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Research ArticleA Mix Design Procedure for Alkali-Activated High-CalciumFly Ash Concrete Cured at Ambient Temperature
Tanakorn Phoo-ngernkham 1 Chattarika Phiangphimai1
Nattapong Damrongwiriyanupap2 Sakonwan Hanjitsuwan 3 Jaksada Thumrongvut1
and Prinya Chindaprasirt 45
1Department of Civil Engineering Faculty of Engineering and Architecture Rajamangala University of Technology IsanNakhon Ratchasima 30000 $ailand2Civil Engineering Program School of Engineering University of Phayao Phayao 56000 $ailand3Program of Civil Technology Faculty of Industrial Technology Lampang Rajabhat UniversityLampang 52100 $ailand4Sustainable Infrastructure Research and Development Center Department of Civil EngineeringFaculty of Engineering Khon Kaen University Khon Kaen 40002 $ailand5Academy of Science $e Royal Society of $ailand Dusit Bangkok 10300 $ailand
Correspondence should be addressed to Tanakorn Phoo-ngernkham tanakornphrmutiacth
Received 31 December 2017 Revised 3 March 2018 Accepted 25 March 2018 Published 15 April 2018
Academic Editor Marino Lavorgna
Copyright copy 2018 Tanakorn Phoo-ngernkham et al +is is an open access article distributed under the Creative CommonsAttribution License which permits unrestricted use distribution and reproduction in anymedium provided the original work isproperly cited
+is research focuses on developing a mix design methodology for alkali-activated high-calcium fly ash concrete (AAHFAC)High-calcium fly ash (FA) from theMaeMoh power plant in northern+ailand was used as a starting material Sodium hydroxideand sodium silicate were used as alkaline activator solutions (AAS) Many parameters namely NaOH concentration alkalineactivator solution-to-fly ash (AASFA) ratio and coarse aggregate size were investigated +e 28-day compressive strength wastested to validate the mix design proposed +e mix design methodology of the proposed AAHFAC mixes was given step by stepand it was modified from ACI standards Test results showed that the 28-day compressive strength of 15ndash35MPa was obtainedAfter modifying mix design of the AAHFAC mixes by updating the AASFA ratio from laboratory experiments it was found thatthey met the strength requirement
1 Introduction
Recently alkali-activated binders have been widely studiedto be used as a substitute for Portland cement +is isbecause they show great promise as an environmentallyfriendly binder have high strength are stable at hightemperatures and have high durability which are similarto those of Portland cement [1 2] From the past alkali-activated binders are certainly emerged as a novel con-struction material and have a huge potential to becomea prominent construction product of good environmentalsustainability [3] Alkali-activated binders are normallyobtained from amorphous aluminosilicate materials suchas fly ash calcined kaolin or metakaolin activated with
high alkali solutions [4ndash8] +e sodium aluminosilicatehydrate (N-A-S-H) gel is the main reaction product for thelow-calcium system while calcium silicate hydrate (C-S-H)and calcium aluminosilicate hydrate (C-A-S-H) gelscoexisted with sodium aluminosilicate hydrate (N-A-S-H)gel are the main reaction products for the high-calciumsystem [7 9] In +ailand high-calcium fly ash (FA) fromthe Mae Moh power plant in the north of +ailand isa widely used starting material for making alkali-activatedbinders High CaO content from this FA is very attractivefor making alkali-activated binders because it can enhancethe strength development when cured at ambient tem-perature [10ndash15] +is is why alkali-activated binders areneeded to be used in practical works
HindawiAdvances in Materials Science and EngineeringVolume 2018 Article ID 2460403 13 pageshttpsdoiorg10115520182460403
It is well known that alkali activator solution is one of themost important factors influencing the strength develop-ment of alkali-activated binders From previous study onthis area by Pimraksa et al [16] they reported that sodiumhydroxide and sodium silicate solutions were widely used asliquid activators because of availability and good mechanicalproperties Panias et al [17] claimed that sodium hy-droxide solution is commonly used for the dissolution ofSi4+ and Al3+ ions from FA to form aluminosilicate mate-rials whereas sodium silicate solution contains soluble sil-icate species and thus is used to promote the condensationprocess of alkali-activated binders [13] Many researchers[6 13 18ndash20] reported that a combination of sodium silicateand sodium hydroxide solutions showed the best mechanicalperformance of alkali-activated binders
To be useful in practice a mix design methodology ofalkali-activated binders has been studied For example Lloydet al [21] conducted a mix design methodology for alkali-activated low-calcium fly ash concrete Ananda Kumar andSankara Narayanan [22] studied a design procedure fordifferent grades of alkali-activated concrete by using Indianstandards In this method fly ash content and activatorsolution-to-fly ash ratio were selected based on the strengthrequirement and by keeping the fine aggregate percentage asconstant Ferdous et al [23] proposed amix design for fly ash-based alkali-activated binders concrete by considering theconcrete density variability specific gravity of the materialsair content workability and the strength requirement AlsoLahoti et al [24] studied the mix design factor and strengthprediction of metakaolin-based geopolymer but it was justa study on the basic properties of the geopolymer made frommetakaolin which were not applicable for other raw materialssuch as fly ash and slag +ere were few research studiesconducted by Anuradha et al [22] and Ferdous et al [23] thatused the trial-and-error approach for considering a mixdesign of alkali-activated binders However mix design andproportion of containing binders of alkali-activated concreteseem to be complex becausemore variables are being involvedin it +erefore there is no standard mix design methodavailable for designing alkali-activated binders concrete todate According to the recent study Pavithra et al [25] studieda mix design procedure for alkali-activated low-calcium FAconcrete It is shown that its strength follows a similar trend to
that of Portland cement concrete as per ACI standardsHowever this work still used the temperature curing forenhancing the strength development From the literaturereview there is no research investigated on a mix designmethodology for alkali-activated high-calcium FA con-crete +erefore in this research we attempt to make a newmix design methodology for alkali-activated high-calciumFA concrete Many parameters namely NaOH concen-tration alkaline activator solution-to-binder ratio andcoarse aggregate size have been investigated Engineeringproperties that is setting time compressive strengthflexural strength modulus of elasticity and Poissonrsquos ratioof the AAHFAC have been tested to understand behaviorsfor utilizing this material in the future +e step-by-stepprocedure of the mix design for alkali-activated high-calcium FA concrete will be explained in this paper +eoutcome of this study would lay a foundation for the futureuse of alkali-activated high-calcium FA concrete formanufacturing this material in construction work
2 Experimental Details
21 Materials +e precursor used in this study is fly ash(FA) from lignite coal combustion +e FA is the byproductfrom the Mae Moh power plant in northern +ailand witha specific gravity of 265 a mean particle size of 156 microm anda Blaine fineness of 4400 cm2g respectively Table 1 sum-marizes the chemical compositions of the FA used in thepresent experimental work Note that the FA had a sumof SiO2 +Al2O3 + Fe2O3 at 6096 and CaO at 2579+erefore this FA was classified as class C FA as per ASTMC618 [26] +e fine aggregate is the local river sand (RS)with a specific gravity of 252 and a fineness modulus of220 while coarse aggregates are the crushed lime stone (LS)with various different average sizes of 7 10 and 16mmrespectively Material properties of alkali-activated high-calcium fly ash concrete (AAHFAC) ingredients are illus-trated in Table 2
Sodium hydroxide solution (NaOH) and sodium silicatesolution (Na2SiO3) with 1167 Na2O 2866 SiO2 and5967 H2O were used as liquid activators For example forthe preparation of 10MmiddotNaOH sodium hydroxide pellets of400 gram were dissolved by distilled water of 1 liter and then
Table 1 Chemical compositions of FA (by weight)
Materials SiO2 Al2O3 Fe2O3 CaO MgO K2O Na2O SO3 LOIFA 3132 1396 1564 2579 294 293 283 329 130
Table 2 Material properties of the AAHFAC ingredients
Materials Specific gravity Fineness modulus Absorption capacity () Dry density (kgm3)FA 265 mdash mdash mdashRS 252 220 085 15857mmmiddotLS 264 604 155 142010mmmiddotLS 265 700 150 140516mmmiddotLS 267 709 100 1400
2 Advances in Materials Science and Engineering
allowed to cool down for 24 hours before use to avoid theuncontrolled acceleration of setting of alkali-activatedbinders [27ndash29]
22 Proposed Method for Designing Alkali-Activated High-Calcium Fly Ash Concrete In this paper we propose a novelmix design methodology for alkali-activated high-calcium yash concrete (AAHFAC) in a rational approach It should benoted that the method is easy to use because it is based on theACI 2114R-93 [30] with some modication e parametricstudies are composed of dierent NaOH concentrations
alkaline activator solution- (AAS-) to-binder ratios andcoarse aggregate sizes e ow chart for the mix designprocedure in this study is illustrated in Figure 1 e step-by-step procedure is summarized as follows
(1) Step 1 selection of the maximum size of the coarseaggregate
is step is to select the maximum sizes of coarse ag-gregates for mixing the AAHFAC ree dierent sizes ofcoarse aggregates have been investigated namely 45ndash95mm or average 7mm 95ndash125mm or average 10mmand 125ndash200mm or average 16mm
Target strength of AAHFAC
Set parameters
Select the maximum size ofcoarse aggregates
Calculate the alkali activator solutions (AAS)content Percentage of air
Adjust the AAS due topercentage of void in sand
Calculate NaOH and Na2SiO3
Calculate FA content
Calculate the aggregates
Total volume of the mixne 1m3
Volume adjustment = 1m3
Total volume of the mix
Adjust the mix proportion due to moisturecontent of aggregates
Determination of SP dosage No use of SP dosage
Final mix proportion
Validation of strength achieved
Select the AAS based oncoarse aggregates
Figure 1 Flow chart for the mix design procedure
Advances in Materials Science and Engineering 3
(2) Step 2 selection of the alkaline activator solution(AAS) content and air content
AAS content and air content were based on the maximumcoarse aggregate size as per ACI standards Maximum AASand percentage of air per cubic meter of concrete in this studywere selected by using the slump condition of around 20mmas per ACI standards+is condition is summarized in Table 3
(3) Step 3 adjustment of the alkaline activator solution(AAS) content due to percentage of void in the fineaggregate
As per ACI 2114R-93 [30] a mixture of concrete hasbeen recommended to use the fine aggregate with finenessmodulus values from 24 to 32 However particle shape andsurface texture of the fine aggregate have an effect on itsvoids content therefore mixing water requirements may bedifferent from the values given As mentioned the values forthe required mixing water given are applicable when the fineaggregate is used that has a void content of 35 If not anadjustment of water content must be added into the requiredwater content +erefore this study will calculate the AAScontent due to percentage of void in the fine aggregate ina similar way to Portland cement concrete +is adjustmentcan be calculated using the following equation
AASadjustment
111386811138681113868111386811138681113868111386811138681minus
ρRSSGρw
1113888 11138891113890 1113891 times 1001113896 1113897minus 3511138681113868111386811138681113868111386811138681113868times 475 (1)
where AASadjustment is an adjustment of the AAS content(kgm3) ρRS is the density of the fine aggregate in SSDcondition (kgm3) SG is the specific gravity of the fineaggregate and ρw is the density of water (kgm3)
(4) Step 4 selection of alkaline activator solution-to-flyash (AASFA) ratio
+is research attempts in adopting the standard AAS-to-FA ratio curve of the AAHFAC before use +e minimumcompressive strength could be determined from the re-lationship between 28-day compressive strength and AAS-to-FA ratio Only the compressive strength of AAHFAC wasconsidered as it is the requirement as per ACI 2114R-93 [30]
(5) Step 5 calculation of binder content
+e weight of the binder required per cubic meter of theAAHFAC could be determined by dividing the values ofmixing the AAS content after an adjustment of the AAScontent due to percentage of void in the fine aggregate
(6) Step 6 calculation of individual mass of AAS content(NaOH and Na2SiO3 solutions)
From the literature NaOH and Na2SiO3 were found tobe the commonly used alkali activators [21] In this studyNaOH and Na2SiO3 have been selected as alkaline activatorsolutions According to Table 4 the density of NaOH withdifferent concentrations has been used for calculating thevolume of AAS as per the volume method +e individualmass of alkaline activator solutions content could be cal-culated using the following equation
Na2SiO3 AAS
1 + 1 Na2SiO3NaOH( 1113857( 11138571113858 1113859
NaOH AASminusAAS
1 + 1 Na2SiO3NaOH( 1113857( 11138571113858 1113859
(2)
(7) Step 7 calculation of fine and coarse aggregates
+e mass of fine and coarse aggregates content is de-termined as per the absolute volume method Let the per-centage of the fine aggregate in the total aggregate be 30and that of the coarse aggregate be 70 Fine and coarseaggregates content are determined using the followingequation
MRS 03SG(RS) 1minusVFA minusVNaOH minusVNa2SiO3minusVair1113960 1113961 times 1000
MLS 07SG(LS) 1minusVFA minusVNaOH minusVNa2SiO3minusVair1113960 1113961 times 1000
(3)
