SCM very-high-volume SCM concrete should have119882119861 lt 40 and 119877SCM = 07

In general 1198911015840119888is taken to be inversely proportional to

119882119861 and 119860119888[9] Considering this fact Yang [21] proposed

an empirical model to predict the value of 1198911015840119888of concrete

with various SCMs based on a nonlinear multiple regression(NLMR) analysis using an extensive amount of test datacollected from the available literature In the database forthe regression analysis the primarily ranges of the mainparameters are as follows 119882119861 = 025ndash06 119877

119865= 01ndash04

and 119877119866= 02ndash04 The number of ternary-type-binders using

OPC FA and GGBS in the database is small and 119877SCM ismostly within 05 Overall the following equation proposedby Yang is thought to be suitable for concrete with a typical119877SCM not exceeding 05

1198911015840

119888

1198910

= 112[119882119861 (1 + 1198772

119865+ 1198773

119866minus 1198772

119878) (119860119888)01]minus106

(1)

where 1198910(=10MPa) is the reference value for the 28-day

compressive strength of concrete and 119877119878is the silica fume

level as a partial replacement for OPC

Table 4 clearly shows that 1198911015840119888of high-volume SCM con-

crete is somewhat sensitive to119882 though sensitivity dependson the type and level of SCMs Furthermore to obtainthe same 1198911015840

119888of OPC concrete or concrete with a typical

SCM level a lower 119882119861 is required for high-volume SCMconcrete as compared to OPC concrete or typical SCMconcrete Considering these experimental observations (1)was modified using the current test data to predict the 1198911015840

119888of

high-volume SCM concrete (see Figure 3) Consider

1198911015840

119888

1198910

= 385 [(119882119861)025

times(1 + 11987725

119865+ 119877175

119866+ (119882119882

0)025) (119860119888)001

]

minus42

(2)

where 1198820(=100 kgm3) is the reference value for the unit

water contentComparisons of the measured 28-day compressive

strength and predictions obtained from the Yangrsquos model(1) and the current model (2) are plotted in Figure 4 Thecurrent model gives lower values of1198911015840

119888than the Yangrsquos model

The mean and standard deviation of the ratios betweenthe experimental results and the predicted results are 089and 0103 respectively for the Yangrsquos model and 099 and0062 for the current model This indicates that the Yangrsquosmodel based on concrete mixes with typical SCM levels islikely to overestimate the 28-day compressive strength ofhigh-volume SCM concrete

33 Compressive Strength Development The typical com-pressive strength development rate of high-volume SCM

The Scientific World Journal 7

0

05

1

15

2

25

3

35

4

45

165 170 175 180 185 190 195 200 205

Best fit curvef

998400 cf

0

y = 385(x)minus42

R2 = 09

(WB)025[1 + R25F + R175

G + (WW0)025](A)001

Figure 3 Regression analysis for 1198911015840119888of high-volume SCM concrete

10

15

20

25

30

35

40

45

10 15 20 25 30 35 40 45

Pred

ictio

ns (M

Pa)

Measured 28-day compressive strength (MPa)

Yangs model (1)This study (2)

Figure 4 Comparisons of predicted andmeasured 28-day compres-sive strength

concrete is shown in Figure 5 On the same figure predictionsdetermined from the ACI 209 equation [22] are plotted forcomparison It was difficult to determine the effect of 119882on the strength development rate As 119877SCM increased thestrength gain ratio at an early age relative to the 28-daystrength tended to decrease whereas that at a long-termage increased up to 119877SCM of 08 beyond which it decreasedsomewhat A slightly higher ratio at an early age and a slightlylower ratio at a long-term age were observed for Group IImixes as compared to Group I mixes indicating that thestrength development rate is affected by119882119861 Relative to the28-day strength of high-volume SCM concrete the strengthgain ratio at an age of 3 days ranged between 02 and 028for Group I mixes and between 027 and 033 for Group IImixes whereas that at age of 91 days ranged between 133and 146 for Group I mixes and between 127 and 143 forGroup II mixes As compared with the predictions fromthe ACI equation those values are lower by approximately27ndash50 at 3 days and higher by approximately 14ndash31 at

91 days This indicates that by the ACI 209 equation thecompressive strength of very-high-volume SCM concreteis likely to be slightly overestimated at an early age orconversely underestimated at a long-term age Althoughthe specially modified polycarboxylate-based water-reducingagent was added to enhance the early strength of very high-volume SCM concrete a strength gain lower than that foundusing the ACI 209 equation was measured at the ages of3 and 7 days However it can be estimated that these lowgains at an early age are not detrimental because the earlystrength gain of concrete with typical 119877SCM is frequentlyfound to be 10ndash40 lower than that of OPC concrete or thevalues predicted using the ACI 209 equation [7 9] Hencethe specially modified polycarboxylate-based water-reducingagent is expected to contribute to the early strength gain ofvery-high-volume SCM concrete

The ACI 209 provision [22] empirically recommends thefollowing parabolic strength development equation based ontest results of OPC concrete

1198911015840

119888(119905) =

119905

1198601+ 11986111199051198911015840

119888 (3)

where 1198911015840119888(119905) is the compressive strength according to age 119905

(in days) The strength development rate at early and long-term ages is determined by the variation of the constants 119860

1

and 1198611 In general a lower value of 119860

1leads to a higher

compressive strength gain at an early age For OPC concretecured by air drying it is recommended that the values of 119860

1

and 1198611are 40 and 085 respectively However these values

need to be modified for very-high-volume SCM concrete inorder to minimize the error observed in Figure 5 To fit thestrength development characteristics of high-volume SCMconcrete the values of both constants were determined usingtest data (see Table 4) All specimens had a high correlationcoefficient (1198772) of more than 093 as listed in Table 4 Withthe increase of the119882119861 119877

119866 and 119877

119865 the constant 119860

1tends

to increase whereas 1198611decreases The determined values

of the constants appear to be more significantly affected by119877119866than by 119877

119865 whereas they are independent of 119882 Based

on regression analysis using these influencing parametersthe two constants 119860

1and 119861

1in (3) were proposed by the

following linear equations (Figure 6)

1198601= 1744(119882119861)

03(1 + 119877

01

119866+ 119877119865) minus 2182 (4)

1198611= minus0461(119882119861)

03(1 + 119877

01

119866+ 119877119865) + 1464 (5)

Comparisons of themeasured and predicted compressivestrengths at various ages are shown in Figure 7 Note that1198911015840

119888in (3) is determined using (2) The mean (120574

119898) standard

deviation (120574119904) and coefficient of variation (120574V) of the ratios

between the experimental and predicted results are also givenin the same figure Compressive strengths at different agespredicted using (2)ndash(5) are mostly within plusmn125 of the mea-sured values giving values of 120574

119898and 120574

119904that range between

0952 and 1059 and between 0061 and 0097 respectivelyThevalues of 120574

119898and 120574119904for all tested ages were calculated to be 10

and 0082 respectivelyThe proposed equations describe wellthe compressive strength development of very high-volumeSCM concrete according to age

8 The Scientific World Journal

0

02

04

06

08

1

12

14

16

0 10 20 30 40 50 60 70 80 90 100Age (days)

I-CI-140-330-07I-140-330-08

I-140-330-09ACI 209 equation

f998400 c(t)f998400 c

(a) Group I

0

02

04

06

08

1

12

14

16

0 10 20 30 40 50 60 70 80 90 100Age (days)

II-CII-140-390-07II-140-390-08

II-140-390-09ACI 209 equation

f998400 c(t)f998400 c

(b) Group II

Figure 5 Typical compressive strength development rate of high-volume SCM concrete

0

2

4

6

8

10

12

155 16 165 17 175 18 185 19

Best fit liney = 1744(x) minus 2182

R2 = 083

A1

(WB)03[1 + (RG)01 + (RF)]

(a) Value of 1198601

0

01

02

03

04

05

06

07

08

155 16 165 17 175 18 185 19

Best fit curve

B1

y = minus0461(x) + 1464

R2 = 070

(WB)03[1 + (RG)01 + (RF)]

(b) Value of 1198611

Figure 6 Regression analysis for constants 1198601and 119861

1in (3)

34 Durability The relative dynamic modulus of elasticity(119864119889) recorded every 30 cycles of freezing-and-thawing is

shown in Figure 8 The control mixes maintained valuesof 119864119889above 98 throughout the 300 freezing-and-thawing

cycles The high-volume concrete with 119877SCM of 08 showedthe same behavior as the control mixes For the very-high-volume concrete with 119877SCM of 09 the value of 119864

119889remained

at 98 until the 210th freezing-and-thawing cycle beyondwhich it gradually decreased to 90 until the end of the tests(300 cycles) This indicates that the freezing-and-thawingresistance of the selected high-volume SCM concretemixes iscomparable to that of the controlmixes with the typical119877SCM

Figure 9 presents the nonsteady-state chloride migrationcoefficients (119863nssm) of concrete specimens at ages of 28

and 91 days which were calculated from the measuredchloride penetration depth in accordancewith the procedurespecified inNTBuild 492 [20] As expected the concrete witha designed strength of 30MPa (Group II) had lower valuesof 119863nssm than that with designed strength of 24MPa (GroupI) Furthermore the value of 119863nssm tended to decrease withincreasing age The ratios of 119863nssm values between ages of 91and 28 days were calculated to be 081 and 061 for the I-C andII-C control specimens respectively and 044 and 033 for theI-140-330-08 and II-140-390-08 specimens indicating thatthe decrease of 119863nssm with age is higher in the very-high-volume SCM concrete than in the control concrete At an ageof 28 days a slightly higher119863nssm was calculated for the very-high-volume SCM concrete than for the control concrete

The Scientific World Journal 9

0

10

20

30

40

50

60

0 10 20 30 40 50 60

Pred

icte

d co

mpr

essiv

e stre

ngth

(MPa

)

Measured compressive strength (MPa)

+125

minus125

3days7days28days

56days91days

Statisticalvalues120574m

120574s120574

Age (days)3

0952

0097

0102

7

1059

0078

0074

28

1002

0063

0062

56

0993

0061

0062

91

1014

0071

0071

Figure 7 Comparison of predicted and measured strengths atdifferent ages

80

85

90

95

100

105

0 30 60 90 120 150 180 210 240 270 300

Relat

ive d

ynam

ic m

odul

us o

f ela

stici

ty (

)

Cycle of repeated freezing-and-thawing

I-CI-140-330-08I-140-350-09

II-CII-140-390-08II-140-410-09

Figure 8 Freezing-and-thawing resistance of concrete tested

regardless of concrete compressive strength However at anage of 91 days119863nssm tended to decrease with increasing 119877SCMup to 08 beyond which it started to increase

The variation of compressive strength of concrete mea-sured from specimens saturated in 5 sulfuric acid solutionfor 28 days is shown in Figure 10(a) The appearance of thosespecimens is presented in Figure 10(b) The deteriorationratio of 1198911015840

119888owing to the saturation in sulfuric acid solution

was between 30 and 32 for the control concrete whereas itdecreased to 8ndash20 for the very-high-volume SCM concretein other words the ratio of 1198911015840

119888after saturation in a sulfuric

acid solution for 28 days relative to the concrete cured atroom temperature wasmeasured to be 69 81 and 92 forspecimens I-C I-140-330-08 and I-140-350-09 respectivelyThis indicates that the deterioration of 1198911015840

119888owing to sulfate

028 91

Measured age (days)

I-CI-140-330-08I-140-350-09

II-CII-140-390-08II-140-410-09

2E minus 12

4E minus 12

6E minus 12

8E minus 12

1E minus 11

12E minus 11

14E minus 11

16E minus 11

18E minus 11

Chlo

ride m

igra

tion

coeffi

cien

t (m

2s

)

Figure 9 Chloride migration coefficient of concrete measured at 28and 91 days

attack decreased with increasing 119877SCM This trend was sim-ilarly observed in terms of the damage to the specimens thatis the presence of damaged chips and flaws decreased withincreasing 119877SCM Hence it can be proposed that the very-high-volume SCM concrete has superior sulfate resistance ascompared to conventional concrete

The beneficial effect of SCMs on the durability of concretecan be explained by improvement in both the impermeabilityand diffusion taking place in water-filled pores or by capillarysuction Gruyaert et al [23] showed that the value of 119863nssmin concrete mixes with 119877

119866varying from 0 to 085 recorded

at an age of 91 days decreases with increasing 119877119866 However

the addition of SCM exceeding a certain limit would result indecreased impermeability as demonstrated in freezing-and-thawing and chloride resistances Hence 119877SCM needs to berestricted to less than 08ndash085 in order to maintain a positiveinfluence on the durability of concrete