where MRS is the mass of the fine aggregate (kg) MLS is themass of the coarse aggregate (kg) SG(RS) is the specificgravity of the fine aggregate SG(LS) is the specific gravity ofthe coarse aggregate VFA is the volume of high-calcium flyash VNaOH is the volume of NaOH VNa2SiO3
is the volume ofNa2SiO3 and Vair is the volume of entrapped air
(8) Step 8 calculation of superplasticizer dosage
+e AAS has the higher viscosity than tap water whenused for making the AAHFAC Hardjito et al [32] reportedthat the dosage of the superplasticizer was effective for therange between 08 and 2 of binder content to improve theworkability of alkali-activated binder concrete Pavithra et al[25] also claimed that the use of superplasticizer dosage wasfound to have impact on behavior of fresh alkali-activatedbinder concrete however it had a little effect on strengthand other properties +erefore to improve the workabilityof the AAHFAC a small amount of the superplasticizer wasincorporated in the mixture
(9) Step 9 validation of strength attained with theproposed mix design
+e 28-day compressive strength obtained from testingwill be verified with the target strength
(10) Step 10 recalculation of Step 4 by the strengthobtained from Step 9
Table 3 Maximum water content and percentage of air per cubicmeter of concrete [31]
Normal maximum sizeof the aggregate (mm)
Maximum watercontent (kgm3)
Percentageof void ()
10 225 30125 215 2520 200 20
Table 4 Density of NaOH solution with different concentrations
NaOH (molar) 5M 10M 15MDensity (kgm3) 1200 1413 1430
4 Advances in Materials Science and Engineering
After the 28-day compressive strength has been obtainedfrom testing all strengths will be recalculated in Step 4 fordetermining the strength requirement of the AAHFAC withvarious AAS-to-FA ratios
(11) Step 11 validation of strength achieved
Compressive strength tests will be conducted in thelaboratory using the mix design proposed above When thedesigned mix satisfies the strength requirement the finaldevelopment of the AAHFAC can be made by employing theabove design steps
23 Manufacturing and Testing of the AAHFAC +e labo-ratory experiments have been conducted to validate theproposedmix design Based on the AAHFAC trial mix high-calcium fly ash (FA) from the Mae Moh power plant innorthern +ailand is used as a starting material for makingthe AAHFAC Constant NaOHNa2SiO3 ratio is fixed at 10in all mixes +e AAHFAC has been manufactured withdifferent NaOH concentrations of 10M and 15M Both fineand coarse aggregates in saturated surface dry (SSD) con-dition have been used for making the AAHFAC Crushedlime stone with different average sizes of 7 10 and 16mmrespectively is investigated In this present work mix designof the AAHFAC with slump at around 175ndash225mm oraverage 20mm has been controlled in order to ensure theworkability of the AAHFAC
For the mixing of the AAHFAC fine and coarse ag-gregates were mixed together first for 60 s After thatNaOH solution was added and then they were mixed
again for 30 s After 30 s FA was added and then themixture was mixed for 60 s Afterward Na2SiO3 solutionand superplasticizer were added into the mixture and themixture was mixed again for a further 60 s until becominghomogeneous +e mix proportions of the AAHFAC areillustrated in Table 5
After mixing the workability of the AAHFAC wastested using the slump cone test as per ASTM C143 [33] asshown in Figure 2 Setting time of the AAHFAC wasevaluated using the method of penetration resistance as perASTM C403C403M-16 [34] After that a fresh AAHFACwas placed into a cylinder mold with 100mm diameter and200mm height to measure the compressive strengthmodulus of elasticity and Poissonrsquos ratio Tests for thedetermination of the static chord modulus of elasticity andPoissonrsquos ratio of the samples have been carried out as perASTM C469 [35] +e 75 times 75 times 300 mm3 long beam wasused to measure the flexural strength of the AAHFAC andthe flexural strength was calculated as per ASTM C78 [36]+e test setup for the compressive strength flexuralstrength modulus of elasticity and Poissonrsquos ratio of theAAHFAC is illustrated in Figures 3 and 4 After curing theAAHFAC samples were demolded with the aid of slighttapping at the side of the mold at the age of 1 day andimmediately wrapped with vinyl sheet to protect moistureloss and kept at the ambient room temperature All samplesof the compressive strength flexural strength modulus ofelasticity and Poissonrsquos ratio were tested at the age of 28days of curing of the AAHFAC Five identical samples weretested for each mix and the average value was used as thetest result
Table 5 Mix proportion used in this study based on the mix design procedure
Mix Symbol FA(kgm3)
NaOH (kgm3) Na2SiO3(kgm3)
Aggregates (kgm3) SP(kgm3)10M 15M 7mmmiddotLS 10mmmiddotLS 16mmmiddotLS RS
1 045AAS10M7mmLS 523 118 mdash 118 1124 mdash mdash 459 522 045AAS10M10mmLS 500 113 mdash 113 mdash 1166 mdash 475 503 045AAS10M16mmLS 478 108 mdash 108 mdash mdash 1211 490 484 050AAS10M7mmLS 470 118 mdash 118 1161 mdash mdash 474 475 050AAS10M10mmLS 450 113 mdash 113 mdash 1201 mdash 489 456 050AAS10M16mmLS 430 108 mdash 108 mdash mdash 1245 504 437 055AAS10M7mmLS 428 118 mdash 118 1191 mdash mdash 487 438 055AAS10M10mmLS 409 113 mdash 113 mdash 1231 mdash 501 419 055AAS10M16mmLS 391 108 mdash 108 mdash mdash 1273 515 3910 060AAS10M7mmLS 392 118 mdash 118 1216 mdash mdash 497 3911 060AAS10M10mmLS 375 113 mdash 113 mdash 1255 mdash 511 3812 060AAS10M16mmLS 359 108 mdash 108 mdash mdash 1296 525 3613 045AAS15M7mmLS 523 mdash 118 118 1126 mdash mdash 460 5214 045AAS150M10mmLS 500 mdash 113 113 mdash 1168 mdash 475 5015 045AAS15M16mmLS 478 mdash 108 108 mdash mdash 1212 491 4816 050AAS15M7mmLS 470 mdash 118 118 1163 mdash mdash 475 4717 050AAS15M10mmLS 450 mdash 113 113 mdash 1203 mdash 490 4518 050AAS15M16mmLS 430 mdash 108 108 mdash mdash 1246 505 4319 055AASB15M7mmLS 428 mdash 118 118 1193 mdash mdash 487 4320 055AAS15M10mmLS 409 mdash 113 113 mdash 1232 mdash 502 4121 055AAS15M16mmLS 391 mdash 108 108 mdash mdash 1274 516 3922 060AASB150M7mmLS 392 mdash 118 118 1218 mdash mdash 498 3923 060AAS15M10mmLS 375 mdash 113 113 mdash 1257 mdash 512 3824 060AAS15M16mmLS 359 mdash 108 108 mdash mdash 1298 525 36
Advances in Materials Science and Engineering 5
3 Experimental Results and Discussion
Figures 5ndash10 show the test results of fresh AAHFACand mechanical properties of the AAHFAC According toFigure 5 the slump values are between 18 and 22mmtherefore mix design of the AAHFAC from Table 5 is inline with the slump value at around 175ndash225mm As
mentioned the AAS and air contents based on the maximumsize of the aggregate as per the ACI standard could be takenfor this study +e final setting time of the AAHFAC tends toobviously increase with the increase of AASFA ratio andNaOH concentration as illustrated in Figure 6 +is resultconforms to the previous studies [37 38] that an increase offluid medium content resulted in less particle interaction andincreased the workability of the mixture Hanjitsuwan et al[39] and Rattanasak and Chindaprasirt [40] also explainedthat NaOH concentration is a main reason for leaching outof Si4+ and Al3+ ions therefore the time of setting tends toincrease However different sizes of the coarse aggregate aremarginal changed in the setting time of the AAHFAC
Test results of the compressive strength modulus ofelasticity and Poissonrsquos ratio have been shown in Figures 7and 8 It is found that the compressive and flexural strengthstend to increase with the increase of AASFA ratio and NaOHconcentration however they are decreased with increasingcoarse aggregate sizes Sinsiri et al [38] claimed that the excessOHminus concentration in the mixture at high AASFA ratiocauses the decrease of strength development of the AAHFACsimilar to that in case of increasing water-to-cement ratios forPortland cement concrete Also the excess liquid solutioncould disrupt the polymerization process [37] For the effectof NaOH concentration it is found that the increase in theleaching out of Si4+ and Al3+ ions from FA particles at highNaOH concentration could improve the N-A-S-H gel andthus it gives high strength development of the AAHFAC [40]Also CaO oxide could react with silica and alumina from FAto form C-(A)-S-H gel which coexisted with N-A-S-H gel[11 12 14 15 20] resulting in an enhancement of strength+e short setting time of less than 60 minutes at ambienttemperature with relatively high 28-day compressivestrengths of 160ndash360MPa indicated the role of calcium inthe system +erefore the AAHFAC could be used as analternative repair material as reported by several publications[13 14 20 29 41ndash43] +ere are many reasons such as highcompressive strength [44] negligible drying shrinkage [45]low creep [46] good bondwith reinforcing steel [47 48] goodresistance to acid and sulfate [3 27] fire resistance [49] andexcellent bond with old concrete [14 20 28] For the effect ofcoarse aggregate size the strength development tends todecrease with the increase of coarse aggregate size Generally
Figure 3 Test setup for compressive strength modulus of elas-ticity and Poissonrsquos ratio
Figure 4 Test setup for flexural strength
(a) (b)
Figure 2 Fresh AAHFAC (a) and slump test of the AAHFAC (b)
6 Advances in Materials Science and Engineering
the binder within the AAHFAC is an important factor on thestrength development of the matrix +is agrees with thefindings of Pavithra et al [25] that the increase in total ag-gregate corresponding to the decrease of paste has an adverseeffect on the strength development of low-calcium fly ashgeopolymer concrete
+e experimental results obtained for the modulus ofelasticity and Poissonrsquos ratio of the AAHFACmixes show anoverall increase with the increase of compressive strength asshown in Figures 9 and 10 however the coarse aggregate
size influenced the modulus of elasticity and Poissonrsquos ratioNormally it is well known that the values of modulus ofelasticity and Poissonrsquos ratio of concrete depend on thestiffness of paste and aggregates [50] +e modulus ofelasticity obtained from this study agrees with Nath andSarker [51] that the modulus of elasticity of geopolymerconcrete with 28-day compressive strength of 25ndash45MPawas between 174 and 246GPa while the modulus ofelasticity of Portland cement concrete was between 25 and35GPa [51 52] According to Figure 10 Poissonrsquos ratio for
0
5
10
15
20
25
30
Slum
p (m
m)
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Mix proportions
Figure 5 Slump of the AAHFAC
0
10
20
30
40
50
60
Pot l
ife (m
in)
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Mix proportions
Figure 6 Pot life of the AAHFAC
Advances in Materials Science and Engineering 7
all of the AAHFAC mixes is between 021 and 031 +eyshow values slightly higher than the values assigned fornormal strength of Portland cement concrete which arebetween 011 and 021 [50] +e high Poissonrsquos ratios wereassociated with the mixes with large aggregates of 16mmFor the mixes with smaller aggregates of 7 and 11mmPoissonrsquos ratios are between 021 and 027 similar to thepreviously reported values of inorganic polymer concretebetween 023 and 026 and also in the same range as those ofhigh strength concrete between 020 and 025 [50]
4 Verification of the Mix Design MethodologyUsing Laboratory Experiments
To develop the mix design methodology of the AAHFACsome parameters from laboratory experiments should beupdated before use In order to support the basic principlesof mix design the relationship between 28-day compressivestrength and AASFA ratio from laboratory experiments hasbeen produced as shown in Figure 11 +e AASFA ratiocurve can be determined for the minimum 28-day
0
5
10
15
20
25
30
35
40
Mix proportions
28-d
ay co
mpr
essiv
e str
engt
h (M
Pa)
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Figure 7 28-day compressive strength of the AAHFAC
0
1
2
3
4
5
6
7
8
9
10
28-d
ay fl
exur
al st
reng
th (M
Pa)
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Mix proportions
Figure 8 28-day flexural strength of the AAHFAC
8 Advances in Materials Science and Engineering
compressive strength of the AAHFAC similar to that of thewater-to-cement ratio curve of Portland cement concrete
According to Table 5 and Figures 5ndash10 the 24 differentmixes of the AAHFAC were conducted to develop themix design methodology +e 28-day compressive strengthof the AAHFAC cured at ambient temperature rangingfrom 15 to 35MPa was obtained by using the proposed mixdesign methodology All obtained compressive strengthsof the AAHFAC mixes can be separated into 5 strength re-quirements namely 15 20 25 30 and 35MPa respectively
+ese obtained strength requirements of the AAHFACwill beused to recalculate in Step 4 for determining the strengthrequirement of the AAHFAC with various AASFA ratios(Figure 11)
In order to verify the mix design procedure an exampledesign of the AAHFAC mix with the target 28-day com-pressive strength of 30MPa has been considered +e pa-rameters are NaOH concentration of 10M maximumaggregate size of 10mm and Na2SiO3NaOH ratio of 10Material properties of the AAHFAC ingredients are
0
5
10
15
20
25
30
35
40
28-d
ay el
astic
mod
ulus
(GPa
)
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Mix proportions
Figure 9 28-day elastic modulus of the AAHFAC
000
005
010
015
020
025
030
035
040
Poiss
onrsquos
ratio
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
Mix proportions
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Figure 10 28-day Poissonrsquos ratio of the AAHFAC
Advances in Materials Science and Engineering 9
illustrated in Table 2 +e step-by-step procedure of the mixdesign is explained as follows
Step 1 selection of the maximum coarse aggregate size
+is mix design of the AAHFAC has been selected themaximum coarse aggregate size of 10mm for mixing theAAHFAC
Step 2 selection of AAS and air contents
AAS and air contents are based on the maximum size ofthe coarse aggregate therefore AAS content of 225 kgm3
and air content of 30 have been used as given in Table 3
Step 3 adjustment of AAS content due to percentage ofvoid in the fine aggregate