4 Conclusions

The present investigation needs to be further extended toexamine the carbonation resistance and inelastic deformationof very-high-volume SCM concrete in order to improve thecompressive strength From the experimental observationson the compressive strength and durability in the currentstudy the following conclusions may be drawn

(1) The compressive strength of the concrete with 119882of 150 kgm3 was commonly lower than that of thecompanion concrete with119882 of 140 kgm3 by approx-imately 10 even at the same119882119861 showing that 1198911015840

119888

of high-volume SCM concrete is somewhat sensitiveto119882

(2) To achieve a value of 1198911015840119888equivalent to that of conven-

tional concrete with typical 119877SCM119882119861 and 119877SCM invery-high-volume SCMconcrete need to be restrictedto less than 40 and to 07 respectively

10 The Scientific World Journal

05

10152025303540

Com

pres

sive s

treng

th (M

Pa)

Specimens

Cured at room temperatureCured under 5 sulfuric acid solution

6981

9268

80

81

II-C

II-1

40-3

90-0

8

II-1

40-4

10-0

9I-C

I-14

0-33

0-0

8

I-14

0-35

0-0

9

(a) 28-day compressive strength

(b) Appearance

Figure 10 Variation of strength and appearance of concrete aftersaturation in sulfuric acid solution

(3) As 119877SCM increased the strength gain ratio at anearly age relative to the 28-day strength tended todecrease whereas that at a long-term age increaseduntil reaching 119877SCM of 08 beyond which it decreasedsomewhat

(4) Unlike the ACI 209 equation which overestimatesthe early strength of high-volume SCM concreteand underestimates the strength at a long-term agethe proposed equations describe well the compres-sive strength development of very-high-volume SCMconcrete the mean and standard deviations of theratios between the experimental and predicted resultswere 10 and 0082 respectively

(5) In general the freezing-and-thawing chloride andsulfate resistances of the high-volume SCM concretemixes were comparable to those of the control mixeswith the typical 119877SCM However the beneficial effectof SCMs on the freezing-and-thawing and chlorideresistances of concrete decreased at 119877SCM of 09

Notations

119860119888 Initial air content of fresh concrete119861 Unit binder content

119863nssm Nonsteady state chloride migrationcoefficient

119864119889 Relative dynamic modulus of

elasticity119866 Unit coarse aggregate content1198911015840

119888 Measured concrete compressive

strength at an age of 28 days1198910 Reference concrete compressive

strength (=10MPa)1198911015840

119888(119905) Concrete compressive strength at age119905 (in days)

119891119888119906 Designed 28-day compressive

strength of concrete119877119860 Ratio of air entraining agent to

binder by weight119877119865 Ratio of fly ash to binder by weight119877119866 Ratio of granulated ground

blast-furnace slag (GGBS) to binderby weight

119877119878 Ratio of silica fume (SF) to binder by

weight119877SCM Ratio of supplementary cementitious

materials (SCMs) to binder by weight119877119878119875 Ratio of the modified

polycarboxylate-basedwater-reducing agent to binder byweight

119878 Unit fine aggregate content119878119886 Fine aggregate-to-total aggregate

ratio by volume119878119894 Initial slump of fresh concrete119882 Unit water content1198820 Reference value for the unit water

content (=100 kgm3)119882119861 Water-to-binder ratio120574119898 Mean of the ratios (120574

119888119904) between

experiments and predictedcompressive strengths

120574119904 Standard deviation of 120574

119888119904

120574V Coefficient of variation of 120574119888119904

Conflict of Interests

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

Acknowledgment

Thisworkwas supported by theNuclear PowerCore Technol-ogy Development Program of the Korea Institute of EnergyTechnology Evaluation and Planning (KETEP) with a Grantfrom the Ministry of Trade Industry amp Energy Republic ofKorea (no 20131520100750)

References

[1] D Khale and R Chaudhary ldquoMechanism of geopolymerizationand factors influencing its development a reviewrdquo Journal ofMaterials Science vol 42 no 3 pp 729ndash746 2007

The Scientific World Journal 11

[2] V M Malhotra and P K Mehta Pozzolanic and CementitiousMaterials Gordon and Breach 1996

[3] E Gartner ldquoIndustrially interesting approaches to ldquolow-CO2rdquo

cementsrdquo Cement and Concrete Research vol 34 no 9 pp1489ndash1498 2004

[4] K H Yang Y B Jung M S Cho and S H Tae ldquoEffect ofsupplementary cementitious materials on reduction of CO

2

emissions from concreterdquo Journal of Cleaner Production 2014[5] S W M Supit F U A Shaikh and P R Sarker ldquoEffect of

ultrafine fly ash onmechanical properties of high volume fly ashmortarrdquo Construction and Building Materials vol 51 pp 278ndash286 2014

[6] Y Y Chen B L A Tuan and C L Hwang ldquoEffect of pasteamount on the properties of self-consolidating concrete con-taining fly ash and slagrdquo Construction and Building Materialsvol 47 pp 340ndash346 2013

[7] R Siddique ldquoPerformance characteristics of high-volume ClassF fly ash concreterdquo Cement and Concrete Research vol 34 no3 pp 487ndash493 2004

[8] K Mala A K Mullick K K Jain and P K Singh ldquoEffect ofrelative levels of mineral admixtures on strength of concretewith ternary cement blendrdquo International Journal of ConcreteStructures and Materials vol 7 no 3 pp 239ndash249 2013

[9] AMNevilleProperties of Concrete AddisonWesley LongmanNew York NY USA 1995

[10] V M Malhotra and P K Mehta High-Performance High-Volume Fly Ash Concrete Supplementary Cementing Materialsfor Sustainable Development Incorporated Ottawa Canada2002

[11] A A Ramezanianpour andVMMalhotra ldquoEffect of curing onthe compressive strength resistance to chloride-ion penetrationand porosity of concretes incorporating slag fly ash or silicafumerdquo Cement and Concrete Composites vol 17 no 2 pp 125ndash133 1995

[12] P K Mukherjee M T Loughborough and V M MalhotraldquoDevelopment of high strength concrete incorporating a largepercentage of fly ash and superplasticizersrdquo Cement and Con-crete Aggregates vol 4 no 2 pp 81ndash86 1982

[13] E Mahmoud A Ibrahim H El-Chabib and V C PatibandlaldquoSelf-consolidating concrete incorporating high volume of flyash slag and recycled alphalt pavementrdquo International Journalof Concrete Structures and Materials vol 7 no 2 pp 155ndash1632013

[14] C H Huang S K Lin C S Chang and H J Chen ldquoMixproportions and mechanical properties of concrete containingvery high-volume of Class F fly ashrdquo Construction and BuildingMaterials vol 46 pp 71ndash78 2013

[15] T Lee and L SWu ldquoEffects of the LOI of fly ash on the concretepropertiesrdquo in Proceedings of the Conference on the Applicationof Fly Ash Concrete in Taiwan Department of Civil Engineeringof National Central University Taoyuan Taiwan 1992

[16] H Yazıcı ldquoThe effect of silica fume and high-volume Class C flyash on mechanical properties chloride penetration and freeze-thaw resistance of self-compacting concreterdquo Construction andBuilding Materials vol 22 no 4 pp 456ndash462 2008

[17] ASTM C618 C989 C143 C231 C39 C666 Annual Book ofASTM Standards V 402 ASTM International West Con-shohocken Pa USA 2012

[18] J H Yoon Portland Cement Paste and Concrete Sejin Incorpo-rated Seoul Republic of Korea 1996

[19] Y S Jeon ldquoDevelopment of mass concrete with low hydrationheatrdquo Tech Rep A04-03-12-10-09 Sampyo Incorporated SeoulRepublic of Korea 2010

[20] NT Build 492 ldquoNordetest methodmdashconcrete mortar andcement-based repair materials chloride migration coefficientfrom non-steady-state migration experimentsrdquo Nordic Councilof Ministers Scandinavia 1999

[21] KH Yang ldquoDevelopment of a new approach for CO2reducing-

based concrete mix designrdquo Tech Rep 12CCTI-C063761-01Kyonggi University Suwon Republic of Korea 2013

[22] ACI Committee 209 ldquoPrediction of creep shrinkage andtemperature effects in concrete structuresrdquo American ConcreteInstitute Farmington Hills Mich USA 1994

[23] E Gruyaert M Maes and N de Belie ldquoPerformance ofBFS concrete k-value concept versus equivalent performanceconceptrdquo Construction and Building Materials vol 47 pp 441ndash455 2013

6 The Scientific World Journal

05

06

07

08

09

1

11

12

13

14

07 075 08 085 09SCM level as a partial replacement of OPC RSCM

B = 310kgm3

B = 330kgm3

B = 350kgm3

B = 310kgm3

B = 330kgm3

B = 350kgm3

W = 140kgm3

W = 150kgm3

f998400 c(f998400 c) c

ontr

ol

(a) Group I

05

06

07

08

09

1

11

12

13

14

07 075 08 085 09SCM level as a partial replacement of OPC RSCM

B = 310kgm3

B = 330kgm3

B = 350kgm3

B = 310kgm3

B = 330kgm3

B = 350kgm3

W = 140kgm3

W = 150kgm3

f998400 c(f998400 c) c

ontr

ol(b) Group II

Figure 2 Relative 28-day strength of very-high-volume concrete as compared to control concrete

ratio of 1198911015840119888of the very-high-volume SCM concretes relative

to that of the control concrete is shown in Figure 2 Therelative 28-day strength commonly decreasedwith increasing119877SCM indicating that the rate of the decrease was greater forGroup II mixes than that for Group I mixes All concretemixes with 119877SCM more than 08 developed lower 1198911015840

119888than the

control concrete Furthermore 1198911015840119888of the concrete with119882 of

150 kgm3 was commonly lower by approximately 10 thanthat of the control concrete with 119882 of 140 kgm3 even atthe same119882119861 indicating that 1198911015840

119888of very-high-volume SCM

concrete is somewhat affected by119882 Overall to obtain a valueof 1198911015840119888equivalent to that of a conventional concrete with a

typical 119877SCM very-high-volume SCM concrete should have119882119861 lt 40 and 119877SCM = 07

In general 1198911015840119888is taken to be inversely proportional to

119882119861 and 119860119888[9] Considering this fact Yang [21] proposed

an empirical model to predict the value of 1198911015840119888of concrete

with various SCMs based on a nonlinear multiple regression(NLMR) analysis using an extensive amount of test datacollected from the available literature In the database forthe regression analysis the primarily ranges of the mainparameters are as follows 119882119861 = 025ndash06 119877

119865= 01ndash04

and 119877119866= 02ndash04 The number of ternary-type-binders using

OPC FA and GGBS in the database is small and 119877SCM ismostly within 05 Overall the following equation proposedby Yang is thought to be suitable for concrete with a typical119877SCM not exceeding 05

1198911015840

119888

1198910

= 112[119882119861 (1 + 1198772

119865+ 1198773

119866minus 1198772

119878) (119860119888)01]minus106

(1)

where 1198910(=10MPa) is the reference value for the 28-day

compressive strength of concrete and 119877119878is the silica fume

level as a partial replacement for OPC

Table 4 clearly shows that 1198911015840119888of high-volume SCM con-

crete is somewhat sensitive to119882 though sensitivity dependson the type and level of SCMs Furthermore to obtainthe same 1198911015840

119888of OPC concrete or concrete with a typical

SCM level a lower 119882119861 is required for high-volume SCMconcrete as compared to OPC concrete or typical SCMconcrete Considering these experimental observations (1)was modified using the current test data to predict the 1198911015840

119888of

high-volume SCM concrete (see Figure 3) Consider

1198911015840

119888

1198910

= 385 [(119882119861)025

times(1 + 11987725

119865+ 119877175

119866+ (119882119882

0)025) (119860119888)001

]

minus42

(2)

where 1198820(=100 kgm3) is the reference value for the unit

water contentComparisons of the measured 28-day compressive

strength and predictions obtained from the Yangrsquos model(1) and the current model (2) are plotted in Figure 4 Thecurrent model gives lower values of1198911015840

119888than the Yangrsquos model

The mean and standard deviation of the ratios betweenthe experimental results and the predicted results are 089and 0103 respectively for the Yangrsquos model and 099 and0062 for the current model This indicates that the Yangrsquosmodel based on concrete mixes with typical SCM levels islikely to overestimate the 28-day compressive strength ofhigh-volume SCM concrete