+e fine aggregate used in this example has a void of37 therefore the value of adjustment could be calculatedas follows
AASadjustment 1minus1585
252lowast 10001113874 11138751113876 1113877 times 1001113882 1113883minus 35
1113868111386811138681113868111386811138681113868
1113868111386811138681113868111386811138681113868
times 475 10 kgm3
(4)
+erefore the AAS content after an adjustment of AAScontent due to percentage of void in the fine aggregate is235 kgm3
Step 4 selection of AASFA ratio
From Figure 11 for the minimum 28-day compressivestrength of 30MPa it is found that the AASFA ratio of 050is obtained when 10MmiddotNaOH was used as alkaline activatorsolution
Step 5 calculation of binder content
FA content AAS contentAASFA ratio
235050
470 kgm3 (5)
Step 6 calculation of NaOH and Na2SiO3 content
+e individual mass of NaOH and Na2SiO3 contentcould be calculated as follows
Na2SiO3 AAS
1 + 1 Na2SiO3NaOH( 1113857( 11138571113858 1113859
235
[1 +(11)] 11750 kgm3
NaOH AASminusAAS
1 + 1 Na2SiO3NaOH( 1113857( 11138571113858 1113859
11750minus235
[1 +(11)] 11750 kgm3
(6)
Step 7 calculation of fine and coarse aggregates
MRS 03(252) 1minus470
265 times 1000minus11751413minus11751485minus
3100
1113876 1113877
times 1000 477 kgm3
MLS 07(264) 1minus470
265 times 1000minus11751413minus11751485minus
3100
1113876 1113877
times 1000 1164 kgm3
(7)
Step 8 calculation of superplasticizer dosage
SP dosage 1100
1113874 1113875 times 470 47 kgm3 (8)
Step 9 summarization of mix design
Based on the mix design methodology of the AAHFACmix mix proportions of ingredients are concluded as follows
FA 470 kgm3
RS 477 kgm3
LS 1164 kgm3
NaOH 1175 kgm3
Na2SiO3 1175 kgm3
SP 47 kgm3
(9)
Step 10 validation of strength achieved
After following the mix design of the AAHFAC mix theAAHFAC samples were tested for compressive strength oncylinder molds with 100mm diameter and 200mm heightAfter testing it is found that the 28-day compressive strengthof the AAHFAC is 3115MPa+erefore themix design of theAAHFAC above meets the strength requirement
5 Conclusion
In this study the novel mix design methodology for alkali-activated high-calcium fly ash concrete (AAHFAC) cured atambient temperature in a rational way was proposed From
0
10
20
30
40
50
60
035 040 045 050 055 060 065 070 075 080 085 090 095Alkaline activator solutionfly ash (AASFA) ratio
28-d
ay co
mpr
essiv
e stre
ngth
(MPa
)
10 M NaOH
15 M NaOH
Figure 11 Twenty-eight-day compressive strength versus theAASFA ratio curve
10 Advances in Materials Science and Engineering
the review of mix design of alkali-activated binders concretethere is no standard mix design method available for de-signing the AAHFAC Some works have been investigated inthis area in an attempt to develop mix design methodologyfor alkali-activated low-calcium fly ash However it still usedthe temperature curing for enhancing the strength devel-opment of alkali-activated low-calcium fly ash but this islimited for construction work To be useful in practicealkali-activated binders concrete cured at ambient temper-ature has been used to solve this problem In this studya new mix design methodology for AAHFAC was modifiedfrom ACI standards +e step-by-step procedure of the mixdesign for the AAHFAC mixes has been explained in theearlier section From laboratory experiments the 28-daycompressive strength of the AAHFAC cured at ambienttemperature ranging from 15 to 35MPa was obtained Aftercompressive strength was obtained the alkaline activatorsolution-to-binder ratios were used tomodify themix designof the AAHFAC Using the modified mix design of theAAHFAC mix it is found that the proposed mix design ofthe AAHFAC in this study meets the strength requirement+is mix design would lay a foundation for the future use ofAAHFAC in construction industry
Conflicts of Interest
+e authors declare that there are no conflicts of interest
Acknowledgments
+is work was financially supported by the TRFNewResearchScholar Grant no MRG6080174 and the +ailand ResearchFund (TRF) under the TRF Distinguished Research ProfessorGrant no DPG6180002+e part of the present work was alsosupported by the European Commission Research Execu-tive Agency via the Marie Skłodowska-Curie Research andInnovation Staff Exchange Project (689857-PRIGeoC-RISE-2015) and the Industry Academia Partnership Programme-2(IAPP161716) ldquoDevelopment of Sustainable GeopolymerConcreterdquo +e authors also would like to acknowledge thesupport of the Department of Civil Engineering Faculty ofEngineering and Architecture Rajamangala University ofTechnology Isan +ailand
References
[1] F Pacheco-Torgal Z Abdollahnejad S Miraldo S Bakloutiand Y Ding ldquoAn overview on the potential of geopolymersfor concrete infrastructure rehabilitationrdquo Construction andBuilding Materials vol 36 pp 1053ndash1058 2012
[2] F Xu X Deng C Peng J Zhu and J P Chen ldquoMix designand flexural toughness of PVA fiber reinforced fly ash-geopolymer compositesrdquo Construction and Building Mate-rials vol 150 pp 179ndash189 2017
[3] P Chindaprasirt P Paisitsrisawat and U RattanasakldquoStrength and resistance to sulfate and sulfuric acid of groundfluidized bed combustion fly ashndashsilica fume alkali-activatedcompositerdquo Advanced Powder Technology vol 25 no 3pp 1087ndash1093 2014
[4] M Albitar P Visintin M S Mohamed Ali andM DrechslerldquoAssessing behaviour of fresh and hardened geopolymer
concrete mixed with class-F fly ashrdquo KSCE Journal of CivilEngineering vol 19 pp 1445ndash1455 2015
[5] Y Jun and J E Oh ldquoMicrostructural characterization ofalkali-activation of six Korean class F fly ashes with differentgeopolymeric reactivity and their zeolitic precursors withvarious mixture designsrdquo KSCE Journal of Civil Engineeringvol 19 no 6 pp 1775ndash1786 2015
[6] S Kumar R Kumar and S P Mehrotra ldquoInfluence ofgranulated blast furnace slag on the reaction structure andproperties of fly ash based geopolymerrdquo Journal of MaterialsScience vol 45 no 3 pp 607ndash615 2010
[7] C Li H Sun and L Li ldquoA review the comparison betweenalkali-activated slag (Si + Ca) and metakaolin (Si + Al) ce-mentsrdquo Cement and Concrete Research vol 40 no 9pp 1341ndash1349 2010
[8] D Ravikumar S Peethamparan and N Neithalath ldquoStruc-ture and strength of NaOH activated concretes containing flyash or GGBFS as the sole binderrdquo Cement and ConcreteComposites vol 32 no 6 pp 399ndash410 2010
[9] A Palomo M W Grutzeck and M T Blanco ldquoAlkali-activated fly ashes a cement for the futurerdquo Cement andConcrete Research vol 29 no 8 pp 1323ndash1329 1999
[10] T Phoo-ngernkham P Chindaprasirt V Sata S Hanjitsuwanand S Hatanaka ldquo+e effect of adding nano-SiO2 and nano-Al2O3 on properties of high calcium fly ash geopolymer curedat ambient temperaturerdquo Materials amp Design vol 55 pp 58ndash65 2014
[11] T Phoo-ngernkham P Chindaprasirt V Sata S Pangdaengand T Sinsiri ldquoProperties of high calcium fly ash geopolymerpastes containing Portland cement as additiverdquo InternationalJournal of Minerals metallurgy and Materials vol 20 no 2pp 214ndash220 2013
[12] T Phoo-ngernkham P Chindaprasirt V Sata and T SinsirildquoHigh calcium fly ash geopolymer containing diatomite asadditiverdquo Indian Journal of Engineering amp Materials Sciencesvol 20 no 2 pp 214ndash220 2013
[13] T Phoo-ngernkham A Maegawa N Mishima S Hatanakaand P Chindaprasirt ldquoEffects of sodium hydroxide and so-dium silicate solutions on compressive and shear bondstrengths of FAndashGBFS geopolymerrdquo Construction andBuilding Materials vol 91 pp 1ndash8 2015
[14] T Phoo-ngernkham V Sata S Hanjitsuwan C RidtirudS Hatanaka and P Chindaprasirt ldquoHigh calcium fly ashgeopolymer mortar containing Portland cement for use asrepair materialrdquo Construction and Building Materials vol 98pp 482ndash488 2015
[15] T Phoo-ngernkham V Sata S Hanjitsuwan C RidtirudS Hatanaka and P Chindaprasirt ldquoCompressive strengthbending and fracture characteristics of high calcium fly ashgeopolymer mortar containing Portland cement cured atambient temperaturerdquo Arabian Journal for Science and En-gineering vol 41 no 4 pp 1263ndash1271 2016
[16] K Pimraksa P Chindaprasirt A Rungchet K Sagoe-Crentsil and T Sato ldquoLightweight geopolymer made ofhighly porous siliceous materials with various Na2OAl2O3and SiO2Al2O3 ratiosrdquo Materials Science and Engineering Avol 528 no 21 pp 6616ndash6623 2011
[17] D Panias I P Giannopoulou and T Perraki ldquoEffect ofsynthesis parameters on the mechanical properties of fly ash-based geopolymersrdquo Colloids and Surfaces A Physicochemicaland Engineering Aspects vol 301 no 1ndash3 pp 246ndash254 2007
[18] A M Rashad ldquoProperties of alkali-activated fly ash concreteblended with slagrdquo Iranian Journal of Materials Science andEngineering vol 10 no 1 pp 57ndash64 2013
Advances in Materials Science and Engineering 11
[19] D Ravikumar and N Neithalath ldquoEffects of activator char-acteristics on the reaction product formation in slag bindersactivated using alkali silicate powder and NaOHrdquo Cement andConcrete Composites vol 34 no 7 pp 809ndash818 2012
[20] T Phoo-ngernkham S Hanjitsuwan N Damrongwiriyanupapand P Chindaprasirt ldquoEffect of sodium hydroxide and sodiumsilicate solutions on strengths of alkali activated high calcium flyash containing Portland cementrdquo KSCE Journal of Civil Engi-neering vol 21 no 6 pp 2202ndash2210 2017
[21] R R Lloyd J L Provis and J S J van Deventer ldquoPoresolution composition and alkali diffusion in inorganicpolymer cementrdquo Cement and Concrete Research vol 40no 9 pp 1386ndash1392 2010
[22] S Ananda Kumar and T S N Sankara Narayanan ldquo+ermalproperties of siliconized epoxy interpenetrating coatingsrdquoProgress in Organic Coatings vol 45 no 4 pp 323ndash330 2002
[23] W Ferdous A Manalo A Khennane and O KayalildquoGeopolymer concrete-filled pultruded composite beamsndashconcrete mix design and applicationrdquo Cement and ConcreteComposites vol 58 pp 1ndash13 2015
[24] M Lahoti P Narang K H Tan and E H Yang ldquoMix designfactors and strength prediction of metakaolin-based geo-polymerrdquo Ceramics International vol 43 no 14 pp 11433ndash11441 2017
[25] P Pavithra M Srinivasula Reddy P Dinakar B HanumanthaRao B K Satpathy and A N Mohanty ldquoA mix designprocedure for geopolymer concrete with fly ashrdquo Journal ofCleaner Production vol 133 pp 117ndash125 2016
[26] ASTM C618-15 ldquoStandard specification for coal fly ash andraw or calcined natural pozzolan for use in concreterdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2015
[27] S Hanjitsuwan T Phoo-ngernkham L Y LiN Damrongwiriyanupap and P Chindaprasirt ldquoStrengthdevelopment and durability of alkali-activated fly ash mortarwith calcium carbide residue as additiverdquo Construction andBuilding Materials vol 162 pp 714ndash723 2018
[28] T Phoo-ngernkham S Hanjitsuwan L Y LiN Damrongwiriyanupap and P Chindaprasirt ldquoAdhesioncharacterization of Portland cement concrete and alkali-activated binders under different types of calcium pro-motersrdquo Advances in Cement Research pp 1ndash11 2018
[29] T Phoo-ngernkham S Hanjitsuwan C SuksiripattanapongJ +umrongvut J Suebsuk and S Sookasem ldquoFlexuralstrength of notched concrete beam filled with alkali-activatedbinders under different types of alkali solutionsrdquo Constructionand Building Materials vol 127 pp 673ndash678 2016
[30] ACI 2114R-93 Guide for Selecting Proportions for High-Strength Concrete with Portland Cement and Fly Ash Ameri-can Concrete Institute Farmington Hills MI USA 1993
[31] ACI 2111-91 Standard Practice for Selecting Proportions forNormal Heavyweight and Mass Concrete American Con-crete Institute Farmington Hills MI USA 1991
[32] D Hardjito S EWallah DM J Sumajouw and B V RanganldquoOn the development of fly ash-based geopolymer concreterdquoACI Materials Journal vol 101 no 6 pp 467ndash472 2004
[33] ASTM C143C143M-15a ldquoStandard test method for slump ofhydraulic-cement concreterdquo Annual Book of ASTM StandardASTM International West Conshohocken PA USA 2015
[34] ASTM C403C403M-16 ldquoStandard test method for time ofsetting of concrete mixtures by penetration resistancerdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2016
[35] ASTM C469 ldquoStandard test method for static modulus ofelasticity and Poissonrsquos ratio of concrete in compressionrdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2002
[36] ASTM C78 ldquoStandard test method for flexural strength ofconcrete (using simple beam with third-point loading)rdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2002
[37] A Sathonsaowaphak P Chindaprasirt and K PimraksaldquoWorkability and strength of lignite bottom ash geopolymermortarrdquo Journal of Hazardous Materials vol 168 no 1pp 44ndash50 2009
[38] T Sinsiri T Phoo-ngernkham V Sata and P Chindaprasirtldquo+e effects of replacement fly ash with diatomite in geo-polymer mortarrdquo Computers and Concrete vol 9 no 6pp 427ndash437 2012
[39] S Hanjitsuwan S Hunpratub P +ongbai S MaensiriV Sata and P Chindaprasirt ldquoEffects of NaOH concentra-tions on physical and electrical properties of high calcium flyash geopolymer pasterdquo Cement and Concrete Compositesvol 45 pp 9ndash14 2014
[40] U Rattanasak and P Chindaprasirt ldquoInfluence of NaOHsolution on the synthesis of fly ash geopolymerrdquo MineralsEngineering vol 22 no 12 pp 1073ndash1078 2009
[41] A Hawa D Tonnayopas W Prachasaree and P TaneerananonldquoDevelopment and performance evaluation of very high earlystrength geopolymer for rapid road repairrdquo Advances in Ma-terials Science and Engineering vol 2013 Article ID 7641809 pages 2013
[42] F Pacheco-Torgal J P Castro-Gomes and S Jalali ldquoAdhe-sion characterization of tungsten mine waste geopolymericbinder Influence of OPC concrete substrate surface treat-mentrdquo Construction and Building Materials vol 22 no 3pp 154ndash161 2008
[43] F Pacheco-Torgal J A Labrincha C Leonelli A Palomoand P Chindaprasirt Handbook of Alkali-Activated CementsMortars and Concretes WoodHead Publishing Limited-Elsevier Science and Technology Cambridge UK 2014
[44] P Chindaprasirt T Chareerat S Hatanaka and T CaoldquoHigh strength geopolymer using fine high calcium fly ashrdquoJournal of Materials in Civil Engineering vol 23 no 3pp 264ndash270 2011
[45] C Ridtirud P Chindaprasirt and K Pimraksa ldquoFactorsaffecting the shrinkage of fly ash geopolymersrdquo InternationalJournal of Minerals Metallurgy and Materials vol 18 no 1pp 100ndash104 2011
[46] K Sagoe-Crentsil T Brown and A Taylor ldquoDrying shrinkageand creep performance of geopolymer concreterdquo Journal ofSustainable Cement-BasedMaterials vol 2 no1 pp 35ndash42 2013
[47] S Songpiriyakij T Pulngern P Pungpremtrakul andC Jaturapitakkul ldquoAnchorage of steel bars in concrete bygeopolymer pasterdquo Materials amp Design vol 32 no 5pp 3021ndash3028 2011
[48] P K Sarker ldquoBond strength of reinforcing steel embedded infly ash-based geopolymer concreterdquoMaterials and Structuresvol 44 no 5 pp 1021ndash1030 2011
[49] P K Sarker S Kelly and Z Yao ldquoEffect of fire exposure oncracking spalling and residual strength of fly ash geopolymerconcreterdquo Materials amp Design vol 63 pp 584ndash592 2014
[50] M Sofi J S J van Deventer P A Mendis and G C LukeyldquoEngineering properties of inorganic polymer concretes (IPCs)rdquoCement and Concrete Research vol 37 no 2 pp 251ndash257 2007
[51] P Nath and P K Sarker ldquoFlexural strength and elasticmodulus of ambient-cured blended low-calcium fly ash
12 Advances in Materials Science and Engineering
geopolymer concreterdquo Construction and Building Materialsvol 130 pp 22ndash31 2017
[52] M Shariq J Prasad and H Abbas ldquoEffect of GGBFS on agedependent static modulus of elasticity of concreterdquo Con-struction and Building Materials vol 41 pp 411ndash418 2013
Advances in Materials Science and Engineering 13
CorrosionInternational Journal of
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Submit your manuscripts atwwwhindawicom
It is well known that alkali activator solution is one of themost important factors influencing the strength develop-ment of alkali-activated binders From previous study onthis area by Pimraksa et al [16] they reported that sodiumhydroxide and sodium silicate solutions were widely used asliquid activators because of availability and good mechanicalproperties Panias et al [17] claimed that sodium hy-droxide solution is commonly used for the dissolution ofSi4+ and Al3+ ions from FA to form aluminosilicate mate-rials whereas sodium silicate solution contains soluble sil-icate species and thus is used to promote the condensationprocess of alkali-activated binders [13] Many researchers[6 13 18ndash20] reported that a combination of sodium silicateand sodium hydroxide solutions showed the best mechanicalperformance of alkali-activated binders
To be useful in practice a mix design methodology ofalkali-activated binders has been studied For example Lloydet al [21] conducted a mix design methodology for alkali-activated low-calcium fly ash concrete Ananda Kumar andSankara Narayanan [22] studied a design procedure fordifferent grades of alkali-activated concrete by using Indianstandards In this method fly ash content and activatorsolution-to-fly ash ratio were selected based on the strengthrequirement and by keeping the fine aggregate percentage asconstant Ferdous et al [23] proposed amix design for fly ash-based alkali-activated binders concrete by considering theconcrete density variability specific gravity of the materialsair content workability and the strength requirement AlsoLahoti et al [24] studied the mix design factor and strengthprediction of metakaolin-based geopolymer but it was justa study on the basic properties of the geopolymer made frommetakaolin which were not applicable for other raw materialssuch as fly ash and slag +ere were few research studiesconducted by Anuradha et al [22] and Ferdous et al [23] thatused the trial-and-error approach for considering a mixdesign of alkali-activated binders However mix design andproportion of containing binders of alkali-activated concreteseem to be complex becausemore variables are being involvedin it +erefore there is no standard mix design methodavailable for designing alkali-activated binders concrete todate According to the recent study Pavithra et al [25] studieda mix design procedure for alkali-activated low-calcium FAconcrete It is shown that its strength follows a similar trend to
that of Portland cement concrete as per ACI standardsHowever this work still used the temperature curing forenhancing the strength development From the literaturereview there is no research investigated on a mix designmethodology for alkali-activated high-calcium FA con-crete +erefore in this research we attempt to make a newmix design methodology for alkali-activated high-calciumFA concrete Many parameters namely NaOH concen-tration alkaline activator solution-to-binder ratio andcoarse aggregate size have been investigated Engineeringproperties that is setting time compressive strengthflexural strength modulus of elasticity and Poissonrsquos ratioof the AAHFAC have been tested to understand behaviorsfor utilizing this material in the future +e step-by-stepprocedure of the mix design for alkali-activated high-calcium FA concrete will be explained in this paper +eoutcome of this study would lay a foundation for the futureuse of alkali-activated high-calcium FA concrete formanufacturing this material in construction work
2 Experimental Details
21 Materials +e precursor used in this study is fly ash(FA) from lignite coal combustion +e FA is the byproductfrom the Mae Moh power plant in northern +ailand witha specific gravity of 265 a mean particle size of 156 microm anda Blaine fineness of 4400 cm2g respectively Table 1 sum-marizes the chemical compositions of the FA used in thepresent experimental work Note that the FA had a sumof SiO2 +Al2O3 + Fe2O3 at 6096 and CaO at 2579+erefore this FA was classified as class C FA as per ASTMC618 [26] +e fine aggregate is the local river sand (RS)with a specific gravity of 252 and a fineness modulus of220 while coarse aggregates are the crushed lime stone (LS)with various different average sizes of 7 10 and 16mmrespectively Material properties of alkali-activated high-calcium fly ash concrete (AAHFAC) ingredients are illus-trated in Table 2
Sodium hydroxide solution (NaOH) and sodium silicatesolution (Na2SiO3) with 1167 Na2O 2866 SiO2 and5967 H2O were used as liquid activators For example forthe preparation of 10MmiddotNaOH sodium hydroxide pellets of400 gram were dissolved by distilled water of 1 liter and then
Table 1 Chemical compositions of FA (by weight)
Materials SiO2 Al2O3 Fe2O3 CaO MgO K2O Na2O SO3 LOIFA 3132 1396 1564 2579 294 293 283 329 130
Table 2 Material properties of the AAHFAC ingredients
Materials Specific gravity Fineness modulus Absorption capacity () Dry density (kgm3)FA 265 mdash mdash mdashRS 252 220 085 15857mmmiddotLS 264 604 155 142010mmmiddotLS 265 700 150 140516mmmiddotLS 267 709 100 1400
2 Advances in Materials Science and Engineering
allowed to cool down for 24 hours before use to avoid theuncontrolled acceleration of setting of alkali-activatedbinders [27ndash29]
22 Proposed Method for Designing Alkali-Activated High-Calcium Fly Ash Concrete In this paper we propose a novelmix design methodology for alkali-activated high-calcium yash concrete (AAHFAC) in a rational approach It should benoted that the method is easy to use because it is based on theACI 2114R-93 [30] with some modication e parametricstudies are composed of dierent NaOH concentrations
alkaline activator solution- (AAS-) to-binder ratios andcoarse aggregate sizes e ow chart for the mix designprocedure in this study is illustrated in Figure 1 e step-by-step procedure is summarized as follows
(1) Step 1 selection of the maximum size of the coarseaggregate
is step is to select the maximum sizes of coarse ag-gregates for mixing the AAHFAC ree dierent sizes ofcoarse aggregates have been investigated namely 45ndash95mm or average 7mm 95ndash125mm or average 10mmand 125ndash200mm or average 16mm
Target strength of AAHFAC
Set parameters
Select the maximum size ofcoarse aggregates
Calculate the alkali activator solutions (AAS)content Percentage of air
Adjust the AAS due topercentage of void in sand
Calculate NaOH and Na2SiO3
Calculate FA content
Calculate the aggregates
Total volume of the mixne 1m3
Volume adjustment = 1m3
Total volume of the mix
Adjust the mix proportion due to moisturecontent of aggregates
Determination of SP dosage No use of SP dosage
Final mix proportion
Validation of strength achieved
Select the AAS based oncoarse aggregates
Figure 1 Flow chart for the mix design procedure
Advances in Materials Science and Engineering 3
(2) Step 2 selection of the alkaline activator solution(AAS) content and air content
AAS content and air content were based on the maximumcoarse aggregate size as per ACI standards Maximum AASand percentage of air per cubic meter of concrete in this studywere selected by using the slump condition of around 20mmas per ACI standards+is condition is summarized in Table 3
(3) Step 3 adjustment of the alkaline activator solution(AAS) content due to percentage of void in the fineaggregate
As per ACI 2114R-93 [30] a mixture of concrete hasbeen recommended to use the fine aggregate with finenessmodulus values from 24 to 32 However particle shape andsurface texture of the fine aggregate have an effect on itsvoids content therefore mixing water requirements may bedifferent from the values given As mentioned the values forthe required mixing water given are applicable when the fineaggregate is used that has a void content of 35 If not anadjustment of water content must be added into the requiredwater content +erefore this study will calculate the AAScontent due to percentage of void in the fine aggregate ina similar way to Portland cement concrete +is adjustmentcan be calculated using the following equation
AASadjustment
111386811138681113868111386811138681113868111386811138681minus
ρRSSGρw
1113888 11138891113890 1113891 times 1001113896 1113897minus 3511138681113868111386811138681113868111386811138681113868times 475 (1)
where AASadjustment is an adjustment of the AAS content(kgm3) ρRS is the density of the fine aggregate in SSDcondition (kgm3) SG is the specific gravity of the fineaggregate and ρw is the density of water (kgm3)
(4) Step 4 selection of alkaline activator solution-to-flyash (AASFA) ratio
+is research attempts in adopting the standard AAS-to-FA ratio curve of the AAHFAC before use +e minimumcompressive strength could be determined from the re-lationship between 28-day compressive strength and AAS-to-FA ratio Only the compressive strength of AAHFAC wasconsidered as it is the requirement as per ACI 2114R-93 [30]
(5) Step 5 calculation of binder content
+e weight of the binder required per cubic meter of theAAHFAC could be determined by dividing the values ofmixing the AAS content after an adjustment of the AAScontent due to percentage of void in the fine aggregate
(6) Step 6 calculation of individual mass of AAS content(NaOH and Na2SiO3 solutions)
From the literature NaOH and Na2SiO3 were found tobe the commonly used alkali activators [21] In this studyNaOH and Na2SiO3 have been selected as alkaline activatorsolutions According to Table 4 the density of NaOH withdifferent concentrations has been used for calculating thevolume of AAS as per the volume method +e individualmass of alkaline activator solutions content could be cal-culated using the following equation
Na2SiO3 AAS
1 + 1 Na2SiO3NaOH( 1113857( 11138571113858 1113859
NaOH AASminusAAS
1 + 1 Na2SiO3NaOH( 1113857( 11138571113858 1113859
(2)
(7) Step 7 calculation of fine and coarse aggregates
+e mass of fine and coarse aggregates content is de-termined as per the absolute volume method Let the per-centage of the fine aggregate in the total aggregate be 30and that of the coarse aggregate be 70 Fine and coarseaggregates content are determined using the followingequation
MRS 03SG(RS) 1minusVFA minusVNaOH minusVNa2SiO3minusVair1113960 1113961 times 1000
MLS 07SG(LS) 1minusVFA minusVNaOH minusVNa2SiO3minusVair1113960 1113961 times 1000
(3)
where MRS is the mass of the fine aggregate (kg) MLS is themass of the coarse aggregate (kg) SG(RS) is the specificgravity of the fine aggregate SG(LS) is the specific gravity ofthe coarse aggregate VFA is the volume of high-calcium flyash VNaOH is the volume of NaOH VNa2SiO3
is the volume ofNa2SiO3 and Vair is the volume of entrapped air
(8) Step 8 calculation of superplasticizer dosage
+e AAS has the higher viscosity than tap water whenused for making the AAHFAC Hardjito et al [32] reportedthat the dosage of the superplasticizer was effective for therange between 08 and 2 of binder content to improve theworkability of alkali-activated binder concrete Pavithra et al[25] also claimed that the use of superplasticizer dosage wasfound to have impact on behavior of fresh alkali-activatedbinder concrete however it had a little effect on strengthand other properties +erefore to improve the workabilityof the AAHFAC a small amount of the superplasticizer wasincorporated in the mixture
(9) Step 9 validation of strength attained with theproposed mix design
+e 28-day compressive strength obtained from testingwill be verified with the target strength
(10) Step 10 recalculation of Step 4 by the strengthobtained from Step 9
Table 3 Maximum water content and percentage of air per cubicmeter of concrete [31]
Normal maximum sizeof the aggregate (mm)
Maximum watercontent (kgm3)
Percentageof void ()
10 225 30125 215 2520 200 20
Table 4 Density of NaOH solution with different concentrations
NaOH (molar) 5M 10M 15MDensity (kgm3) 1200 1413 1430
4 Advances in Materials Science and Engineering
After the 28-day compressive strength has been obtainedfrom testing all strengths will be recalculated in Step 4 fordetermining the strength requirement of the AAHFAC withvarious AAS-to-FA ratios
(11) Step 11 validation of strength achieved
Compressive strength tests will be conducted in thelaboratory using the mix design proposed above When thedesigned mix satisfies the strength requirement the finaldevelopment of the AAHFAC can be made by employing theabove design steps