33 Compressive Strength Development The typical com-pressive strength development rate of high-volume SCM

The Scientific World Journal 7

0

05

1

15

2

25

3

35

4

45

165 170 175 180 185 190 195 200 205

Best fit curvef

998400 cf

0

y = 385(x)minus42

R2 = 09

(WB)025[1 + R25F + R175

G + (WW0)025](A)001

Figure 3 Regression analysis for 1198911015840119888of high-volume SCM concrete

10

15

20

25

30

35

40

45

10 15 20 25 30 35 40 45

Pred

ictio

ns (M

Pa)

Measured 28-day compressive strength (MPa)

Yangs model (1)This study (2)

Figure 4 Comparisons of predicted andmeasured 28-day compres-sive strength

concrete is shown in Figure 5 On the same figure predictionsdetermined from the ACI 209 equation [22] are plotted forcomparison It was difficult to determine the effect of 119882on the strength development rate As 119877SCM increased thestrength gain ratio at an early age relative to the 28-daystrength tended to decrease whereas that at a long-termage increased up to 119877SCM of 08 beyond which it decreasedsomewhat A slightly higher ratio at an early age and a slightlylower ratio at a long-term age were observed for Group IImixes as compared to Group I mixes indicating that thestrength development rate is affected by119882119861 Relative to the28-day strength of high-volume SCM concrete the strengthgain ratio at an age of 3 days ranged between 02 and 028for Group I mixes and between 027 and 033 for Group IImixes whereas that at age of 91 days ranged between 133and 146 for Group I mixes and between 127 and 143 forGroup II mixes As compared with the predictions fromthe ACI equation those values are lower by approximately27ndash50 at 3 days and higher by approximately 14ndash31 at

91 days This indicates that by the ACI 209 equation thecompressive strength of very-high-volume SCM concreteis likely to be slightly overestimated at an early age orconversely underestimated at a long-term age Althoughthe specially modified polycarboxylate-based water-reducingagent was added to enhance the early strength of very high-volume SCM concrete a strength gain lower than that foundusing the ACI 209 equation was measured at the ages of3 and 7 days However it can be estimated that these lowgains at an early age are not detrimental because the earlystrength gain of concrete with typical 119877SCM is frequentlyfound to be 10ndash40 lower than that of OPC concrete or thevalues predicted using the ACI 209 equation [7 9] Hencethe specially modified polycarboxylate-based water-reducingagent is expected to contribute to the early strength gain ofvery-high-volume SCM concrete

The ACI 209 provision [22] empirically recommends thefollowing parabolic strength development equation based ontest results of OPC concrete

1198911015840

119888(119905) =

119905

1198601+ 11986111199051198911015840

119888 (3)

where 1198911015840119888(119905) is the compressive strength according to age 119905

(in days) The strength development rate at early and long-term ages is determined by the variation of the constants 119860

1

and 1198611 In general a lower value of 119860

1leads to a higher

compressive strength gain at an early age For OPC concretecured by air drying it is recommended that the values of 119860

1

and 1198611are 40 and 085 respectively However these values

need to be modified for very-high-volume SCM concrete inorder to minimize the error observed in Figure 5 To fit thestrength development characteristics of high-volume SCMconcrete the values of both constants were determined usingtest data (see Table 4) All specimens had a high correlationcoefficient (1198772) of more than 093 as listed in Table 4 Withthe increase of the119882119861 119877

119866 and 119877

119865 the constant 119860

1tends

to increase whereas 1198611decreases The determined values

of the constants appear to be more significantly affected by119877119866than by 119877

119865 whereas they are independent of 119882 Based

on regression analysis using these influencing parametersthe two constants 119860

1and 119861

1in (3) were proposed by the

following linear equations (Figure 6)

1198601= 1744(119882119861)

03(1 + 119877

01

119866+ 119877119865) minus 2182 (4)

1198611= minus0461(119882119861)

03(1 + 119877

01

119866+ 119877119865) + 1464 (5)

Comparisons of themeasured and predicted compressivestrengths at various ages are shown in Figure 7 Note that1198911015840

119888in (3) is determined using (2) The mean (120574

119898) standard

deviation (120574119904) and coefficient of variation (120574V) of the ratios

between the experimental and predicted results are also givenin the same figure Compressive strengths at different agespredicted using (2)ndash(5) are mostly within plusmn125 of the mea-sured values giving values of 120574

119898and 120574

119904that range between

0952 and 1059 and between 0061 and 0097 respectivelyThevalues of 120574

119898and 120574119904for all tested ages were calculated to be 10

and 0082 respectivelyThe proposed equations describe wellthe compressive strength development of very high-volumeSCM concrete according to age

8 The Scientific World Journal

0

02

04

06

08

1

12

14

16

0 10 20 30 40 50 60 70 80 90 100Age (days)

I-CI-140-330-07I-140-330-08

I-140-330-09ACI 209 equation

f998400 c(t)f998400 c

(a) Group I

0

02

04

06

08

1

12

14

16

0 10 20 30 40 50 60 70 80 90 100Age (days)

II-CII-140-390-07II-140-390-08

II-140-390-09ACI 209 equation

f998400 c(t)f998400 c

(b) Group II

Figure 5 Typical compressive strength development rate of high-volume SCM concrete

0

2

4

6

8

10

12

155 16 165 17 175 18 185 19

Best fit liney = 1744(x) minus 2182

R2 = 083

A1

(WB)03[1 + (RG)01 + (RF)]

(a) Value of 1198601

0

01

02

03

04

05

06

07

08

155 16 165 17 175 18 185 19

Best fit curve

B1

y = minus0461(x) + 1464

R2 = 070

(WB)03[1 + (RG)01 + (RF)]

(b) Value of 1198611

Figure 6 Regression analysis for constants 1198601and 119861

1in (3)

34 Durability The relative dynamic modulus of elasticity(119864119889) recorded every 30 cycles of freezing-and-thawing is

shown in Figure 8 The control mixes maintained valuesof 119864119889above 98 throughout the 300 freezing-and-thawing

cycles The high-volume concrete with 119877SCM of 08 showedthe same behavior as the control mixes For the very-high-volume concrete with 119877SCM of 09 the value of 119864

119889remained

at 98 until the 210th freezing-and-thawing cycle beyondwhich it gradually decreased to 90 until the end of the tests(300 cycles) This indicates that the freezing-and-thawingresistance of the selected high-volume SCM concretemixes iscomparable to that of the controlmixes with the typical119877SCM

Figure 9 presents the nonsteady-state chloride migrationcoefficients (119863nssm) of concrete specimens at ages of 28

and 91 days which were calculated from the measuredchloride penetration depth in accordancewith the procedurespecified inNTBuild 492 [20] As expected the concrete witha designed strength of 30MPa (Group II) had lower valuesof 119863nssm than that with designed strength of 24MPa (GroupI) Furthermore the value of 119863nssm tended to decrease withincreasing age The ratios of 119863nssm values between ages of 91and 28 days were calculated to be 081 and 061 for the I-C andII-C control specimens respectively and 044 and 033 for theI-140-330-08 and II-140-390-08 specimens indicating thatthe decrease of 119863nssm with age is higher in the very-high-volume SCM concrete than in the control concrete At an ageof 28 days a slightly higher119863nssm was calculated for the very-high-volume SCM concrete than for the control concrete

The Scientific World Journal 9

0

10

20

30

40

50

60

0 10 20 30 40 50 60

Pred

icte

d co

mpr

essiv

e stre

ngth

(MPa

)

Measured compressive strength (MPa)

+125

minus125

3days7days28days

56days91days

Statisticalvalues120574m

120574s120574

Age (days)3

0952

0097

0102

7

1059

0078

0074

28

1002

0063

0062

56

0993

0061

0062

91

1014

0071

0071

Figure 7 Comparison of predicted and measured strengths atdifferent ages

80

85

90

95

100

105

0 30 60 90 120 150 180 210 240 270 300

Relat

ive d

ynam

ic m

odul

us o

f ela

stici

ty (

)

Cycle of repeated freezing-and-thawing

I-CI-140-330-08I-140-350-09

II-CII-140-390-08II-140-410-09

Figure 8 Freezing-and-thawing resistance of concrete tested

regardless of concrete compressive strength However at anage of 91 days119863nssm tended to decrease with increasing 119877SCMup to 08 beyond which it started to increase

The variation of compressive strength of concrete mea-sured from specimens saturated in 5 sulfuric acid solutionfor 28 days is shown in Figure 10(a) The appearance of thosespecimens is presented in Figure 10(b) The deteriorationratio of 1198911015840

119888owing to the saturation in sulfuric acid solution

was between 30 and 32 for the control concrete whereas itdecreased to 8ndash20 for the very-high-volume SCM concretein other words the ratio of 1198911015840

119888after saturation in a sulfuric

acid solution for 28 days relative to the concrete cured atroom temperature wasmeasured to be 69 81 and 92 forspecimens I-C I-140-330-08 and I-140-350-09 respectivelyThis indicates that the deterioration of 1198911015840

119888owing to sulfate

028 91

Measured age (days)

I-CI-140-330-08I-140-350-09

II-CII-140-390-08II-140-410-09

2E minus 12

4E minus 12

6E minus 12

8E minus 12

1E minus 11

12E minus 11

14E minus 11

16E minus 11

18E minus 11

Chlo

ride m

igra

tion

coeffi

cien

t (m

2s

)

Figure 9 Chloride migration coefficient of concrete measured at 28and 91 days

attack decreased with increasing 119877SCM This trend was sim-ilarly observed in terms of the damage to the specimens thatis the presence of damaged chips and flaws decreased withincreasing 119877SCM Hence it can be proposed that the very-high-volume SCM concrete has superior sulfate resistance ascompared to conventional concrete

The beneficial effect of SCMs on the durability of concretecan be explained by improvement in both the impermeabilityand diffusion taking place in water-filled pores or by capillarysuction Gruyaert et al [23] showed that the value of 119863nssmin concrete mixes with 119877

119866varying from 0 to 085 recorded

at an age of 91 days decreases with increasing 119877119866 However

the addition of SCM exceeding a certain limit would result indecreased impermeability as demonstrated in freezing-and-thawing and chloride resistances Hence 119877SCM needs to berestricted to less than 08ndash085 in order to maintain a positiveinfluence on the durability of concrete

4 Conclusions

The present investigation needs to be further extended toexamine the carbonation resistance and inelastic deformationof very-high-volume SCM concrete in order to improve thecompressive strength From the experimental observationson the compressive strength and durability in the currentstudy the following conclusions may be drawn

(1) The compressive strength of the concrete with 119882of 150 kgm3 was commonly lower than that of thecompanion concrete with119882 of 140 kgm3 by approx-imately 10 even at the same119882119861 showing that 1198911015840

119888

of high-volume SCM concrete is somewhat sensitiveto119882

(2) To achieve a value of 1198911015840119888equivalent to that of conven-

tional concrete with typical 119877SCM119882119861 and 119877SCM invery-high-volume SCMconcrete need to be restrictedto less than 40 and to 07 respectively

10 The Scientific World Journal

05

10152025303540

Com

pres

sive s

treng

th (M

Pa)

Specimens

Cured at room temperatureCured under 5 sulfuric acid solution

6981

9268

80

81

II-C

II-1

40-3

90-0

8

II-1

40-4

10-0

9I-C

I-14

0-33

0-0

8

I-14

0-35

0-0

9

(a) 28-day compressive strength

(b) Appearance

Figure 10 Variation of strength and appearance of concrete aftersaturation in sulfuric acid solution

(3) As 119877SCM increased the strength gain ratio at anearly age relative to the 28-day strength tended todecrease whereas that at a long-term age increaseduntil reaching 119877SCM of 08 beyond which it decreasedsomewhat

(4) Unlike the ACI 209 equation which overestimatesthe early strength of high-volume SCM concreteand underestimates the strength at a long-term agethe proposed equations describe well the compres-sive strength development of very-high-volume SCMconcrete the mean and standard deviations of theratios between the experimental and predicted resultswere 10 and 0082 respectively

(5) In general the freezing-and-thawing chloride andsulfate resistances of the high-volume SCM concretemixes were comparable to those of the control mixeswith the typical 119877SCM However the beneficial effectof SCMs on the freezing-and-thawing and chlorideresistances of concrete decreased at 119877SCM of 09

Notations

119860119888 Initial air content of fresh concrete119861 Unit binder content

119863nssm Nonsteady state chloride migrationcoefficient

119864119889 Relative dynamic modulus of

elasticity119866 Unit coarse aggregate content1198911015840

119888 Measured concrete compressive

strength at an age of 28 days1198910 Reference concrete compressive

strength (=10MPa)1198911015840

119888(119905) Concrete compressive strength at age119905 (in days)

119891119888119906 Designed 28-day compressive

strength of concrete119877119860 Ratio of air entraining agent to

binder by weight119877119865 Ratio of fly ash to binder by weight119877119866 Ratio of granulated ground

blast-furnace slag (GGBS) to binderby weight

119877119878 Ratio of silica fume (SF) to binder by

weight119877SCM Ratio of supplementary cementitious

materials (SCMs) to binder by weight119877119878119875 Ratio of the modified

polycarboxylate-basedwater-reducing agent to binder byweight

119878 Unit fine aggregate content119878119886 Fine aggregate-to-total aggregate

ratio by volume119878119894 Initial slump of fresh concrete119882 Unit water content1198820 Reference value for the unit water

content (=100 kgm3)119882119861 Water-to-binder ratio120574119898 Mean of the ratios (120574

119888119904) between

experiments and predictedcompressive strengths

120574119904 Standard deviation of 120574

119888119904

120574V Coefficient of variation of 120574119888119904

Conflict of Interests

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

Acknowledgment

Thisworkwas supported by theNuclear PowerCore Technol-ogy Development Program of the Korea Institute of EnergyTechnology Evaluation and Planning (KETEP) with a Grantfrom the Ministry of Trade Industry amp Energy Republic ofKorea (no 20131520100750)

References

[1] D Khale and R Chaudhary ldquoMechanism of geopolymerizationand factors influencing its development a reviewrdquo Journal ofMaterials Science vol 42 no 3 pp 729ndash746 2007

The Scientific World Journal 11

[2] V M Malhotra and P K Mehta Pozzolanic and CementitiousMaterials Gordon and Breach 1996

[3] E Gartner ldquoIndustrially interesting approaches to ldquolow-CO2rdquo

cementsrdquo Cement and Concrete Research vol 34 no 9 pp1489ndash1498 2004

[4] K H Yang Y B Jung M S Cho and S H Tae ldquoEffect ofsupplementary cementitious materials on reduction of CO

2

emissions from concreterdquo Journal of Cleaner Production 2014[5] S W M Supit F U A Shaikh and P R Sarker ldquoEffect of

ultrafine fly ash onmechanical properties of high volume fly ashmortarrdquo Construction and Building Materials vol 51 pp 278ndash286 2014

[6] Y Y Chen B L A Tuan and C L Hwang ldquoEffect of pasteamount on the properties of self-consolidating concrete con-taining fly ash and slagrdquo Construction and Building Materialsvol 47 pp 340ndash346 2013

[7] R Siddique ldquoPerformance characteristics of high-volume ClassF fly ash concreterdquo Cement and Concrete Research vol 34 no3 pp 487ndash493 2004

[8] K Mala A K Mullick K K Jain and P K Singh ldquoEffect ofrelative levels of mineral admixtures on strength of concretewith ternary cement blendrdquo International Journal of ConcreteStructures and Materials vol 7 no 3 pp 239ndash249 2013

[9] AMNevilleProperties of Concrete AddisonWesley LongmanNew York NY USA 1995

[10] V M Malhotra and P K Mehta High-Performance High-Volume Fly Ash Concrete Supplementary Cementing Materialsfor Sustainable Development Incorporated Ottawa Canada2002

[11] A A Ramezanianpour andVMMalhotra ldquoEffect of curing onthe compressive strength resistance to chloride-ion penetrationand porosity of concretes incorporating slag fly ash or silicafumerdquo Cement and Concrete Composites vol 17 no 2 pp 125ndash133 1995

[12] P K Mukherjee M T Loughborough and V M MalhotraldquoDevelopment of high strength concrete incorporating a largepercentage of fly ash and superplasticizersrdquo Cement and Con-crete Aggregates vol 4 no 2 pp 81ndash86 1982

[13] E Mahmoud A Ibrahim H El-Chabib and V C PatibandlaldquoSelf-consolidating concrete incorporating high volume of flyash slag and recycled alphalt pavementrdquo International Journalof Concrete Structures and Materials vol 7 no 2 pp 155ndash1632013

[14] C H Huang S K Lin C S Chang and H J Chen ldquoMixproportions and mechanical properties of concrete containingvery high-volume of Class F fly ashrdquo Construction and BuildingMaterials vol 46 pp 71ndash78 2013

[15] T Lee and L SWu ldquoEffects of the LOI of fly ash on the concretepropertiesrdquo in Proceedings of the Conference on the Applicationof Fly Ash Concrete in Taiwan Department of Civil Engineeringof National Central University Taoyuan Taiwan 1992

[16] H Yazıcı ldquoThe effect of silica fume and high-volume Class C flyash on mechanical properties chloride penetration and freeze-thaw resistance of self-compacting concreterdquo Construction andBuilding Materials vol 22 no 4 pp 456ndash462 2008

[17] ASTM C618 C989 C143 C231 C39 C666 Annual Book ofASTM Standards V 402 ASTM International West Con-shohocken Pa USA 2012

[18] J H Yoon Portland Cement Paste and Concrete Sejin Incorpo-rated Seoul Republic of Korea 1996

[19] Y S Jeon ldquoDevelopment of mass concrete with low hydrationheatrdquo Tech Rep A04-03-12-10-09 Sampyo Incorporated SeoulRepublic of Korea 2010

[20] NT Build 492 ldquoNordetest methodmdashconcrete mortar andcement-based repair materials chloride migration coefficientfrom non-steady-state migration experimentsrdquo Nordic Councilof Ministers Scandinavia 1999

[21] KH Yang ldquoDevelopment of a new approach for CO2reducing-

based concrete mix designrdquo Tech Rep 12CCTI-C063761-01Kyonggi University Suwon Republic of Korea 2013

[22] ACI Committee 209 ldquoPrediction of creep shrinkage andtemperature effects in concrete structuresrdquo American ConcreteInstitute Farmington Hills Mich USA 1994

[23] E Gruyaert M Maes and N de Belie ldquoPerformance ofBFS concrete k-value concept versus equivalent performanceconceptrdquo Construction and Building Materials vol 47 pp 441ndash455 2013

The Scientific World Journal 7

0

05

1

15

2

25

3

35

4

45

165 170 175 180 185 190 195 200 205

Best fit curvef

998400 cf

0

y = 385(x)minus42

R2 = 09

(WB)025[1 + R25F + R175

G + (WW0)025](A)001

Figure 3 Regression analysis for 1198911015840119888of high-volume SCM concrete

10

15

20

25

30

35

40

45

10 15 20 25 30 35 40 45

Pred

ictio

ns (M

Pa)

Measured 28-day compressive strength (MPa)

Yangs model (1)This study (2)

Figure 4 Comparisons of predicted andmeasured 28-day compres-sive strength

concrete is shown in Figure 5 On the same figure predictionsdetermined from the ACI 209 equation [22] are plotted forcomparison It was difficult to determine the effect of 119882on the strength development rate As 119877SCM increased thestrength gain ratio at an early age relative to the 28-daystrength tended to decrease whereas that at a long-termage increased up to 119877SCM of 08 beyond which it decreasedsomewhat A slightly higher ratio at an early age and a slightlylower ratio at a long-term age were observed for Group IImixes as compared to Group I mixes indicating that thestrength development rate is affected by119882119861 Relative to the28-day strength of high-volume SCM concrete the strengthgain ratio at an age of 3 days ranged between 02 and 028for Group I mixes and between 027 and 033 for Group IImixes whereas that at age of 91 days ranged between 133and 146 for Group I mixes and between 127 and 143 forGroup II mixes As compared with the predictions fromthe ACI equation those values are lower by approximately27ndash50 at 3 days and higher by approximately 14ndash31 at

91 days This indicates that by the ACI 209 equation thecompressive strength of very-high-volume SCM concreteis likely to be slightly overestimated at an early age orconversely underestimated at a long-term age Althoughthe specially modified polycarboxylate-based water-reducingagent was added to enhance the early strength of very high-volume SCM concrete a strength gain lower than that foundusing the ACI 209 equation was measured at the ages of3 and 7 days However it can be estimated that these lowgains at an early age are not detrimental because the earlystrength gain of concrete with typical 119877SCM is frequentlyfound to be 10ndash40 lower than that of OPC concrete or thevalues predicted using the ACI 209 equation [7 9] Hencethe specially modified polycarboxylate-based water-reducingagent is expected to contribute to the early strength gain ofvery-high-volume SCM concrete

The ACI 209 provision [22] empirically recommends thefollowing parabolic strength development equation based ontest results of OPC concrete

1198911015840

119888(119905) =

119905

1198601+ 11986111199051198911015840

119888 (3)

where 1198911015840119888(119905) is the compressive strength according to age 119905

(in days) The strength development rate at early and long-term ages is determined by the variation of the constants 119860

1

and 1198611 In general a lower value of 119860

1leads to a higher

compressive strength gain at an early age For OPC concretecured by air drying it is recommended that the values of 119860

1

and 1198611are 40 and 085 respectively However these values

need to be modified for very-high-volume SCM concrete inorder to minimize the error observed in Figure 5 To fit thestrength development characteristics of high-volume SCMconcrete the values of both constants were determined usingtest data (see Table 4) All specimens had a high correlationcoefficient (1198772) of more than 093 as listed in Table 4 Withthe increase of the119882119861 119877

119866 and 119877

119865 the constant 119860

1tends

to increase whereas 1198611decreases The determined values

of the constants appear to be more significantly affected by119877119866than by 119877

119865 whereas they are independent of 119882 Based

on regression analysis using these influencing parametersthe two constants 119860

1and 119861

1in (3) were proposed by the

following linear equations (Figure 6)

1198601= 1744(119882119861)

03(1 + 119877

01

119866+ 119877119865) minus 2182 (4)

1198611= minus0461(119882119861)

03(1 + 119877

01

119866+ 119877119865) + 1464 (5)

Comparisons of themeasured and predicted compressivestrengths at various ages are shown in Figure 7 Note that1198911015840

119888in (3) is determined using (2) The mean (120574

119898) standard

deviation (120574119904) and coefficient of variation (120574V) of the ratios

between the experimental and predicted results are also givenin the same figure Compressive strengths at different agespredicted using (2)ndash(5) are mostly within plusmn125 of the mea-sured values giving values of 120574

119898and 120574

119904that range between

0952 and 1059 and between 0061 and 0097 respectivelyThevalues of 120574

119898and 120574119904for all tested ages were calculated to be 10

and 0082 respectivelyThe proposed equations describe wellthe compressive strength development of very high-volumeSCM concrete according to age

8 The Scientific World Journal

0

02

04

06

08

1

12

14

16

0 10 20 30 40 50 60 70 80 90 100Age (days)

I-CI-140-330-07I-140-330-08

I-140-330-09ACI 209 equation

f998400 c(t)f998400 c

(a) Group I

0

02

04

06

08

1

12

14

16

0 10 20 30 40 50 60 70 80 90 100Age (days)

II-CII-140-390-07II-140-390-08

II-140-390-09ACI 209 equation

f998400 c(t)f998400 c

(b) Group II

Figure 5 Typical compressive strength development rate of high-volume SCM concrete

0

2

4

6

8

10

12

155 16 165 17 175 18 185 19

Best fit liney = 1744(x) minus 2182

R2 = 083

A1

(WB)03[1 + (RG)01 + (RF)]

(a) Value of 1198601

0

01

02

03

04

05

06

07

08

155 16 165 17 175 18 185 19

Best fit curve

B1

y = minus0461(x) + 1464

R2 = 070

(WB)03[1 + (RG)01 + (RF)]

(b) Value of 1198611

Figure 6 Regression analysis for constants 1198601and 119861

1in (3)

34 Durability The relative dynamic modulus of elasticity(119864119889) recorded every 30 cycles of freezing-and-thawing is

shown in Figure 8 The control mixes maintained valuesof 119864119889above 98 throughout the 300 freezing-and-thawing

cycles The high-volume concrete with 119877SCM of 08 showedthe same behavior as the control mixes For the very-high-volume concrete with 119877SCM of 09 the value of 119864

119889remained

at 98 until the 210th freezing-and-thawing cycle beyondwhich it gradually decreased to 90 until the end of the tests(300 cycles) This indicates that the freezing-and-thawingresistance of the selected high-volume SCM concretemixes iscomparable to that of the controlmixes with the typical119877SCM