23 Manufacturing and Testing of the AAHFAC +e labo-ratory experiments have been conducted to validate theproposedmix design Based on the AAHFAC trial mix high-calcium fly ash (FA) from the Mae Moh power plant innorthern +ailand is used as a starting material for makingthe AAHFAC Constant NaOHNa2SiO3 ratio is fixed at 10in all mixes +e AAHFAC has been manufactured withdifferent NaOH concentrations of 10M and 15M Both fineand coarse aggregates in saturated surface dry (SSD) con-dition have been used for making the AAHFAC Crushedlime stone with different average sizes of 7 10 and 16mmrespectively is investigated In this present work mix designof the AAHFAC with slump at around 175ndash225mm oraverage 20mm has been controlled in order to ensure theworkability of the AAHFAC
For the mixing of the AAHFAC fine and coarse ag-gregates were mixed together first for 60 s After thatNaOH solution was added and then they were mixed
again for 30 s After 30 s FA was added and then themixture was mixed for 60 s Afterward Na2SiO3 solutionand superplasticizer were added into the mixture and themixture was mixed again for a further 60 s until becominghomogeneous +e mix proportions of the AAHFAC areillustrated in Table 5
After mixing the workability of the AAHFAC wastested using the slump cone test as per ASTM C143 [33] asshown in Figure 2 Setting time of the AAHFAC wasevaluated using the method of penetration resistance as perASTM C403C403M-16 [34] After that a fresh AAHFACwas placed into a cylinder mold with 100mm diameter and200mm height to measure the compressive strengthmodulus of elasticity and Poissonrsquos ratio Tests for thedetermination of the static chord modulus of elasticity andPoissonrsquos ratio of the samples have been carried out as perASTM C469 [35] +e 75 times 75 times 300 mm3 long beam wasused to measure the flexural strength of the AAHFAC andthe flexural strength was calculated as per ASTM C78 [36]+e test setup for the compressive strength flexuralstrength modulus of elasticity and Poissonrsquos ratio of theAAHFAC is illustrated in Figures 3 and 4 After curing theAAHFAC samples were demolded with the aid of slighttapping at the side of the mold at the age of 1 day andimmediately wrapped with vinyl sheet to protect moistureloss and kept at the ambient room temperature All samplesof the compressive strength flexural strength modulus ofelasticity and Poissonrsquos ratio were tested at the age of 28days of curing of the AAHFAC Five identical samples weretested for each mix and the average value was used as thetest result
Table 5 Mix proportion used in this study based on the mix design procedure
Mix Symbol FA(kgm3)
NaOH (kgm3) Na2SiO3(kgm3)
Aggregates (kgm3) SP(kgm3)10M 15M 7mmmiddotLS 10mmmiddotLS 16mmmiddotLS RS
1 045AAS10M7mmLS 523 118 mdash 118 1124 mdash mdash 459 522 045AAS10M10mmLS 500 113 mdash 113 mdash 1166 mdash 475 503 045AAS10M16mmLS 478 108 mdash 108 mdash mdash 1211 490 484 050AAS10M7mmLS 470 118 mdash 118 1161 mdash mdash 474 475 050AAS10M10mmLS 450 113 mdash 113 mdash 1201 mdash 489 456 050AAS10M16mmLS 430 108 mdash 108 mdash mdash 1245 504 437 055AAS10M7mmLS 428 118 mdash 118 1191 mdash mdash 487 438 055AAS10M10mmLS 409 113 mdash 113 mdash 1231 mdash 501 419 055AAS10M16mmLS 391 108 mdash 108 mdash mdash 1273 515 3910 060AAS10M7mmLS 392 118 mdash 118 1216 mdash mdash 497 3911 060AAS10M10mmLS 375 113 mdash 113 mdash 1255 mdash 511 3812 060AAS10M16mmLS 359 108 mdash 108 mdash mdash 1296 525 3613 045AAS15M7mmLS 523 mdash 118 118 1126 mdash mdash 460 5214 045AAS150M10mmLS 500 mdash 113 113 mdash 1168 mdash 475 5015 045AAS15M16mmLS 478 mdash 108 108 mdash mdash 1212 491 4816 050AAS15M7mmLS 470 mdash 118 118 1163 mdash mdash 475 4717 050AAS15M10mmLS 450 mdash 113 113 mdash 1203 mdash 490 4518 050AAS15M16mmLS 430 mdash 108 108 mdash mdash 1246 505 4319 055AASB15M7mmLS 428 mdash 118 118 1193 mdash mdash 487 4320 055AAS15M10mmLS 409 mdash 113 113 mdash 1232 mdash 502 4121 055AAS15M16mmLS 391 mdash 108 108 mdash mdash 1274 516 3922 060AASB150M7mmLS 392 mdash 118 118 1218 mdash mdash 498 3923 060AAS15M10mmLS 375 mdash 113 113 mdash 1257 mdash 512 3824 060AAS15M16mmLS 359 mdash 108 108 mdash mdash 1298 525 36
Advances in Materials Science and Engineering 5
3 Experimental Results and Discussion
Figures 5ndash10 show the test results of fresh AAHFACand mechanical properties of the AAHFAC According toFigure 5 the slump values are between 18 and 22mmtherefore mix design of the AAHFAC from Table 5 is inline with the slump value at around 175ndash225mm As
mentioned the AAS and air contents based on the maximumsize of the aggregate as per the ACI standard could be takenfor this study +e final setting time of the AAHFAC tends toobviously increase with the increase of AASFA ratio andNaOH concentration as illustrated in Figure 6 +is resultconforms to the previous studies [37 38] that an increase offluid medium content resulted in less particle interaction andincreased the workability of the mixture Hanjitsuwan et al[39] and Rattanasak and Chindaprasirt [40] also explainedthat NaOH concentration is a main reason for leaching outof Si4+ and Al3+ ions therefore the time of setting tends toincrease However different sizes of the coarse aggregate aremarginal changed in the setting time of the AAHFAC
Test results of the compressive strength modulus ofelasticity and Poissonrsquos ratio have been shown in Figures 7and 8 It is found that the compressive and flexural strengthstend to increase with the increase of AASFA ratio and NaOHconcentration however they are decreased with increasingcoarse aggregate sizes Sinsiri et al [38] claimed that the excessOHminus concentration in the mixture at high AASFA ratiocauses the decrease of strength development of the AAHFACsimilar to that in case of increasing water-to-cement ratios forPortland cement concrete Also the excess liquid solutioncould disrupt the polymerization process [37] For the effectof NaOH concentration it is found that the increase in theleaching out of Si4+ and Al3+ ions from FA particles at highNaOH concentration could improve the N-A-S-H gel andthus it gives high strength development of the AAHFAC [40]Also CaO oxide could react with silica and alumina from FAto form C-(A)-S-H gel which coexisted with N-A-S-H gel[11 12 14 15 20] resulting in an enhancement of strength+e short setting time of less than 60 minutes at ambienttemperature with relatively high 28-day compressivestrengths of 160ndash360MPa indicated the role of calcium inthe system +erefore the AAHFAC could be used as analternative repair material as reported by several publications[13 14 20 29 41ndash43] +ere are many reasons such as highcompressive strength [44] negligible drying shrinkage [45]low creep [46] good bondwith reinforcing steel [47 48] goodresistance to acid and sulfate [3 27] fire resistance [49] andexcellent bond with old concrete [14 20 28] For the effect ofcoarse aggregate size the strength development tends todecrease with the increase of coarse aggregate size Generally
Figure 3 Test setup for compressive strength modulus of elas-ticity and Poissonrsquos ratio
Figure 4 Test setup for flexural strength
(a) (b)
Figure 2 Fresh AAHFAC (a) and slump test of the AAHFAC (b)
6 Advances in Materials Science and Engineering
the binder within the AAHFAC is an important factor on thestrength development of the matrix +is agrees with thefindings of Pavithra et al [25] that the increase in total ag-gregate corresponding to the decrease of paste has an adverseeffect on the strength development of low-calcium fly ashgeopolymer concrete
+e experimental results obtained for the modulus ofelasticity and Poissonrsquos ratio of the AAHFACmixes show anoverall increase with the increase of compressive strength asshown in Figures 9 and 10 however the coarse aggregate
size influenced the modulus of elasticity and Poissonrsquos ratioNormally it is well known that the values of modulus ofelasticity and Poissonrsquos ratio of concrete depend on thestiffness of paste and aggregates [50] +e modulus ofelasticity obtained from this study agrees with Nath andSarker [51] that the modulus of elasticity of geopolymerconcrete with 28-day compressive strength of 25ndash45MPawas between 174 and 246GPa while the modulus ofelasticity of Portland cement concrete was between 25 and35GPa [51 52] According to Figure 10 Poissonrsquos ratio for
0
5
10
15
20
25
30
Slum
p (m
m)
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Mix proportions
Figure 5 Slump of the AAHFAC
0
10
20
30
40
50
60
Pot l
ife (m
in)
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Mix proportions
Figure 6 Pot life of the AAHFAC
Advances in Materials Science and Engineering 7
all of the AAHFAC mixes is between 021 and 031 +eyshow values slightly higher than the values assigned fornormal strength of Portland cement concrete which arebetween 011 and 021 [50] +e high Poissonrsquos ratios wereassociated with the mixes with large aggregates of 16mmFor the mixes with smaller aggregates of 7 and 11mmPoissonrsquos ratios are between 021 and 027 similar to thepreviously reported values of inorganic polymer concretebetween 023 and 026 and also in the same range as those ofhigh strength concrete between 020 and 025 [50]
4 Verification of the Mix Design MethodologyUsing Laboratory Experiments
To develop the mix design methodology of the AAHFACsome parameters from laboratory experiments should beupdated before use In order to support the basic principlesof mix design the relationship between 28-day compressivestrength and AASFA ratio from laboratory experiments hasbeen produced as shown in Figure 11 +e AASFA ratiocurve can be determined for the minimum 28-day
0
5
10
15
20
25
30
35
40
Mix proportions
28-d
ay co
mpr
essiv
e str
engt
h (M
Pa)
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Figure 7 28-day compressive strength of the AAHFAC
0
1
2
3
4
5
6
7
8
9
10
28-d
ay fl
exur
al st
reng
th (M
Pa)
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Mix proportions
Figure 8 28-day flexural strength of the AAHFAC
8 Advances in Materials Science and Engineering
compressive strength of the AAHFAC similar to that of thewater-to-cement ratio curve of Portland cement concrete
According to Table 5 and Figures 5ndash10 the 24 differentmixes of the AAHFAC were conducted to develop themix design methodology +e 28-day compressive strengthof the AAHFAC cured at ambient temperature rangingfrom 15 to 35MPa was obtained by using the proposed mixdesign methodology All obtained compressive strengthsof the AAHFAC mixes can be separated into 5 strength re-quirements namely 15 20 25 30 and 35MPa respectively
+ese obtained strength requirements of the AAHFACwill beused to recalculate in Step 4 for determining the strengthrequirement of the AAHFAC with various AASFA ratios(Figure 11)
In order to verify the mix design procedure an exampledesign of the AAHFAC mix with the target 28-day com-pressive strength of 30MPa has been considered +e pa-rameters are NaOH concentration of 10M maximumaggregate size of 10mm and Na2SiO3NaOH ratio of 10Material properties of the AAHFAC ingredients are
0
5
10
15
20
25
30
35
40
28-d
ay el
astic
mod
ulus
(GPa
)
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Mix proportions
Figure 9 28-day elastic modulus of the AAHFAC
000
005
010
015
020
025
030
035
040
Poiss
onrsquos
ratio
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
Mix proportions
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Figure 10 28-day Poissonrsquos ratio of the AAHFAC
Advances in Materials Science and Engineering 9
illustrated in Table 2 +e step-by-step procedure of the mixdesign is explained as follows
Step 1 selection of the maximum coarse aggregate size
+is mix design of the AAHFAC has been selected themaximum coarse aggregate size of 10mm for mixing theAAHFAC
Step 2 selection of AAS and air contents
AAS and air contents are based on the maximum size ofthe coarse aggregate therefore AAS content of 225 kgm3
and air content of 30 have been used as given in Table 3
Step 3 adjustment of AAS content due to percentage ofvoid in the fine aggregate
+e fine aggregate used in this example has a void of37 therefore the value of adjustment could be calculatedas follows
AASadjustment 1minus1585
252lowast 10001113874 11138751113876 1113877 times 1001113882 1113883minus 35
1113868111386811138681113868111386811138681113868
1113868111386811138681113868111386811138681113868
times 475 10 kgm3
(4)
+erefore the AAS content after an adjustment of AAScontent due to percentage of void in the fine aggregate is235 kgm3
Step 4 selection of AASFA ratio
From Figure 11 for the minimum 28-day compressivestrength of 30MPa it is found that the AASFA ratio of 050is obtained when 10MmiddotNaOH was used as alkaline activatorsolution
Step 5 calculation of binder content
FA content AAS contentAASFA ratio
235050
470 kgm3 (5)
Step 6 calculation of NaOH and Na2SiO3 content
+e individual mass of NaOH and Na2SiO3 contentcould be calculated as follows
Na2SiO3 AAS
1 + 1 Na2SiO3NaOH( 1113857( 11138571113858 1113859
235
[1 +(11)] 11750 kgm3
NaOH AASminusAAS
1 + 1 Na2SiO3NaOH( 1113857( 11138571113858 1113859
11750minus235
[1 +(11)] 11750 kgm3
(6)
Step 7 calculation of fine and coarse aggregates
MRS 03(252) 1minus470
265 times 1000minus11751413minus11751485minus
3100
1113876 1113877
times 1000 477 kgm3
MLS 07(264) 1minus470
265 times 1000minus11751413minus11751485minus
3100
1113876 1113877
times 1000 1164 kgm3
(7)
Step 8 calculation of superplasticizer dosage
SP dosage 1100
1113874 1113875 times 470 47 kgm3 (8)
Step 9 summarization of mix design
Based on the mix design methodology of the AAHFACmix mix proportions of ingredients are concluded as follows
FA 470 kgm3
RS 477 kgm3
LS 1164 kgm3
NaOH 1175 kgm3
Na2SiO3 1175 kgm3
SP 47 kgm3
(9)
Step 10 validation of strength achieved
After following the mix design of the AAHFAC mix theAAHFAC samples were tested for compressive strength oncylinder molds with 100mm diameter and 200mm heightAfter testing it is found that the 28-day compressive strengthof the AAHFAC is 3115MPa+erefore themix design of theAAHFAC above meets the strength requirement
5 Conclusion
In this study the novel mix design methodology for alkali-activated high-calcium fly ash concrete (AAHFAC) cured atambient temperature in a rational way was proposed From
0
10
20
30
40
50
60
035 040 045 050 055 060 065 070 075 080 085 090 095Alkaline activator solutionfly ash (AASFA) ratio
28-d
ay co
mpr
essiv
e stre
ngth
(MPa
)
10 M NaOH
15 M NaOH
Figure 11 Twenty-eight-day compressive strength versus theAASFA ratio curve
10 Advances in Materials Science and Engineering
the review of mix design of alkali-activated binders concretethere is no standard mix design method available for de-signing the AAHFAC Some works have been investigated inthis area in an attempt to develop mix design methodologyfor alkali-activated low-calcium fly ash However it still usedthe temperature curing for enhancing the strength devel-opment of alkali-activated low-calcium fly ash but this islimited for construction work To be useful in practicealkali-activated binders concrete cured at ambient temper-ature has been used to solve this problem In this studya new mix design methodology for AAHFAC was modifiedfrom ACI standards +e step-by-step procedure of the mixdesign for the AAHFAC mixes has been explained in theearlier section From laboratory experiments the 28-daycompressive strength of the AAHFAC cured at ambienttemperature ranging from 15 to 35MPa was obtained Aftercompressive strength was obtained the alkaline activatorsolution-to-binder ratios were used tomodify themix designof the AAHFAC Using the modified mix design of theAAHFAC mix it is found that the proposed mix design ofthe AAHFAC in this study meets the strength requirement+is mix design would lay a foundation for the future use ofAAHFAC in construction industry
Conflicts of Interest
+e authors declare that there are no conflicts of interest
Acknowledgments
+is work was financially supported by the TRFNewResearchScholar Grant no MRG6080174 and the +ailand ResearchFund (TRF) under the TRF Distinguished Research ProfessorGrant no DPG6180002+e part of the present work was alsosupported by the European Commission Research Execu-tive Agency via the Marie Skłodowska-Curie Research andInnovation Staff Exchange Project (689857-PRIGeoC-RISE-2015) and the Industry Academia Partnership Programme-2(IAPP161716) ldquoDevelopment of Sustainable GeopolymerConcreterdquo +e authors also would like to acknowledge thesupport of the Department of Civil Engineering Faculty ofEngineering and Architecture Rajamangala University ofTechnology Isan +ailand
References
[1] F Pacheco-Torgal Z Abdollahnejad S Miraldo S Bakloutiand Y Ding ldquoAn overview on the potential of geopolymersfor concrete infrastructure rehabilitationrdquo Construction andBuilding Materials vol 36 pp 1053ndash1058 2012
[2] F Xu X Deng C Peng J Zhu and J P Chen ldquoMix designand flexural toughness of PVA fiber reinforced fly ash-geopolymer compositesrdquo Construction and Building Mate-rials vol 150 pp 179ndash189 2017
[3] P Chindaprasirt P Paisitsrisawat and U RattanasakldquoStrength and resistance to sulfate and sulfuric acid of groundfluidized bed combustion fly ashndashsilica fume alkali-activatedcompositerdquo Advanced Powder Technology vol 25 no 3pp 1087ndash1093 2014
[4] M Albitar P Visintin M S Mohamed Ali andM DrechslerldquoAssessing behaviour of fresh and hardened geopolymer
concrete mixed with class-F fly ashrdquo KSCE Journal of CivilEngineering vol 19 pp 1445ndash1455 2015
[5] Y Jun and J E Oh ldquoMicrostructural characterization ofalkali-activation of six Korean class F fly ashes with differentgeopolymeric reactivity and their zeolitic precursors withvarious mixture designsrdquo KSCE Journal of Civil Engineeringvol 19 no 6 pp 1775ndash1786 2015
[6] S Kumar R Kumar and S P Mehrotra ldquoInfluence ofgranulated blast furnace slag on the reaction structure andproperties of fly ash based geopolymerrdquo Journal of MaterialsScience vol 45 no 3 pp 607ndash615 2010
[7] C Li H Sun and L Li ldquoA review the comparison betweenalkali-activated slag (Si + Ca) and metakaolin (Si + Al) ce-mentsrdquo Cement and Concrete Research vol 40 no 9pp 1341ndash1349 2010
[8] D Ravikumar S Peethamparan and N Neithalath ldquoStruc-ture and strength of NaOH activated concretes containing flyash or GGBFS as the sole binderrdquo Cement and ConcreteComposites vol 32 no 6 pp 399ndash410 2010
[9] A Palomo M W Grutzeck and M T Blanco ldquoAlkali-activated fly ashes a cement for the futurerdquo Cement andConcrete Research vol 29 no 8 pp 1323ndash1329 1999
[10] T Phoo-ngernkham P Chindaprasirt V Sata S Hanjitsuwanand S Hatanaka ldquo+e effect of adding nano-SiO2 and nano-Al2O3 on properties of high calcium fly ash geopolymer curedat ambient temperaturerdquo Materials amp Design vol 55 pp 58ndash65 2014
[11] T Phoo-ngernkham P Chindaprasirt V Sata S Pangdaengand T Sinsiri ldquoProperties of high calcium fly ash geopolymerpastes containing Portland cement as additiverdquo InternationalJournal of Minerals metallurgy and Materials vol 20 no 2pp 214ndash220 2013
[12] T Phoo-ngernkham P Chindaprasirt V Sata and T SinsirildquoHigh calcium fly ash geopolymer containing diatomite asadditiverdquo Indian Journal of Engineering amp Materials Sciencesvol 20 no 2 pp 214ndash220 2013
[13] T Phoo-ngernkham A Maegawa N Mishima S Hatanakaand P Chindaprasirt ldquoEffects of sodium hydroxide and so-dium silicate solutions on compressive and shear bondstrengths of FAndashGBFS geopolymerrdquo Construction andBuilding Materials vol 91 pp 1ndash8 2015
[14] T Phoo-ngernkham V Sata S Hanjitsuwan C RidtirudS Hatanaka and P Chindaprasirt ldquoHigh calcium fly ashgeopolymer mortar containing Portland cement for use asrepair materialrdquo Construction and Building Materials vol 98pp 482ndash488 2015
[15] T Phoo-ngernkham V Sata S Hanjitsuwan C RidtirudS Hatanaka and P Chindaprasirt ldquoCompressive strengthbending and fracture characteristics of high calcium fly ashgeopolymer mortar containing Portland cement cured atambient temperaturerdquo Arabian Journal for Science and En-gineering vol 41 no 4 pp 1263ndash1271 2016
[16] K Pimraksa P Chindaprasirt A Rungchet K Sagoe-Crentsil and T Sato ldquoLightweight geopolymer made ofhighly porous siliceous materials with various Na2OAl2O3and SiO2Al2O3 ratiosrdquo Materials Science and Engineering Avol 528 no 21 pp 6616ndash6623 2011
[17] D Panias I P Giannopoulou and T Perraki ldquoEffect ofsynthesis parameters on the mechanical properties of fly ash-based geopolymersrdquo Colloids and Surfaces A Physicochemicaland Engineering Aspects vol 301 no 1ndash3 pp 246ndash254 2007
[18] A M Rashad ldquoProperties of alkali-activated fly ash concreteblended with slagrdquo Iranian Journal of Materials Science andEngineering vol 10 no 1 pp 57ndash64 2013
Advances in Materials Science and Engineering 11
[19] D Ravikumar and N Neithalath ldquoEffects of activator char-acteristics on the reaction product formation in slag bindersactivated using alkali silicate powder and NaOHrdquo Cement andConcrete Composites vol 34 no 7 pp 809ndash818 2012
[20] T Phoo-ngernkham S Hanjitsuwan N Damrongwiriyanupapand P Chindaprasirt ldquoEffect of sodium hydroxide and sodiumsilicate solutions on strengths of alkali activated high calcium flyash containing Portland cementrdquo KSCE Journal of Civil Engi-neering vol 21 no 6 pp 2202ndash2210 2017
[21] R R Lloyd J L Provis and J S J van Deventer ldquoPoresolution composition and alkali diffusion in inorganicpolymer cementrdquo Cement and Concrete Research vol 40no 9 pp 1386ndash1392 2010
[22] S Ananda Kumar and T S N Sankara Narayanan ldquo+ermalproperties of siliconized epoxy interpenetrating coatingsrdquoProgress in Organic Coatings vol 45 no 4 pp 323ndash330 2002
[23] W Ferdous A Manalo A Khennane and O KayalildquoGeopolymer concrete-filled pultruded composite beamsndashconcrete mix design and applicationrdquo Cement and ConcreteComposites vol 58 pp 1ndash13 2015
[24] M Lahoti P Narang K H Tan and E H Yang ldquoMix designfactors and strength prediction of metakaolin-based geo-polymerrdquo Ceramics International vol 43 no 14 pp 11433ndash11441 2017
[25] P Pavithra M Srinivasula Reddy P Dinakar B HanumanthaRao B K Satpathy and A N Mohanty ldquoA mix designprocedure for geopolymer concrete with fly ashrdquo Journal ofCleaner Production vol 133 pp 117ndash125 2016
[26] ASTM C618-15 ldquoStandard specification for coal fly ash andraw or calcined natural pozzolan for use in concreterdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2015
[27] S Hanjitsuwan T Phoo-ngernkham L Y LiN Damrongwiriyanupap and P Chindaprasirt ldquoStrengthdevelopment and durability of alkali-activated fly ash mortarwith calcium carbide residue as additiverdquo Construction andBuilding Materials vol 162 pp 714ndash723 2018
[28] T Phoo-ngernkham S Hanjitsuwan L Y LiN Damrongwiriyanupap and P Chindaprasirt ldquoAdhesioncharacterization of Portland cement concrete and alkali-activated binders under different types of calcium pro-motersrdquo Advances in Cement Research pp 1ndash11 2018
[29] T Phoo-ngernkham S Hanjitsuwan C SuksiripattanapongJ +umrongvut J Suebsuk and S Sookasem ldquoFlexuralstrength of notched concrete beam filled with alkali-activatedbinders under different types of alkali solutionsrdquo Constructionand Building Materials vol 127 pp 673ndash678 2016
[30] ACI 2114R-93 Guide for Selecting Proportions for High-Strength Concrete with Portland Cement and Fly Ash Ameri-can Concrete Institute Farmington Hills MI USA 1993
[31] ACI 2111-91 Standard Practice for Selecting Proportions forNormal Heavyweight and Mass Concrete American Con-crete Institute Farmington Hills MI USA 1991
[32] D Hardjito S EWallah DM J Sumajouw and B V RanganldquoOn the development of fly ash-based geopolymer concreterdquoACI Materials Journal vol 101 no 6 pp 467ndash472 2004
[33] ASTM C143C143M-15a ldquoStandard test method for slump ofhydraulic-cement concreterdquo Annual Book of ASTM StandardASTM International West Conshohocken PA USA 2015
[34] ASTM C403C403M-16 ldquoStandard test method for time ofsetting of concrete mixtures by penetration resistancerdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2016
[35] ASTM C469 ldquoStandard test method for static modulus ofelasticity and Poissonrsquos ratio of concrete in compressionrdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2002
[36] ASTM C78 ldquoStandard test method for flexural strength ofconcrete (using simple beam with third-point loading)rdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2002
[37] A Sathonsaowaphak P Chindaprasirt and K PimraksaldquoWorkability and strength of lignite bottom ash geopolymermortarrdquo Journal of Hazardous Materials vol 168 no 1pp 44ndash50 2009
[38] T Sinsiri T Phoo-ngernkham V Sata and P Chindaprasirtldquo+e effects of replacement fly ash with diatomite in geo-polymer mortarrdquo Computers and Concrete vol 9 no 6pp 427ndash437 2012
[39] S Hanjitsuwan S Hunpratub P +ongbai S MaensiriV Sata and P Chindaprasirt ldquoEffects of NaOH concentra-tions on physical and electrical properties of high calcium flyash geopolymer pasterdquo Cement and Concrete Compositesvol 45 pp 9ndash14 2014
[40] U Rattanasak and P Chindaprasirt ldquoInfluence of NaOHsolution on the synthesis of fly ash geopolymerrdquo MineralsEngineering vol 22 no 12 pp 1073ndash1078 2009
[41] A Hawa D Tonnayopas W Prachasaree and P TaneerananonldquoDevelopment and performance evaluation of very high earlystrength geopolymer for rapid road repairrdquo Advances in Ma-terials Science and Engineering vol 2013 Article ID 7641809 pages 2013
[42] F Pacheco-Torgal J P Castro-Gomes and S Jalali ldquoAdhe-sion characterization of tungsten mine waste geopolymericbinder Influence of OPC concrete substrate surface treat-mentrdquo Construction and Building Materials vol 22 no 3pp 154ndash161 2008
[43] F Pacheco-Torgal J A Labrincha C Leonelli A Palomoand P Chindaprasirt Handbook of Alkali-Activated CementsMortars and Concretes WoodHead Publishing Limited-Elsevier Science and Technology Cambridge UK 2014
[44] P Chindaprasirt T Chareerat S Hatanaka and T CaoldquoHigh strength geopolymer using fine high calcium fly ashrdquoJournal of Materials in Civil Engineering vol 23 no 3pp 264ndash270 2011
[45] C Ridtirud P Chindaprasirt and K Pimraksa ldquoFactorsaffecting the shrinkage of fly ash geopolymersrdquo InternationalJournal of Minerals Metallurgy and Materials vol 18 no 1pp 100ndash104 2011
[46] K Sagoe-Crentsil T Brown and A Taylor ldquoDrying shrinkageand creep performance of geopolymer concreterdquo Journal ofSustainable Cement-BasedMaterials vol 2 no1 pp 35ndash42 2013
[47] S Songpiriyakij T Pulngern P Pungpremtrakul andC Jaturapitakkul ldquoAnchorage of steel bars in concrete bygeopolymer pasterdquo Materials amp Design vol 32 no 5pp 3021ndash3028 2011
[48] P K Sarker ldquoBond strength of reinforcing steel embedded infly ash-based geopolymer concreterdquoMaterials and Structuresvol 44 no 5 pp 1021ndash1030 2011
[49] P K Sarker S Kelly and Z Yao ldquoEffect of fire exposure oncracking spalling and residual strength of fly ash geopolymerconcreterdquo Materials amp Design vol 63 pp 584ndash592 2014
[50] M Sofi J S J van Deventer P A Mendis and G C LukeyldquoEngineering properties of inorganic polymer concretes (IPCs)rdquoCement and Concrete Research vol 37 no 2 pp 251ndash257 2007
[51] P Nath and P K Sarker ldquoFlexural strength and elasticmodulus of ambient-cured blended low-calcium fly ash
12 Advances in Materials Science and Engineering
geopolymer concreterdquo Construction and Building Materialsvol 130 pp 22ndash31 2017
[52] M Shariq J Prasad and H Abbas ldquoEffect of GGBFS on agedependent static modulus of elasticity of concreterdquo Con-struction and Building Materials vol 41 pp 411ndash418 2013
Advances in Materials Science and Engineering 13
CorrosionInternational Journal of
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Submit your manuscripts atwwwhindawicom
allowed to cool down for 24 hours before use to avoid theuncontrolled acceleration of setting of alkali-activatedbinders [27ndash29]