Figure 9 presents the nonsteady-state chloride migrationcoefficients (119863nssm) of concrete specimens at ages of 28

and 91 days which were calculated from the measuredchloride penetration depth in accordancewith the procedurespecified inNTBuild 492 [20] As expected the concrete witha designed strength of 30MPa (Group II) had lower valuesof 119863nssm than that with designed strength of 24MPa (GroupI) Furthermore the value of 119863nssm tended to decrease withincreasing age The ratios of 119863nssm values between ages of 91and 28 days were calculated to be 081 and 061 for the I-C andII-C control specimens respectively and 044 and 033 for theI-140-330-08 and II-140-390-08 specimens indicating thatthe decrease of 119863nssm with age is higher in the very-high-volume SCM concrete than in the control concrete At an ageof 28 days a slightly higher119863nssm was calculated for the very-high-volume SCM concrete than for the control concrete

The Scientific World Journal 9

0

10

20

30

40

50

60

0 10 20 30 40 50 60

Pred

icte

d co

mpr

essiv

e stre

ngth

(MPa

)

Measured compressive strength (MPa)

+125

minus125

3days7days28days

56days91days

Statisticalvalues120574m

120574s120574

Age (days)3

0952

0097

0102

7

1059

0078

0074

28

1002

0063

0062

56

0993

0061

0062

91

1014

0071

0071

Figure 7 Comparison of predicted and measured strengths atdifferent ages

80

85

90

95

100

105

0 30 60 90 120 150 180 210 240 270 300

Relat

ive d

ynam

ic m

odul

us o

f ela

stici

ty (

)

Cycle of repeated freezing-and-thawing

I-CI-140-330-08I-140-350-09

II-CII-140-390-08II-140-410-09

Figure 8 Freezing-and-thawing resistance of concrete tested

regardless of concrete compressive strength However at anage of 91 days119863nssm tended to decrease with increasing 119877SCMup to 08 beyond which it started to increase

The variation of compressive strength of concrete mea-sured from specimens saturated in 5 sulfuric acid solutionfor 28 days is shown in Figure 10(a) The appearance of thosespecimens is presented in Figure 10(b) The deteriorationratio of 1198911015840

119888owing to the saturation in sulfuric acid solution

was between 30 and 32 for the control concrete whereas itdecreased to 8ndash20 for the very-high-volume SCM concretein other words the ratio of 1198911015840

119888after saturation in a sulfuric

acid solution for 28 days relative to the concrete cured atroom temperature wasmeasured to be 69 81 and 92 forspecimens I-C I-140-330-08 and I-140-350-09 respectivelyThis indicates that the deterioration of 1198911015840

119888owing to sulfate

028 91

Measured age (days)

I-CI-140-330-08I-140-350-09

II-CII-140-390-08II-140-410-09

2E minus 12

4E minus 12

6E minus 12

8E minus 12

1E minus 11

12E minus 11

14E minus 11

16E minus 11

18E minus 11

Chlo

ride m

igra

tion

coeffi

cien

t (m

2s

)

Figure 9 Chloride migration coefficient of concrete measured at 28and 91 days

attack decreased with increasing 119877SCM This trend was sim-ilarly observed in terms of the damage to the specimens thatis the presence of damaged chips and flaws decreased withincreasing 119877SCM Hence it can be proposed that the very-high-volume SCM concrete has superior sulfate resistance ascompared to conventional concrete

The beneficial effect of SCMs on the durability of concretecan be explained by improvement in both the impermeabilityand diffusion taking place in water-filled pores or by capillarysuction Gruyaert et al [23] showed that the value of 119863nssmin concrete mixes with 119877

119866varying from 0 to 085 recorded

at an age of 91 days decreases with increasing 119877119866 However

the addition of SCM exceeding a certain limit would result indecreased impermeability as demonstrated in freezing-and-thawing and chloride resistances Hence 119877SCM needs to berestricted to less than 08ndash085 in order to maintain a positiveinfluence on the durability of concrete

4 Conclusions

The present investigation needs to be further extended toexamine the carbonation resistance and inelastic deformationof very-high-volume SCM concrete in order to improve thecompressive strength From the experimental observationson the compressive strength and durability in the currentstudy the following conclusions may be drawn

(1) The compressive strength of the concrete with 119882of 150 kgm3 was commonly lower than that of thecompanion concrete with119882 of 140 kgm3 by approx-imately 10 even at the same119882119861 showing that 1198911015840

119888

of high-volume SCM concrete is somewhat sensitiveto119882

(2) To achieve a value of 1198911015840119888equivalent to that of conven-

tional concrete with typical 119877SCM119882119861 and 119877SCM invery-high-volume SCMconcrete need to be restrictedto less than 40 and to 07 respectively

10 The Scientific World Journal

05

10152025303540

Com

pres

sive s

treng

th (M

Pa)

Specimens

Cured at room temperatureCured under 5 sulfuric acid solution

6981

9268

80

81

II-C

II-1

40-3

90-0

8

II-1

40-4

10-0

9I-C

I-14

0-33

0-0

8

I-14

0-35

0-0

9

(a) 28-day compressive strength

(b) Appearance

Figure 10 Variation of strength and appearance of concrete aftersaturation in sulfuric acid solution

(3) As 119877SCM increased the strength gain ratio at anearly age relative to the 28-day strength tended todecrease whereas that at a long-term age increaseduntil reaching 119877SCM of 08 beyond which it decreasedsomewhat

(4) Unlike the ACI 209 equation which overestimatesthe early strength of high-volume SCM concreteand underestimates the strength at a long-term agethe proposed equations describe well the compres-sive strength development of very-high-volume SCMconcrete the mean and standard deviations of theratios between the experimental and predicted resultswere 10 and 0082 respectively

(5) In general the freezing-and-thawing chloride andsulfate resistances of the high-volume SCM concretemixes were comparable to those of the control mixeswith the typical 119877SCM However the beneficial effectof SCMs on the freezing-and-thawing and chlorideresistances of concrete decreased at 119877SCM of 09

Notations

119860119888 Initial air content of fresh concrete119861 Unit binder content

119863nssm Nonsteady state chloride migrationcoefficient

119864119889 Relative dynamic modulus of

elasticity119866 Unit coarse aggregate content1198911015840

119888 Measured concrete compressive

strength at an age of 28 days1198910 Reference concrete compressive

strength (=10MPa)1198911015840

119888(119905) Concrete compressive strength at age119905 (in days)

119891119888119906 Designed 28-day compressive

strength of concrete119877119860 Ratio of air entraining agent to

binder by weight119877119865 Ratio of fly ash to binder by weight119877119866 Ratio of granulated ground

blast-furnace slag (GGBS) to binderby weight

119877119878 Ratio of silica fume (SF) to binder by

weight119877SCM Ratio of supplementary cementitious

materials (SCMs) to binder by weight119877119878119875 Ratio of the modified

polycarboxylate-basedwater-reducing agent to binder byweight

119878 Unit fine aggregate content119878119886 Fine aggregate-to-total aggregate

ratio by volume119878119894 Initial slump of fresh concrete119882 Unit water content1198820 Reference value for the unit water

content (=100 kgm3)119882119861 Water-to-binder ratio120574119898 Mean of the ratios (120574

119888119904) between

experiments and predictedcompressive strengths

120574119904 Standard deviation of 120574

119888119904

120574V Coefficient of variation of 120574119888119904

Conflict of Interests

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

Acknowledgment

Thisworkwas supported by theNuclear PowerCore Technol-ogy Development Program of the Korea Institute of EnergyTechnology Evaluation and Planning (KETEP) with a Grantfrom the Ministry of Trade Industry amp Energy Republic ofKorea (no 20131520100750)

References

[1] D Khale and R Chaudhary ldquoMechanism of geopolymerizationand factors influencing its development a reviewrdquo Journal ofMaterials Science vol 42 no 3 pp 729ndash746 2007

The Scientific World Journal 11

[2] V M Malhotra and P K Mehta Pozzolanic and CementitiousMaterials Gordon and Breach 1996

[3] E Gartner ldquoIndustrially interesting approaches to ldquolow-CO2rdquo

cementsrdquo Cement and Concrete Research vol 34 no 9 pp1489ndash1498 2004

[4] K H Yang Y B Jung M S Cho and S H Tae ldquoEffect ofsupplementary cementitious materials on reduction of CO

2

emissions from concreterdquo Journal of Cleaner Production 2014[5] S W M Supit F U A Shaikh and P R Sarker ldquoEffect of

ultrafine fly ash onmechanical properties of high volume fly ashmortarrdquo Construction and Building Materials vol 51 pp 278ndash286 2014

[6] Y Y Chen B L A Tuan and C L Hwang ldquoEffect of pasteamount on the properties of self-consolidating concrete con-taining fly ash and slagrdquo Construction and Building Materialsvol 47 pp 340ndash346 2013

[7] R Siddique ldquoPerformance characteristics of high-volume ClassF fly ash concreterdquo Cement and Concrete Research vol 34 no3 pp 487ndash493 2004

[8] K Mala A K Mullick K K Jain and P K Singh ldquoEffect ofrelative levels of mineral admixtures on strength of concretewith ternary cement blendrdquo International Journal of ConcreteStructures and Materials vol 7 no 3 pp 239ndash249 2013

[9] AMNevilleProperties of Concrete AddisonWesley LongmanNew York NY USA 1995

[10] V M Malhotra and P K Mehta High-Performance High-Volume Fly Ash Concrete Supplementary Cementing Materialsfor Sustainable Development Incorporated Ottawa Canada2002

[11] A A Ramezanianpour andVMMalhotra ldquoEffect of curing onthe compressive strength resistance to chloride-ion penetrationand porosity of concretes incorporating slag fly ash or silicafumerdquo Cement and Concrete Composites vol 17 no 2 pp 125ndash133 1995

[12] P K Mukherjee M T Loughborough and V M MalhotraldquoDevelopment of high strength concrete incorporating a largepercentage of fly ash and superplasticizersrdquo Cement and Con-crete Aggregates vol 4 no 2 pp 81ndash86 1982

[13] E Mahmoud A Ibrahim H El-Chabib and V C PatibandlaldquoSelf-consolidating concrete incorporating high volume of flyash slag and recycled alphalt pavementrdquo International Journalof Concrete Structures and Materials vol 7 no 2 pp 155ndash1632013

[14] C H Huang S K Lin C S Chang and H J Chen ldquoMixproportions and mechanical properties of concrete containingvery high-volume of Class F fly ashrdquo Construction and BuildingMaterials vol 46 pp 71ndash78 2013

[15] T Lee and L SWu ldquoEffects of the LOI of fly ash on the concretepropertiesrdquo in Proceedings of the Conference on the Applicationof Fly Ash Concrete in Taiwan Department of Civil Engineeringof National Central University Taoyuan Taiwan 1992

[16] H Yazıcı ldquoThe effect of silica fume and high-volume Class C flyash on mechanical properties chloride penetration and freeze-thaw resistance of self-compacting concreterdquo Construction andBuilding Materials vol 22 no 4 pp 456ndash462 2008

[17] ASTM C618 C989 C143 C231 C39 C666 Annual Book ofASTM Standards V 402 ASTM International West Con-shohocken Pa USA 2012

[18] J H Yoon Portland Cement Paste and Concrete Sejin Incorpo-rated Seoul Republic of Korea 1996

[19] Y S Jeon ldquoDevelopment of mass concrete with low hydrationheatrdquo Tech Rep A04-03-12-10-09 Sampyo Incorporated SeoulRepublic of Korea 2010

[20] NT Build 492 ldquoNordetest methodmdashconcrete mortar andcement-based repair materials chloride migration coefficientfrom non-steady-state migration experimentsrdquo Nordic Councilof Ministers Scandinavia 1999

[21] KH Yang ldquoDevelopment of a new approach for CO2reducing-

based concrete mix designrdquo Tech Rep 12CCTI-C063761-01Kyonggi University Suwon Republic of Korea 2013

[22] ACI Committee 209 ldquoPrediction of creep shrinkage andtemperature effects in concrete structuresrdquo American ConcreteInstitute Farmington Hills Mich USA 1994

[23] E Gruyaert M Maes and N de Belie ldquoPerformance ofBFS concrete k-value concept versus equivalent performanceconceptrdquo Construction and Building Materials vol 47 pp 441ndash455 2013

8 The Scientific World Journal

0

02

04

06

08

1

12

14

16

0 10 20 30 40 50 60 70 80 90 100Age (days)

I-CI-140-330-07I-140-330-08

I-140-330-09ACI 209 equation

f998400 c(t)f998400 c

(a) Group I

0

02

04

06

08

1

12

14

16

0 10 20 30 40 50 60 70 80 90 100Age (days)

II-CII-140-390-07II-140-390-08

II-140-390-09ACI 209 equation

f998400 c(t)f998400 c

(b) Group II

Figure 5 Typical compressive strength development rate of high-volume SCM concrete

0

2

4

6

8

10

12

155 16 165 17 175 18 185 19

Best fit liney = 1744(x) minus 2182

R2 = 083

A1

(WB)03[1 + (RG)01 + (RF)]

(a) Value of 1198601

0

01

02

03

04

05

06

07

08

155 16 165 17 175 18 185 19

Best fit curve

B1

y = minus0461(x) + 1464

R2 = 070

(WB)03[1 + (RG)01 + (RF)]

(b) Value of 1198611

Figure 6 Regression analysis for constants 1198601and 119861

1in (3)

34 Durability The relative dynamic modulus of elasticity(119864119889) recorded every 30 cycles of freezing-and-thawing is

shown in Figure 8 The control mixes maintained valuesof 119864119889above 98 throughout the 300 freezing-and-thawing

cycles The high-volume concrete with 119877SCM of 08 showedthe same behavior as the control mixes For the very-high-volume concrete with 119877SCM of 09 the value of 119864

119889remained

at 98 until the 210th freezing-and-thawing cycle beyondwhich it gradually decreased to 90 until the end of the tests(300 cycles) This indicates that the freezing-and-thawingresistance of the selected high-volume SCM concretemixes iscomparable to that of the controlmixes with the typical119877SCM

Figure 9 presents the nonsteady-state chloride migrationcoefficients (119863nssm) of concrete specimens at ages of 28

and 91 days which were calculated from the measuredchloride penetration depth in accordancewith the procedurespecified inNTBuild 492 [20] As expected the concrete witha designed strength of 30MPa (Group II) had lower valuesof 119863nssm than that with designed strength of 24MPa (GroupI) Furthermore the value of 119863nssm tended to decrease withincreasing age The ratios of 119863nssm values between ages of 91and 28 days were calculated to be 081 and 061 for the I-C andII-C control specimens respectively and 044 and 033 for theI-140-330-08 and II-140-390-08 specimens indicating thatthe decrease of 119863nssm with age is higher in the very-high-volume SCM concrete than in the control concrete At an ageof 28 days a slightly higher119863nssm was calculated for the very-high-volume SCM concrete than for the control concrete

The Scientific World Journal 9

0

10

20

30

40

50

60

0 10 20 30 40 50 60

Pred

icte

d co

mpr

essiv

e stre

ngth

(MPa

)

Measured compressive strength (MPa)

+125

minus125

3days7days28days

56days91days

Statisticalvalues120574m

120574s120574

Age (days)3

0952

0097

0102

7

1059

0078

0074

28

1002

0063

0062

56

0993

0061

0062

91

1014

0071

0071

Figure 7 Comparison of predicted and measured strengths atdifferent ages

80

85

90

95

100

105

0 30 60 90 120 150 180 210 240 270 300

Relat

ive d

ynam

ic m

odul

us o

f ela

stici

ty (

)

Cycle of repeated freezing-and-thawing

I-CI-140-330-08I-140-350-09

II-CII-140-390-08II-140-410-09

Figure 8 Freezing-and-thawing resistance of concrete tested

regardless of concrete compressive strength However at anage of 91 days119863nssm tended to decrease with increasing 119877SCMup to 08 beyond which it started to increase

The variation of compressive strength of concrete mea-sured from specimens saturated in 5 sulfuric acid solutionfor 28 days is shown in Figure 10(a) The appearance of thosespecimens is presented in Figure 10(b) The deteriorationratio of 1198911015840

119888owing to the saturation in sulfuric acid solution

was between 30 and 32 for the control concrete whereas itdecreased to 8ndash20 for the very-high-volume SCM concretein other words the ratio of 1198911015840

119888after saturation in a sulfuric

acid solution for 28 days relative to the concrete cured atroom temperature wasmeasured to be 69 81 and 92 forspecimens I-C I-140-330-08 and I-140-350-09 respectivelyThis indicates that the deterioration of 1198911015840

119888owing to sulfate

028 91

Measured age (days)

I-CI-140-330-08I-140-350-09

II-CII-140-390-08II-140-410-09

2E minus 12

4E minus 12

6E minus 12

8E minus 12

1E minus 11

12E minus 11

14E minus 11

16E minus 11

18E minus 11

Chlo

ride m

igra

tion

coeffi

cien

t (m

2s

)

Figure 9 Chloride migration coefficient of concrete measured at 28and 91 days

attack decreased with increasing 119877SCM This trend was sim-ilarly observed in terms of the damage to the specimens thatis the presence of damaged chips and flaws decreased withincreasing 119877SCM Hence it can be proposed that the very-high-volume SCM concrete has superior sulfate resistance ascompared to conventional concrete

The beneficial effect of SCMs on the durability of concretecan be explained by improvement in both the impermeabilityand diffusion taking place in water-filled pores or by capillarysuction Gruyaert et al [23] showed that the value of 119863nssmin concrete mixes with 119877

119866varying from 0 to 085 recorded

at an age of 91 days decreases with increasing 119877119866 However

the addition of SCM exceeding a certain limit would result indecreased impermeability as demonstrated in freezing-and-thawing and chloride resistances Hence 119877SCM needs to berestricted to less than 08ndash085 in order to maintain a positiveinfluence on the durability of concrete

4 Conclusions

The present investigation needs to be further extended toexamine the carbonation resistance and inelastic deformationof very-high-volume SCM concrete in order to improve thecompressive strength From the experimental observationson the compressive strength and durability in the currentstudy the following conclusions may be drawn

(1) The compressive strength of the concrete with 119882of 150 kgm3 was commonly lower than that of thecompanion concrete with119882 of 140 kgm3 by approx-imately 10 even at the same119882119861 showing that 1198911015840

119888

of high-volume SCM concrete is somewhat sensitiveto119882

(2) To achieve a value of 1198911015840119888equivalent to that of conven-

tional concrete with typical 119877SCM119882119861 and 119877SCM invery-high-volume SCMconcrete need to be restrictedto less than 40 and to 07 respectively

10 The Scientific World Journal

05

10152025303540

Com

pres

sive s

treng

th (M

Pa)

Specimens

Cured at room temperatureCured under 5 sulfuric acid solution

6981

9268

80

81

II-C

II-1

40-3

90-0

8

II-1

40-4

10-0

9I-C

I-14

0-33

0-0

8

I-14

0-35

0-0

9

(a) 28-day compressive strength

(b) Appearance

Figure 10 Variation of strength and appearance of concrete aftersaturation in sulfuric acid solution

(3) As 119877SCM increased the strength gain ratio at anearly age relative to the 28-day strength tended todecrease whereas that at a long-term age increaseduntil reaching 119877SCM of 08 beyond which it decreasedsomewhat

(4) Unlike the ACI 209 equation which overestimatesthe early strength of high-volume SCM concreteand underestimates the strength at a long-term agethe proposed equations describe well the compres-sive strength development of very-high-volume SCMconcrete the mean and standard deviations of theratios between the experimental and predicted resultswere 10 and 0082 respectively

(5) In general the freezing-and-thawing chloride andsulfate resistances of the high-volume SCM concretemixes were comparable to those of the control mixeswith the typical 119877SCM However the beneficial effectof SCMs on the freezing-and-thawing and chlorideresistances of concrete decreased at 119877SCM of 09

Notations

119860119888 Initial air content of fresh concrete119861 Unit binder content

119863nssm Nonsteady state chloride migrationcoefficient

119864119889 Relative dynamic modulus of

elasticity119866 Unit coarse aggregate content1198911015840

119888 Measured concrete compressive

strength at an age of 28 days1198910 Reference concrete compressive

strength (=10MPa)1198911015840

119888(119905) Concrete compressive strength at age119905 (in days)

119891119888119906 Designed 28-day compressive

strength of concrete119877119860 Ratio of air entraining agent to

binder by weight119877119865 Ratio of fly ash to binder by weight119877119866 Ratio of granulated ground

blast-furnace slag (GGBS) to binderby weight

119877119878 Ratio of silica fume (SF) to binder by

weight119877SCM Ratio of supplementary cementitious

materials (SCMs) to binder by weight119877119878119875 Ratio of the modified

polycarboxylate-basedwater-reducing agent to binder byweight

119878 Unit fine aggregate content119878119886 Fine aggregate-to-total aggregate

ratio by volume119878119894 Initial slump of fresh concrete119882 Unit water content1198820 Reference value for the unit water

content (=100 kgm3)119882119861 Water-to-binder ratio120574119898 Mean of the ratios (120574

119888119904) between

experiments and predictedcompressive strengths

120574119904 Standard deviation of 120574

119888119904

120574V Coefficient of variation of 120574119888119904

Conflict of Interests

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

Acknowledgment

Thisworkwas supported by theNuclear PowerCore Technol-ogy Development Program of the Korea Institute of EnergyTechnology Evaluation and Planning (KETEP) with a Grantfrom the Ministry of Trade Industry amp Energy Republic ofKorea (no 20131520100750)

References

[1] D Khale and R Chaudhary ldquoMechanism of geopolymerizationand factors influencing its development a reviewrdquo Journal ofMaterials Science vol 42 no 3 pp 729ndash746 2007

The Scientific World Journal 11

[2] V M Malhotra and P K Mehta Pozzolanic and CementitiousMaterials Gordon and Breach 1996

[3] E Gartner ldquoIndustrially interesting approaches to ldquolow-CO2rdquo

cementsrdquo Cement and Concrete Research vol 34 no 9 pp1489ndash1498 2004

[4] K H Yang Y B Jung M S Cho and S H Tae ldquoEffect ofsupplementary cementitious materials on reduction of CO

2

emissions from concreterdquo Journal of Cleaner Production 2014[5] S W M Supit F U A Shaikh and P R Sarker ldquoEffect of

ultrafine fly ash onmechanical properties of high volume fly ashmortarrdquo Construction and Building Materials vol 51 pp 278ndash286 2014

[6] Y Y Chen B L A Tuan and C L Hwang ldquoEffect of pasteamount on the properties of self-consolidating concrete con-taining fly ash and slagrdquo Construction and Building Materialsvol 47 pp 340ndash346 2013

[7] R Siddique ldquoPerformance characteristics of high-volume ClassF fly ash concreterdquo Cement and Concrete Research vol 34 no3 pp 487ndash493 2004

[8] K Mala A K Mullick K K Jain and P K Singh ldquoEffect ofrelative levels of mineral admixtures on strength of concretewith ternary cement blendrdquo International Journal of ConcreteStructures and Materials vol 7 no 3 pp 239ndash249 2013

[9] AMNevilleProperties of Concrete AddisonWesley LongmanNew York NY USA 1995

[10] V M Malhotra and P K Mehta High-Performance High-Volume Fly Ash Concrete Supplementary Cementing Materialsfor Sustainable Development Incorporated Ottawa Canada2002

[11] A A Ramezanianpour andVMMalhotra ldquoEffect of curing onthe compressive strength resistance to chloride-ion penetrationand porosity of concretes incorporating slag fly ash or silicafumerdquo Cement and Concrete Composites vol 17 no 2 pp 125ndash133 1995

[12] P K Mukherjee M T Loughborough and V M MalhotraldquoDevelopment of high strength concrete incorporating a largepercentage of fly ash and superplasticizersrdquo Cement and Con-crete Aggregates vol 4 no 2 pp 81ndash86 1982

[13] E Mahmoud A Ibrahim H El-Chabib and V C PatibandlaldquoSelf-consolidating concrete incorporating high volume of flyash slag and recycled alphalt pavementrdquo International Journalof Concrete Structures and Materials vol 7 no 2 pp 155ndash1632013

[14] C H Huang S K Lin C S Chang and H J Chen ldquoMixproportions and mechanical properties of concrete containingvery high-volume of Class F fly ashrdquo Construction and BuildingMaterials vol 46 pp 71ndash78 2013

[15] T Lee and L SWu ldquoEffects of the LOI of fly ash on the concretepropertiesrdquo in Proceedings of the Conference on the Applicationof Fly Ash Concrete in Taiwan Department of Civil Engineeringof National Central University Taoyuan Taiwan 1992

[16] H Yazıcı ldquoThe effect of silica fume and high-volume Class C flyash on mechanical properties chloride penetration and freeze-thaw resistance of self-compacting concreterdquo Construction andBuilding Materials vol 22 no 4 pp 456ndash462 2008