22 Proposed Method for Designing Alkali-Activated High-Calcium Fly Ash Concrete In this paper we propose a novelmix design methodology for alkali-activated high-calcium yash concrete (AAHFAC) in a rational approach It should benoted that the method is easy to use because it is based on theACI 2114R-93 [30] with some modication e parametricstudies are composed of dierent NaOH concentrations
alkaline activator solution- (AAS-) to-binder ratios andcoarse aggregate sizes e ow chart for the mix designprocedure in this study is illustrated in Figure 1 e step-by-step procedure is summarized as follows
(1) Step 1 selection of the maximum size of the coarseaggregate
is step is to select the maximum sizes of coarse ag-gregates for mixing the AAHFAC ree dierent sizes ofcoarse aggregates have been investigated namely 45ndash95mm or average 7mm 95ndash125mm or average 10mmand 125ndash200mm or average 16mm
Target strength of AAHFAC
Set parameters
Select the maximum size ofcoarse aggregates
Calculate the alkali activator solutions (AAS)content Percentage of air
Adjust the AAS due topercentage of void in sand
Calculate NaOH and Na2SiO3
Calculate FA content
Calculate the aggregates
Total volume of the mixne 1m3
Volume adjustment = 1m3
Total volume of the mix
Adjust the mix proportion due to moisturecontent of aggregates
Determination of SP dosage No use of SP dosage
Final mix proportion
Validation of strength achieved
Select the AAS based oncoarse aggregates
Figure 1 Flow chart for the mix design procedure
Advances in Materials Science and Engineering 3
(2) Step 2 selection of the alkaline activator solution(AAS) content and air content
AAS content and air content were based on the maximumcoarse aggregate size as per ACI standards Maximum AASand percentage of air per cubic meter of concrete in this studywere selected by using the slump condition of around 20mmas per ACI standards+is condition is summarized in Table 3
(3) Step 3 adjustment of the alkaline activator solution(AAS) content due to percentage of void in the fineaggregate
As per ACI 2114R-93 [30] a mixture of concrete hasbeen recommended to use the fine aggregate with finenessmodulus values from 24 to 32 However particle shape andsurface texture of the fine aggregate have an effect on itsvoids content therefore mixing water requirements may bedifferent from the values given As mentioned the values forthe required mixing water given are applicable when the fineaggregate is used that has a void content of 35 If not anadjustment of water content must be added into the requiredwater content +erefore this study will calculate the AAScontent due to percentage of void in the fine aggregate ina similar way to Portland cement concrete +is adjustmentcan be calculated using the following equation
AASadjustment
111386811138681113868111386811138681113868111386811138681minus
ρRSSGρw
1113888 11138891113890 1113891 times 1001113896 1113897minus 3511138681113868111386811138681113868111386811138681113868times 475 (1)
where AASadjustment is an adjustment of the AAS content(kgm3) ρRS is the density of the fine aggregate in SSDcondition (kgm3) SG is the specific gravity of the fineaggregate and ρw is the density of water (kgm3)
(4) Step 4 selection of alkaline activator solution-to-flyash (AASFA) ratio
+is research attempts in adopting the standard AAS-to-FA ratio curve of the AAHFAC before use +e minimumcompressive strength could be determined from the re-lationship between 28-day compressive strength and AAS-to-FA ratio Only the compressive strength of AAHFAC wasconsidered as it is the requirement as per ACI 2114R-93 [30]
(5) Step 5 calculation of binder content
+e weight of the binder required per cubic meter of theAAHFAC could be determined by dividing the values ofmixing the AAS content after an adjustment of the AAScontent due to percentage of void in the fine aggregate
(6) Step 6 calculation of individual mass of AAS content(NaOH and Na2SiO3 solutions)
From the literature NaOH and Na2SiO3 were found tobe the commonly used alkali activators [21] In this studyNaOH and Na2SiO3 have been selected as alkaline activatorsolutions According to Table 4 the density of NaOH withdifferent concentrations has been used for calculating thevolume of AAS as per the volume method +e individualmass of alkaline activator solutions content could be cal-culated using the following equation
Na2SiO3 AAS
1 + 1 Na2SiO3NaOH( 1113857( 11138571113858 1113859
NaOH AASminusAAS
1 + 1 Na2SiO3NaOH( 1113857( 11138571113858 1113859
(2)
(7) Step 7 calculation of fine and coarse aggregates
+e mass of fine and coarse aggregates content is de-termined as per the absolute volume method Let the per-centage of the fine aggregate in the total aggregate be 30and that of the coarse aggregate be 70 Fine and coarseaggregates content are determined using the followingequation
MRS 03SG(RS) 1minusVFA minusVNaOH minusVNa2SiO3minusVair1113960 1113961 times 1000
MLS 07SG(LS) 1minusVFA minusVNaOH minusVNa2SiO3minusVair1113960 1113961 times 1000
(3)
where MRS is the mass of the fine aggregate (kg) MLS is themass of the coarse aggregate (kg) SG(RS) is the specificgravity of the fine aggregate SG(LS) is the specific gravity ofthe coarse aggregate VFA is the volume of high-calcium flyash VNaOH is the volume of NaOH VNa2SiO3
is the volume ofNa2SiO3 and Vair is the volume of entrapped air
(8) Step 8 calculation of superplasticizer dosage
+e AAS has the higher viscosity than tap water whenused for making the AAHFAC Hardjito et al [32] reportedthat the dosage of the superplasticizer was effective for therange between 08 and 2 of binder content to improve theworkability of alkali-activated binder concrete Pavithra et al[25] also claimed that the use of superplasticizer dosage wasfound to have impact on behavior of fresh alkali-activatedbinder concrete however it had a little effect on strengthand other properties +erefore to improve the workabilityof the AAHFAC a small amount of the superplasticizer wasincorporated in the mixture
(9) Step 9 validation of strength attained with theproposed mix design
+e 28-day compressive strength obtained from testingwill be verified with the target strength
(10) Step 10 recalculation of Step 4 by the strengthobtained from Step 9
Table 3 Maximum water content and percentage of air per cubicmeter of concrete [31]
Normal maximum sizeof the aggregate (mm)
Maximum watercontent (kgm3)
Percentageof void ()
10 225 30125 215 2520 200 20
Table 4 Density of NaOH solution with different concentrations
NaOH (molar) 5M 10M 15MDensity (kgm3) 1200 1413 1430
4 Advances in Materials Science and Engineering
After the 28-day compressive strength has been obtainedfrom testing all strengths will be recalculated in Step 4 fordetermining the strength requirement of the AAHFAC withvarious AAS-to-FA ratios
(11) Step 11 validation of strength achieved
Compressive strength tests will be conducted in thelaboratory using the mix design proposed above When thedesigned mix satisfies the strength requirement the finaldevelopment of the AAHFAC can be made by employing theabove design steps
23 Manufacturing and Testing of the AAHFAC +e labo-ratory experiments have been conducted to validate theproposedmix design Based on the AAHFAC trial mix high-calcium fly ash (FA) from the Mae Moh power plant innorthern +ailand is used as a starting material for makingthe AAHFAC Constant NaOHNa2SiO3 ratio is fixed at 10in all mixes +e AAHFAC has been manufactured withdifferent NaOH concentrations of 10M and 15M Both fineand coarse aggregates in saturated surface dry (SSD) con-dition have been used for making the AAHFAC Crushedlime stone with different average sizes of 7 10 and 16mmrespectively is investigated In this present work mix designof the AAHFAC with slump at around 175ndash225mm oraverage 20mm has been controlled in order to ensure theworkability of the AAHFAC
For the mixing of the AAHFAC fine and coarse ag-gregates were mixed together first for 60 s After thatNaOH solution was added and then they were mixed
again for 30 s After 30 s FA was added and then themixture was mixed for 60 s Afterward Na2SiO3 solutionand superplasticizer were added into the mixture and themixture was mixed again for a further 60 s until becominghomogeneous +e mix proportions of the AAHFAC areillustrated in Table 5
After mixing the workability of the AAHFAC wastested using the slump cone test as per ASTM C143 [33] asshown in Figure 2 Setting time of the AAHFAC wasevaluated using the method of penetration resistance as perASTM C403C403M-16 [34] After that a fresh AAHFACwas placed into a cylinder mold with 100mm diameter and200mm height to measure the compressive strengthmodulus of elasticity and Poissonrsquos ratio Tests for thedetermination of the static chord modulus of elasticity andPoissonrsquos ratio of the samples have been carried out as perASTM C469 [35] +e 75 times 75 times 300 mm3 long beam wasused to measure the flexural strength of the AAHFAC andthe flexural strength was calculated as per ASTM C78 [36]+e test setup for the compressive strength flexuralstrength modulus of elasticity and Poissonrsquos ratio of theAAHFAC is illustrated in Figures 3 and 4 After curing theAAHFAC samples were demolded with the aid of slighttapping at the side of the mold at the age of 1 day andimmediately wrapped with vinyl sheet to protect moistureloss and kept at the ambient room temperature All samplesof the compressive strength flexural strength modulus ofelasticity and Poissonrsquos ratio were tested at the age of 28days of curing of the AAHFAC Five identical samples weretested for each mix and the average value was used as thetest result
Table 5 Mix proportion used in this study based on the mix design procedure
Mix Symbol FA(kgm3)
NaOH (kgm3) Na2SiO3(kgm3)
Aggregates (kgm3) SP(kgm3)10M 15M 7mmmiddotLS 10mmmiddotLS 16mmmiddotLS RS
1 045AAS10M7mmLS 523 118 mdash 118 1124 mdash mdash 459 522 045AAS10M10mmLS 500 113 mdash 113 mdash 1166 mdash 475 503 045AAS10M16mmLS 478 108 mdash 108 mdash mdash 1211 490 484 050AAS10M7mmLS 470 118 mdash 118 1161 mdash mdash 474 475 050AAS10M10mmLS 450 113 mdash 113 mdash 1201 mdash 489 456 050AAS10M16mmLS 430 108 mdash 108 mdash mdash 1245 504 437 055AAS10M7mmLS 428 118 mdash 118 1191 mdash mdash 487 438 055AAS10M10mmLS 409 113 mdash 113 mdash 1231 mdash 501 419 055AAS10M16mmLS 391 108 mdash 108 mdash mdash 1273 515 3910 060AAS10M7mmLS 392 118 mdash 118 1216 mdash mdash 497 3911 060AAS10M10mmLS 375 113 mdash 113 mdash 1255 mdash 511 3812 060AAS10M16mmLS 359 108 mdash 108 mdash mdash 1296 525 3613 045AAS15M7mmLS 523 mdash 118 118 1126 mdash mdash 460 5214 045AAS150M10mmLS 500 mdash 113 113 mdash 1168 mdash 475 5015 045AAS15M16mmLS 478 mdash 108 108 mdash mdash 1212 491 4816 050AAS15M7mmLS 470 mdash 118 118 1163 mdash mdash 475 4717 050AAS15M10mmLS 450 mdash 113 113 mdash 1203 mdash 490 4518 050AAS15M16mmLS 430 mdash 108 108 mdash mdash 1246 505 4319 055AASB15M7mmLS 428 mdash 118 118 1193 mdash mdash 487 4320 055AAS15M10mmLS 409 mdash 113 113 mdash 1232 mdash 502 4121 055AAS15M16mmLS 391 mdash 108 108 mdash mdash 1274 516 3922 060AASB150M7mmLS 392 mdash 118 118 1218 mdash mdash 498 3923 060AAS15M10mmLS 375 mdash 113 113 mdash 1257 mdash 512 3824 060AAS15M16mmLS 359 mdash 108 108 mdash mdash 1298 525 36
Advances in Materials Science and Engineering 5
3 Experimental Results and Discussion
Figures 5ndash10 show the test results of fresh AAHFACand mechanical properties of the AAHFAC According toFigure 5 the slump values are between 18 and 22mmtherefore mix design of the AAHFAC from Table 5 is inline with the slump value at around 175ndash225mm As
mentioned the AAS and air contents based on the maximumsize of the aggregate as per the ACI standard could be takenfor this study +e final setting time of the AAHFAC tends toobviously increase with the increase of AASFA ratio andNaOH concentration as illustrated in Figure 6 +is resultconforms to the previous studies [37 38] that an increase offluid medium content resulted in less particle interaction andincreased the workability of the mixture Hanjitsuwan et al[39] and Rattanasak and Chindaprasirt [40] also explainedthat NaOH concentration is a main reason for leaching outof Si4+ and Al3+ ions therefore the time of setting tends toincrease However different sizes of the coarse aggregate aremarginal changed in the setting time of the AAHFAC
Test results of the compressive strength modulus ofelasticity and Poissonrsquos ratio have been shown in Figures 7and 8 It is found that the compressive and flexural strengthstend to increase with the increase of AASFA ratio and NaOHconcentration however they are decreased with increasingcoarse aggregate sizes Sinsiri et al [38] claimed that the excessOHminus concentration in the mixture at high AASFA ratiocauses the decrease of strength development of the AAHFACsimilar to that in case of increasing water-to-cement ratios forPortland cement concrete Also the excess liquid solutioncould disrupt the polymerization process [37] For the effectof NaOH concentration it is found that the increase in theleaching out of Si4+ and Al3+ ions from FA particles at highNaOH concentration could improve the N-A-S-H gel andthus it gives high strength development of the AAHFAC [40]Also CaO oxide could react with silica and alumina from FAto form C-(A)-S-H gel which coexisted with N-A-S-H gel[11 12 14 15 20] resulting in an enhancement of strength+e short setting time of less than 60 minutes at ambienttemperature with relatively high 28-day compressivestrengths of 160ndash360MPa indicated the role of calcium inthe system +erefore the AAHFAC could be used as analternative repair material as reported by several publications[13 14 20 29 41ndash43] +ere are many reasons such as highcompressive strength [44] negligible drying shrinkage [45]low creep [46] good bondwith reinforcing steel [47 48] goodresistance to acid and sulfate [3 27] fire resistance [49] andexcellent bond with old concrete [14 20 28] For the effect ofcoarse aggregate size the strength development tends todecrease with the increase of coarse aggregate size Generally