[17] ASTM C618 C989 C143 C231 C39 C666 Annual Book ofASTM Standards V 402 ASTM International West Con-shohocken Pa USA 2012

[18] J H Yoon Portland Cement Paste and Concrete Sejin Incorpo-rated Seoul Republic of Korea 1996

[19] Y S Jeon ldquoDevelopment of mass concrete with low hydrationheatrdquo Tech Rep A04-03-12-10-09 Sampyo Incorporated SeoulRepublic of Korea 2010

[20] NT Build 492 ldquoNordetest methodmdashconcrete mortar andcement-based repair materials chloride migration coefficientfrom non-steady-state migration experimentsrdquo Nordic Councilof Ministers Scandinavia 1999

[21] KH Yang ldquoDevelopment of a new approach for CO2reducing-

based concrete mix designrdquo Tech Rep 12CCTI-C063761-01Kyonggi University Suwon Republic of Korea 2013

[22] ACI Committee 209 ldquoPrediction of creep shrinkage andtemperature effects in concrete structuresrdquo American ConcreteInstitute Farmington Hills Mich USA 1994

[23] E Gruyaert M Maes and N de Belie ldquoPerformance ofBFS concrete k-value concept versus equivalent performanceconceptrdquo Construction and Building Materials vol 47 pp 441ndash455 2013

The Scientific World Journal 9

0

10

20

30

40

50

60

0 10 20 30 40 50 60

Pred

icte

d co

mpr

essiv

e stre

ngth

(MPa

)

Measured compressive strength (MPa)

+125

minus125

3days7days28days

56days91days

Statisticalvalues120574m

120574s120574

Age (days)3

0952

0097

0102

7

1059

0078

0074

28

1002

0063

0062

56

0993

0061

0062

91

1014

0071

0071

Figure 7 Comparison of predicted and measured strengths atdifferent ages

80

85

90

95

100

105

0 30 60 90 120 150 180 210 240 270 300

Relat

ive d

ynam

ic m

odul

us o

f ela

stici

ty (

)

Cycle of repeated freezing-and-thawing

I-CI-140-330-08I-140-350-09

II-CII-140-390-08II-140-410-09

Figure 8 Freezing-and-thawing resistance of concrete tested

regardless of concrete compressive strength However at anage of 91 days119863nssm tended to decrease with increasing 119877SCMup to 08 beyond which it started to increase

The variation of compressive strength of concrete mea-sured from specimens saturated in 5 sulfuric acid solutionfor 28 days is shown in Figure 10(a) The appearance of thosespecimens is presented in Figure 10(b) The deteriorationratio of 1198911015840

119888owing to the saturation in sulfuric acid solution

was between 30 and 32 for the control concrete whereas itdecreased to 8ndash20 for the very-high-volume SCM concretein other words the ratio of 1198911015840

119888after saturation in a sulfuric

acid solution for 28 days relative to the concrete cured atroom temperature wasmeasured to be 69 81 and 92 forspecimens I-C I-140-330-08 and I-140-350-09 respectivelyThis indicates that the deterioration of 1198911015840

119888owing to sulfate

028 91

Measured age (days)

I-CI-140-330-08I-140-350-09

II-CII-140-390-08II-140-410-09

2E minus 12

4E minus 12

6E minus 12

8E minus 12

1E minus 11

12E minus 11

14E minus 11

16E minus 11

18E minus 11

Chlo

ride m

igra

tion

coeffi

cien

t (m

2s

)

Figure 9 Chloride migration coefficient of concrete measured at 28and 91 days

attack decreased with increasing 119877SCM This trend was sim-ilarly observed in terms of the damage to the specimens thatis the presence of damaged chips and flaws decreased withincreasing 119877SCM Hence it can be proposed that the very-high-volume SCM concrete has superior sulfate resistance ascompared to conventional concrete

The beneficial effect of SCMs on the durability of concretecan be explained by improvement in both the impermeabilityand diffusion taking place in water-filled pores or by capillarysuction Gruyaert et al [23] showed that the value of 119863nssmin concrete mixes with 119877

119866varying from 0 to 085 recorded

at an age of 91 days decreases with increasing 119877119866 However

the addition of SCM exceeding a certain limit would result indecreased impermeability as demonstrated in freezing-and-thawing and chloride resistances Hence 119877SCM needs to berestricted to less than 08ndash085 in order to maintain a positiveinfluence on the durability of concrete

4 Conclusions

The present investigation needs to be further extended toexamine the carbonation resistance and inelastic deformationof very-high-volume SCM concrete in order to improve thecompressive strength From the experimental observationson the compressive strength and durability in the currentstudy the following conclusions may be drawn

(1) The compressive strength of the concrete with 119882of 150 kgm3 was commonly lower than that of thecompanion concrete with119882 of 140 kgm3 by approx-imately 10 even at the same119882119861 showing that 1198911015840

119888

of high-volume SCM concrete is somewhat sensitiveto119882

(2) To achieve a value of 1198911015840119888equivalent to that of conven-

tional concrete with typical 119877SCM119882119861 and 119877SCM invery-high-volume SCMconcrete need to be restrictedto less than 40 and to 07 respectively

10 The Scientific World Journal

05

10152025303540

Com

pres

sive s

treng

th (M

Pa)

Specimens

Cured at room temperatureCured under 5 sulfuric acid solution

6981

9268

80

81

II-C

II-1

40-3

90-0

8

II-1

40-4

10-0

9I-C

I-14

0-33

0-0

8

I-14

0-35

0-0

9

(a) 28-day compressive strength

(b) Appearance

Figure 10 Variation of strength and appearance of concrete aftersaturation in sulfuric acid solution

(3) As 119877SCM increased the strength gain ratio at anearly age relative to the 28-day strength tended todecrease whereas that at a long-term age increaseduntil reaching 119877SCM of 08 beyond which it decreasedsomewhat

(4) Unlike the ACI 209 equation which overestimatesthe early strength of high-volume SCM concreteand underestimates the strength at a long-term agethe proposed equations describe well the compres-sive strength development of very-high-volume SCMconcrete the mean and standard deviations of theratios between the experimental and predicted resultswere 10 and 0082 respectively

(5) In general the freezing-and-thawing chloride andsulfate resistances of the high-volume SCM concretemixes were comparable to those of the control mixeswith the typical 119877SCM However the beneficial effectof SCMs on the freezing-and-thawing and chlorideresistances of concrete decreased at 119877SCM of 09

Notations

119860119888 Initial air content of fresh concrete119861 Unit binder content

119863nssm Nonsteady state chloride migrationcoefficient

119864119889 Relative dynamic modulus of

elasticity119866 Unit coarse aggregate content1198911015840

119888 Measured concrete compressive

strength at an age of 28 days1198910 Reference concrete compressive

strength (=10MPa)1198911015840

119888(119905) Concrete compressive strength at age119905 (in days)

119891119888119906 Designed 28-day compressive

strength of concrete119877119860 Ratio of air entraining agent to

binder by weight119877119865 Ratio of fly ash to binder by weight119877119866 Ratio of granulated ground

blast-furnace slag (GGBS) to binderby weight

119877119878 Ratio of silica fume (SF) to binder by

weight119877SCM Ratio of supplementary cementitious

materials (SCMs) to binder by weight119877119878119875 Ratio of the modified

polycarboxylate-basedwater-reducing agent to binder byweight

119878 Unit fine aggregate content119878119886 Fine aggregate-to-total aggregate

ratio by volume119878119894 Initial slump of fresh concrete119882 Unit water content1198820 Reference value for the unit water

content (=100 kgm3)119882119861 Water-to-binder ratio120574119898 Mean of the ratios (120574

119888119904) between

experiments and predictedcompressive strengths

120574119904 Standard deviation of 120574

119888119904

120574V Coefficient of variation of 120574119888119904

Conflict of Interests

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

Acknowledgment

Thisworkwas supported by theNuclear PowerCore Technol-ogy Development Program of the Korea Institute of EnergyTechnology Evaluation and Planning (KETEP) with a Grantfrom the Ministry of Trade Industry amp Energy Republic ofKorea (no 20131520100750)

References

[1] D Khale and R Chaudhary ldquoMechanism of geopolymerizationand factors influencing its development a reviewrdquo Journal ofMaterials Science vol 42 no 3 pp 729ndash746 2007

The Scientific World Journal 11

[2] V M Malhotra and P K Mehta Pozzolanic and CementitiousMaterials Gordon and Breach 1996

[3] E Gartner ldquoIndustrially interesting approaches to ldquolow-CO2rdquo

cementsrdquo Cement and Concrete Research vol 34 no 9 pp1489ndash1498 2004

[4] K H Yang Y B Jung M S Cho and S H Tae ldquoEffect ofsupplementary cementitious materials on reduction of CO

2

emissions from concreterdquo Journal of Cleaner Production 2014[5] S W M Supit F U A Shaikh and P R Sarker ldquoEffect of

ultrafine fly ash onmechanical properties of high volume fly ashmortarrdquo Construction and Building Materials vol 51 pp 278ndash286 2014

[6] Y Y Chen B L A Tuan and C L Hwang ldquoEffect of pasteamount on the properties of self-consolidating concrete con-taining fly ash and slagrdquo Construction and Building Materialsvol 47 pp 340ndash346 2013

[7] R Siddique ldquoPerformance characteristics of high-volume ClassF fly ash concreterdquo Cement and Concrete Research vol 34 no3 pp 487ndash493 2004

[8] K Mala A K Mullick K K Jain and P K Singh ldquoEffect ofrelative levels of mineral admixtures on strength of concretewith ternary cement blendrdquo International Journal of ConcreteStructures and Materials vol 7 no 3 pp 239ndash249 2013

[9] AMNevilleProperties of Concrete AddisonWesley LongmanNew York NY USA 1995

[10] V M Malhotra and P K Mehta High-Performance High-Volume Fly Ash Concrete Supplementary Cementing Materialsfor Sustainable Development Incorporated Ottawa Canada2002

[11] A A Ramezanianpour andVMMalhotra ldquoEffect of curing onthe compressive strength resistance to chloride-ion penetrationand porosity of concretes incorporating slag fly ash or silicafumerdquo Cement and Concrete Composites vol 17 no 2 pp 125ndash133 1995

[12] P K Mukherjee M T Loughborough and V M MalhotraldquoDevelopment of high strength concrete incorporating a largepercentage of fly ash and superplasticizersrdquo Cement and Con-crete Aggregates vol 4 no 2 pp 81ndash86 1982

[13] E Mahmoud A Ibrahim H El-Chabib and V C PatibandlaldquoSelf-consolidating concrete incorporating high volume of flyash slag and recycled alphalt pavementrdquo International Journalof Concrete Structures and Materials vol 7 no 2 pp 155ndash1632013

[14] C H Huang S K Lin C S Chang and H J Chen ldquoMixproportions and mechanical properties of concrete containingvery high-volume of Class F fly ashrdquo Construction and BuildingMaterials vol 46 pp 71ndash78 2013

[15] T Lee and L SWu ldquoEffects of the LOI of fly ash on the concretepropertiesrdquo in Proceedings of the Conference on the Applicationof Fly Ash Concrete in Taiwan Department of Civil Engineeringof National Central University Taoyuan Taiwan 1992

[16] H Yazıcı ldquoThe effect of silica fume and high-volume Class C flyash on mechanical properties chloride penetration and freeze-thaw resistance of self-compacting concreterdquo Construction andBuilding Materials vol 22 no 4 pp 456ndash462 2008

[17] ASTM C618 C989 C143 C231 C39 C666 Annual Book ofASTM Standards V 402 ASTM International West Con-shohocken Pa USA 2012

[18] J H Yoon Portland Cement Paste and Concrete Sejin Incorpo-rated Seoul Republic of Korea 1996

[19] Y S Jeon ldquoDevelopment of mass concrete with low hydrationheatrdquo Tech Rep A04-03-12-10-09 Sampyo Incorporated SeoulRepublic of Korea 2010

[20] NT Build 492 ldquoNordetest methodmdashconcrete mortar andcement-based repair materials chloride migration coefficientfrom non-steady-state migration experimentsrdquo Nordic Councilof Ministers Scandinavia 1999

[21] KH Yang ldquoDevelopment of a new approach for CO2reducing-

based concrete mix designrdquo Tech Rep 12CCTI-C063761-01Kyonggi University Suwon Republic of Korea 2013

[22] ACI Committee 209 ldquoPrediction of creep shrinkage andtemperature effects in concrete structuresrdquo American ConcreteInstitute Farmington Hills Mich USA 1994

[23] E Gruyaert M Maes and N de Belie ldquoPerformance ofBFS concrete k-value concept versus equivalent performanceconceptrdquo Construction and Building Materials vol 47 pp 441ndash455 2013

10 The Scientific World Journal

05

10152025303540

Com

pres

sive s

treng

th (M

Pa)

Specimens

Cured at room temperatureCured under 5 sulfuric acid solution

6981

9268

80

81

II-C

II-1

40-3

90-0

8

II-1

40-4

10-0

9I-C

I-14

0-33

0-0

8

I-14

0-35

0-0

9

(a) 28-day compressive strength

(b) Appearance

Figure 10 Variation of strength and appearance of concrete aftersaturation in sulfuric acid solution

(3) As 119877SCM increased the strength gain ratio at anearly age relative to the 28-day strength tended todecrease whereas that at a long-term age increaseduntil reaching 119877SCM of 08 beyond which it decreasedsomewhat

(4) Unlike the ACI 209 equation which overestimatesthe early strength of high-volume SCM concreteand underestimates the strength at a long-term agethe proposed equations describe well the compres-sive strength development of very-high-volume SCMconcrete the mean and standard deviations of theratios between the experimental and predicted resultswere 10 and 0082 respectively

(5) In general the freezing-and-thawing chloride andsulfate resistances of the high-volume SCM concretemixes were comparable to those of the control mixeswith the typical 119877SCM However the beneficial effectof SCMs on the freezing-and-thawing and chlorideresistances of concrete decreased at 119877SCM of 09

Notations

119860119888 Initial air content of fresh concrete119861 Unit binder content

119863nssm Nonsteady state chloride migrationcoefficient

119864119889 Relative dynamic modulus of

elasticity119866 Unit coarse aggregate content1198911015840

119888 Measured concrete compressive

strength at an age of 28 days1198910 Reference concrete compressive

strength (=10MPa)1198911015840

119888(119905) Concrete compressive strength at age119905 (in days)

119891119888119906 Designed 28-day compressive

strength of concrete119877119860 Ratio of air entraining agent to

binder by weight119877119865 Ratio of fly ash to binder by weight119877119866 Ratio of granulated ground

blast-furnace slag (GGBS) to binderby weight

119877119878 Ratio of silica fume (SF) to binder by

weight119877SCM Ratio of supplementary cementitious

materials (SCMs) to binder by weight119877119878119875 Ratio of the modified

polycarboxylate-basedwater-reducing agent to binder byweight

119878 Unit fine aggregate content119878119886 Fine aggregate-to-total aggregate

ratio by volume119878119894 Initial slump of fresh concrete119882 Unit water content1198820 Reference value for the unit water

content (=100 kgm3)119882119861 Water-to-binder ratio120574119898 Mean of the ratios (120574

119888119904) between

experiments and predictedcompressive strengths

120574119904 Standard deviation of 120574

119888119904

120574V Coefficient of variation of 120574119888119904

Conflict of Interests

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

Acknowledgment

Thisworkwas supported by theNuclear PowerCore Technol-ogy Development Program of the Korea Institute of EnergyTechnology Evaluation and Planning (KETEP) with a Grantfrom the Ministry of Trade Industry amp Energy Republic ofKorea (no 20131520100750)

References

[1] D Khale and R Chaudhary ldquoMechanism of geopolymerizationand factors influencing its development a reviewrdquo Journal ofMaterials Science vol 42 no 3 pp 729ndash746 2007

The Scientific World Journal 11

[2] V M Malhotra and P K Mehta Pozzolanic and CementitiousMaterials Gordon and Breach 1996

[3] E Gartner ldquoIndustrially interesting approaches to ldquolow-CO2rdquo

cementsrdquo Cement and Concrete Research vol 34 no 9 pp1489ndash1498 2004

[4] K H Yang Y B Jung M S Cho and S H Tae ldquoEffect ofsupplementary cementitious materials on reduction of CO

2

emissions from concreterdquo Journal of Cleaner Production 2014[5] S W M Supit F U A Shaikh and P R Sarker ldquoEffect of

ultrafine fly ash onmechanical properties of high volume fly ashmortarrdquo Construction and Building Materials vol 51 pp 278ndash286 2014

[6] Y Y Chen B L A Tuan and C L Hwang ldquoEffect of pasteamount on the properties of self-consolidating concrete con-taining fly ash and slagrdquo Construction and Building Materialsvol 47 pp 340ndash346 2013

[7] R Siddique ldquoPerformance characteristics of high-volume ClassF fly ash concreterdquo Cement and Concrete Research vol 34 no3 pp 487ndash493 2004

[8] K Mala A K Mullick K K Jain and P K Singh ldquoEffect ofrelative levels of mineral admixtures on strength of concretewith ternary cement blendrdquo International Journal of ConcreteStructures and Materials vol 7 no 3 pp 239ndash249 2013

[9] AMNevilleProperties of Concrete AddisonWesley LongmanNew York NY USA 1995

[10] V M Malhotra and P K Mehta High-Performance High-Volume Fly Ash Concrete Supplementary Cementing Materialsfor Sustainable Development Incorporated Ottawa Canada2002

[11] A A Ramezanianpour andVMMalhotra ldquoEffect of curing onthe compressive strength resistance to chloride-ion penetrationand porosity of concretes incorporating slag fly ash or silicafumerdquo Cement and Concrete Composites vol 17 no 2 pp 125ndash133 1995

[12] P K Mukherjee M T Loughborough and V M MalhotraldquoDevelopment of high strength concrete incorporating a largepercentage of fly ash and superplasticizersrdquo Cement and Con-crete Aggregates vol 4 no 2 pp 81ndash86 1982

[13] E Mahmoud A Ibrahim H El-Chabib and V C PatibandlaldquoSelf-consolidating concrete incorporating high volume of flyash slag and recycled alphalt pavementrdquo International Journalof Concrete Structures and Materials vol 7 no 2 pp 155ndash1632013

[14] C H Huang S K Lin C S Chang and H J Chen ldquoMixproportions and mechanical properties of concrete containingvery high-volume of Class F fly ashrdquo Construction and BuildingMaterials vol 46 pp 71ndash78 2013

[15] T Lee and L SWu ldquoEffects of the LOI of fly ash on the concretepropertiesrdquo in Proceedings of the Conference on the Applicationof Fly Ash Concrete in Taiwan Department of Civil Engineeringof National Central University Taoyuan Taiwan 1992

[16] H Yazıcı ldquoThe effect of silica fume and high-volume Class C flyash on mechanical properties chloride penetration and freeze-thaw resistance of self-compacting concreterdquo Construction andBuilding Materials vol 22 no 4 pp 456ndash462 2008

[17] ASTM C618 C989 C143 C231 C39 C666 Annual Book ofASTM Standards V 402 ASTM International West Con-shohocken Pa USA 2012

[18] J H Yoon Portland Cement Paste and Concrete Sejin Incorpo-rated Seoul Republic of Korea 1996

[19] Y S Jeon ldquoDevelopment of mass concrete with low hydrationheatrdquo Tech Rep A04-03-12-10-09 Sampyo Incorporated SeoulRepublic of Korea 2010

[20] NT Build 492 ldquoNordetest methodmdashconcrete mortar andcement-based repair materials chloride migration coefficientfrom non-steady-state migration experimentsrdquo Nordic Councilof Ministers Scandinavia 1999

[21] KH Yang ldquoDevelopment of a new approach for CO2reducing-

based concrete mix designrdquo Tech Rep 12CCTI-C063761-01Kyonggi University Suwon Republic of Korea 2013

[22] ACI Committee 209 ldquoPrediction of creep shrinkage andtemperature effects in concrete structuresrdquo American ConcreteInstitute Farmington Hills Mich USA 1994

[23] E Gruyaert M Maes and N de Belie ldquoPerformance ofBFS concrete k-value concept versus equivalent performanceconceptrdquo Construction and Building Materials vol 47 pp 441ndash455 2013

The Scientific World Journal 11

[2] V M Malhotra and P K Mehta Pozzolanic and CementitiousMaterials Gordon and Breach 1996

[3] E Gartner ldquoIndustrially interesting approaches to ldquolow-CO2rdquo

cementsrdquo Cement and Concrete Research vol 34 no 9 pp1489ndash1498 2004

[4] K H Yang Y B Jung M S Cho and S H Tae ldquoEffect ofsupplementary cementitious materials on reduction of CO

2

emissions from concreterdquo Journal of Cleaner Production 2014[5] S W M Supit F U A Shaikh and P R Sarker ldquoEffect of

ultrafine fly ash onmechanical properties of high volume fly ashmortarrdquo Construction and Building Materials vol 51 pp 278ndash286 2014

[6] Y Y Chen B L A Tuan and C L Hwang ldquoEffect of pasteamount on the properties of self-consolidating concrete con-taining fly ash and slagrdquo Construction and Building Materialsvol 47 pp 340ndash346 2013

[7] R Siddique ldquoPerformance characteristics of high-volume ClassF fly ash concreterdquo Cement and Concrete Research vol 34 no3 pp 487ndash493 2004

[8] K Mala A K Mullick K K Jain and P K Singh ldquoEffect ofrelative levels of mineral admixtures on strength of concretewith ternary cement blendrdquo International Journal of ConcreteStructures and Materials vol 7 no 3 pp 239ndash249 2013

[9] AMNevilleProperties of Concrete AddisonWesley LongmanNew York NY USA 1995

[10] V M Malhotra and P K Mehta High-Performance High-Volume Fly Ash Concrete Supplementary Cementing Materialsfor Sustainable Development Incorporated Ottawa Canada2002

[11] A A Ramezanianpour andVMMalhotra ldquoEffect of curing onthe compressive strength resistance to chloride-ion penetrationand porosity of concretes incorporating slag fly ash or silicafumerdquo Cement and Concrete Composites vol 17 no 2 pp 125ndash133 1995

[12] P K Mukherjee M T Loughborough and V M MalhotraldquoDevelopment of high strength concrete incorporating a largepercentage of fly ash and superplasticizersrdquo Cement and Con-crete Aggregates vol 4 no 2 pp 81ndash86 1982

[13] E Mahmoud A Ibrahim H El-Chabib and V C PatibandlaldquoSelf-consolidating concrete incorporating high volume of flyash slag and recycled alphalt pavementrdquo International Journalof Concrete Structures and Materials vol 7 no 2 pp 155ndash1632013

[14] C H Huang S K Lin C S Chang and H J Chen ldquoMixproportions and mechanical properties of concrete containingvery high-volume of Class F fly ashrdquo Construction and BuildingMaterials vol 46 pp 71ndash78 2013

[15] T Lee and L SWu ldquoEffects of the LOI of fly ash on the concretepropertiesrdquo in Proceedings of the Conference on the Applicationof Fly Ash Concrete in Taiwan Department of Civil Engineeringof National Central University Taoyuan Taiwan 1992

[16] H Yazıcı ldquoThe effect of silica fume and high-volume Class C flyash on mechanical properties chloride penetration and freeze-thaw resistance of self-compacting concreterdquo Construction andBuilding Materials vol 22 no 4 pp 456ndash462 2008

[17] ASTM C618 C989 C143 C231 C39 C666 Annual Book ofASTM Standards V 402 ASTM International West Con-shohocken Pa USA 2012

[18] J H Yoon Portland Cement Paste and Concrete Sejin Incorpo-rated Seoul Republic of Korea 1996

[19] Y S Jeon ldquoDevelopment of mass concrete with low hydrationheatrdquo Tech Rep A04-03-12-10-09 Sampyo Incorporated SeoulRepublic of Korea 2010

[20] NT Build 492 ldquoNordetest methodmdashconcrete mortar andcement-based repair materials chloride migration coefficientfrom non-steady-state migration experimentsrdquo Nordic Councilof Ministers Scandinavia 1999

[21] KH Yang ldquoDevelopment of a new approach for CO2reducing-

based concrete mix designrdquo Tech Rep 12CCTI-C063761-01Kyonggi University Suwon Republic of Korea 2013

[22] ACI Committee 209 ldquoPrediction of creep shrinkage andtemperature effects in concrete structuresrdquo American ConcreteInstitute Farmington Hills Mich USA 1994

[23] E Gruyaert M Maes and N de Belie ldquoPerformance ofBFS concrete k-value concept versus equivalent performanceconceptrdquo Construction and Building Materials vol 47 pp 441ndash455 2013