Figure 3 Test setup for compressive strength modulus of elas-ticity and Poissonrsquos ratio
Figure 4 Test setup for flexural strength
(a) (b)
Figure 2 Fresh AAHFAC (a) and slump test of the AAHFAC (b)
6 Advances in Materials Science and Engineering
the binder within the AAHFAC is an important factor on thestrength development of the matrix +is agrees with thefindings of Pavithra et al [25] that the increase in total ag-gregate corresponding to the decrease of paste has an adverseeffect on the strength development of low-calcium fly ashgeopolymer concrete
+e experimental results obtained for the modulus ofelasticity and Poissonrsquos ratio of the AAHFACmixes show anoverall increase with the increase of compressive strength asshown in Figures 9 and 10 however the coarse aggregate
size influenced the modulus of elasticity and Poissonrsquos ratioNormally it is well known that the values of modulus ofelasticity and Poissonrsquos ratio of concrete depend on thestiffness of paste and aggregates [50] +e modulus ofelasticity obtained from this study agrees with Nath andSarker [51] that the modulus of elasticity of geopolymerconcrete with 28-day compressive strength of 25ndash45MPawas between 174 and 246GPa while the modulus ofelasticity of Portland cement concrete was between 25 and35GPa [51 52] According to Figure 10 Poissonrsquos ratio for
0
5
10
15
20
25
30
Slum
p (m
m)
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Mix proportions
Figure 5 Slump of the AAHFAC
0
10
20
30
40
50
60
Pot l
ife (m
in)
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Mix proportions
Figure 6 Pot life of the AAHFAC
Advances in Materials Science and Engineering 7
all of the AAHFAC mixes is between 021 and 031 +eyshow values slightly higher than the values assigned fornormal strength of Portland cement concrete which arebetween 011 and 021 [50] +e high Poissonrsquos ratios wereassociated with the mixes with large aggregates of 16mmFor the mixes with smaller aggregates of 7 and 11mmPoissonrsquos ratios are between 021 and 027 similar to thepreviously reported values of inorganic polymer concretebetween 023 and 026 and also in the same range as those ofhigh strength concrete between 020 and 025 [50]
4 Verification of the Mix Design MethodologyUsing Laboratory Experiments
To develop the mix design methodology of the AAHFACsome parameters from laboratory experiments should beupdated before use In order to support the basic principlesof mix design the relationship between 28-day compressivestrength and AASFA ratio from laboratory experiments hasbeen produced as shown in Figure 11 +e AASFA ratiocurve can be determined for the minimum 28-day
0
5
10
15
20
25
30
35
40
Mix proportions
28-d
ay co
mpr
essiv
e str
engt
h (M
Pa)
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Figure 7 28-day compressive strength of the AAHFAC
0
1
2
3
4
5
6
7
8
9
10
28-d
ay fl
exur
al st
reng
th (M
Pa)
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Mix proportions
Figure 8 28-day flexural strength of the AAHFAC
8 Advances in Materials Science and Engineering
compressive strength of the AAHFAC similar to that of thewater-to-cement ratio curve of Portland cement concrete
According to Table 5 and Figures 5ndash10 the 24 differentmixes of the AAHFAC were conducted to develop themix design methodology +e 28-day compressive strengthof the AAHFAC cured at ambient temperature rangingfrom 15 to 35MPa was obtained by using the proposed mixdesign methodology All obtained compressive strengthsof the AAHFAC mixes can be separated into 5 strength re-quirements namely 15 20 25 30 and 35MPa respectively
+ese obtained strength requirements of the AAHFACwill beused to recalculate in Step 4 for determining the strengthrequirement of the AAHFAC with various AASFA ratios(Figure 11)
In order to verify the mix design procedure an exampledesign of the AAHFAC mix with the target 28-day com-pressive strength of 30MPa has been considered +e pa-rameters are NaOH concentration of 10M maximumaggregate size of 10mm and Na2SiO3NaOH ratio of 10Material properties of the AAHFAC ingredients are
0
5
10
15
20
25
30
35
40
28-d
ay el
astic
mod
ulus
(GPa
)
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Mix proportions
Figure 9 28-day elastic modulus of the AAHFAC
000
005
010
015
020
025
030
035
040
Poiss
onrsquos
ratio
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
Mix proportions
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Figure 10 28-day Poissonrsquos ratio of the AAHFAC
Advances in Materials Science and Engineering 9
illustrated in Table 2 +e step-by-step procedure of the mixdesign is explained as follows
Step 1 selection of the maximum coarse aggregate size
+is mix design of the AAHFAC has been selected themaximum coarse aggregate size of 10mm for mixing theAAHFAC
Step 2 selection of AAS and air contents
AAS and air contents are based on the maximum size ofthe coarse aggregate therefore AAS content of 225 kgm3
and air content of 30 have been used as given in Table 3
Step 3 adjustment of AAS content due to percentage ofvoid in the fine aggregate
+e fine aggregate used in this example has a void of37 therefore the value of adjustment could be calculatedas follows
AASadjustment 1minus1585
252lowast 10001113874 11138751113876 1113877 times 1001113882 1113883minus 35
1113868111386811138681113868111386811138681113868
1113868111386811138681113868111386811138681113868
times 475 10 kgm3
(4)
+erefore the AAS content after an adjustment of AAScontent due to percentage of void in the fine aggregate is235 kgm3
Step 4 selection of AASFA ratio
From Figure 11 for the minimum 28-day compressivestrength of 30MPa it is found that the AASFA ratio of 050is obtained when 10MmiddotNaOH was used as alkaline activatorsolution
Step 5 calculation of binder content
FA content AAS contentAASFA ratio
235050
470 kgm3 (5)
Step 6 calculation of NaOH and Na2SiO3 content
+e individual mass of NaOH and Na2SiO3 contentcould be calculated as follows
Na2SiO3 AAS
1 + 1 Na2SiO3NaOH( 1113857( 11138571113858 1113859
235
[1 +(11)] 11750 kgm3
NaOH AASminusAAS
1 + 1 Na2SiO3NaOH( 1113857( 11138571113858 1113859
11750minus235
[1 +(11)] 11750 kgm3
(6)
Step 7 calculation of fine and coarse aggregates
MRS 03(252) 1minus470
265 times 1000minus11751413minus11751485minus
3100
1113876 1113877
times 1000 477 kgm3
MLS 07(264) 1minus470
265 times 1000minus11751413minus11751485minus
3100
1113876 1113877
times 1000 1164 kgm3
(7)
Step 8 calculation of superplasticizer dosage
SP dosage 1100
1113874 1113875 times 470 47 kgm3 (8)
Step 9 summarization of mix design
Based on the mix design methodology of the AAHFACmix mix proportions of ingredients are concluded as follows
FA 470 kgm3
RS 477 kgm3
LS 1164 kgm3
NaOH 1175 kgm3
Na2SiO3 1175 kgm3
SP 47 kgm3
(9)
Step 10 validation of strength achieved
After following the mix design of the AAHFAC mix theAAHFAC samples were tested for compressive strength oncylinder molds with 100mm diameter and 200mm heightAfter testing it is found that the 28-day compressive strengthof the AAHFAC is 3115MPa+erefore themix design of theAAHFAC above meets the strength requirement
5 Conclusion
In this study the novel mix design methodology for alkali-activated high-calcium fly ash concrete (AAHFAC) cured atambient temperature in a rational way was proposed From
0
10
20
30
40
50
60
035 040 045 050 055 060 065 070 075 080 085 090 095Alkaline activator solutionfly ash (AASFA) ratio
28-d
ay co
mpr
essiv
e stre
ngth
(MPa
)
10 M NaOH
15 M NaOH
Figure 11 Twenty-eight-day compressive strength versus theAASFA ratio curve
10 Advances in Materials Science and Engineering
the review of mix design of alkali-activated binders concretethere is no standard mix design method available for de-signing the AAHFAC Some works have been investigated inthis area in an attempt to develop mix design methodologyfor alkali-activated low-calcium fly ash However it still usedthe temperature curing for enhancing the strength devel-opment of alkali-activated low-calcium fly ash but this islimited for construction work To be useful in practicealkali-activated binders concrete cured at ambient temper-ature has been used to solve this problem In this studya new mix design methodology for AAHFAC was modifiedfrom ACI standards +e step-by-step procedure of the mixdesign for the AAHFAC mixes has been explained in theearlier section From laboratory experiments the 28-daycompressive strength of the AAHFAC cured at ambienttemperature ranging from 15 to 35MPa was obtained Aftercompressive strength was obtained the alkaline activatorsolution-to-binder ratios were used tomodify themix designof the AAHFAC Using the modified mix design of theAAHFAC mix it is found that the proposed mix design ofthe AAHFAC in this study meets the strength requirement+is mix design would lay a foundation for the future use ofAAHFAC in construction industry
Conflicts of Interest
+e authors declare that there are no conflicts of interest
Acknowledgments
+is work was financially supported by the TRFNewResearchScholar Grant no MRG6080174 and the +ailand ResearchFund (TRF) under the TRF Distinguished Research ProfessorGrant no DPG6180002+e part of the present work was alsosupported by the European Commission Research Execu-tive Agency via the Marie Skłodowska-Curie Research andInnovation Staff Exchange Project (689857-PRIGeoC-RISE-2015) and the Industry Academia Partnership Programme-2(IAPP161716) ldquoDevelopment of Sustainable GeopolymerConcreterdquo +e authors also would like to acknowledge thesupport of the Department of Civil Engineering Faculty ofEngineering and Architecture Rajamangala University ofTechnology Isan +ailand
References
[1] F Pacheco-Torgal Z Abdollahnejad S Miraldo S Bakloutiand Y Ding ldquoAn overview on the potential of geopolymersfor concrete infrastructure rehabilitationrdquo Construction andBuilding Materials vol 36 pp 1053ndash1058 2012
[2] F Xu X Deng C Peng J Zhu and J P Chen ldquoMix designand flexural toughness of PVA fiber reinforced fly ash-geopolymer compositesrdquo Construction and Building Mate-rials vol 150 pp 179ndash189 2017
[3] P Chindaprasirt P Paisitsrisawat and U RattanasakldquoStrength and resistance to sulfate and sulfuric acid of groundfluidized bed combustion fly ashndashsilica fume alkali-activatedcompositerdquo Advanced Powder Technology vol 25 no 3pp 1087ndash1093 2014
[4] M Albitar P Visintin M S Mohamed Ali andM DrechslerldquoAssessing behaviour of fresh and hardened geopolymer
concrete mixed with class-F fly ashrdquo KSCE Journal of CivilEngineering vol 19 pp 1445ndash1455 2015
[5] Y Jun and J E Oh ldquoMicrostructural characterization ofalkali-activation of six Korean class F fly ashes with differentgeopolymeric reactivity and their zeolitic precursors withvarious mixture designsrdquo KSCE Journal of Civil Engineeringvol 19 no 6 pp 1775ndash1786 2015
[6] S Kumar R Kumar and S P Mehrotra ldquoInfluence ofgranulated blast furnace slag on the reaction structure andproperties of fly ash based geopolymerrdquo Journal of MaterialsScience vol 45 no 3 pp 607ndash615 2010
[7] C Li H Sun and L Li ldquoA review the comparison betweenalkali-activated slag (Si + Ca) and metakaolin (Si + Al) ce-mentsrdquo Cement and Concrete Research vol 40 no 9pp 1341ndash1349 2010
[8] D Ravikumar S Peethamparan and N Neithalath ldquoStruc-ture and strength of NaOH activated concretes containing flyash or GGBFS as the sole binderrdquo Cement and ConcreteComposites vol 32 no 6 pp 399ndash410 2010
[9] A Palomo M W Grutzeck and M T Blanco ldquoAlkali-activated fly ashes a cement for the futurerdquo Cement andConcrete Research vol 29 no 8 pp 1323ndash1329 1999
[10] T Phoo-ngernkham P Chindaprasirt V Sata S Hanjitsuwanand S Hatanaka ldquo+e effect of adding nano-SiO2 and nano-Al2O3 on properties of high calcium fly ash geopolymer curedat ambient temperaturerdquo Materials amp Design vol 55 pp 58ndash65 2014
[11] T Phoo-ngernkham P Chindaprasirt V Sata S Pangdaengand T Sinsiri ldquoProperties of high calcium fly ash geopolymerpastes containing Portland cement as additiverdquo InternationalJournal of Minerals metallurgy and Materials vol 20 no 2pp 214ndash220 2013
[12] T Phoo-ngernkham P Chindaprasirt V Sata and T SinsirildquoHigh calcium fly ash geopolymer containing diatomite asadditiverdquo Indian Journal of Engineering amp Materials Sciencesvol 20 no 2 pp 214ndash220 2013
[13] T Phoo-ngernkham A Maegawa N Mishima S Hatanakaand P Chindaprasirt ldquoEffects of sodium hydroxide and so-dium silicate solutions on compressive and shear bondstrengths of FAndashGBFS geopolymerrdquo Construction andBuilding Materials vol 91 pp 1ndash8 2015
[14] T Phoo-ngernkham V Sata S Hanjitsuwan C RidtirudS Hatanaka and P Chindaprasirt ldquoHigh calcium fly ashgeopolymer mortar containing Portland cement for use asrepair materialrdquo Construction and Building Materials vol 98pp 482ndash488 2015
[15] T Phoo-ngernkham V Sata S Hanjitsuwan C RidtirudS Hatanaka and P Chindaprasirt ldquoCompressive strengthbending and fracture characteristics of high calcium fly ashgeopolymer mortar containing Portland cement cured atambient temperaturerdquo Arabian Journal for Science and En-gineering vol 41 no 4 pp 1263ndash1271 2016
[16] K Pimraksa P Chindaprasirt A Rungchet K Sagoe-Crentsil and T Sato ldquoLightweight geopolymer made ofhighly porous siliceous materials with various Na2OAl2O3and SiO2Al2O3 ratiosrdquo Materials Science and Engineering Avol 528 no 21 pp 6616ndash6623 2011
[17] D Panias I P Giannopoulou and T Perraki ldquoEffect ofsynthesis parameters on the mechanical properties of fly ash-based geopolymersrdquo Colloids and Surfaces A Physicochemicaland Engineering Aspects vol 301 no 1ndash3 pp 246ndash254 2007
[18] A M Rashad ldquoProperties of alkali-activated fly ash concreteblended with slagrdquo Iranian Journal of Materials Science andEngineering vol 10 no 1 pp 57ndash64 2013
Advances in Materials Science and Engineering 11
[19] D Ravikumar and N Neithalath ldquoEffects of activator char-acteristics on the reaction product formation in slag bindersactivated using alkali silicate powder and NaOHrdquo Cement andConcrete Composites vol 34 no 7 pp 809ndash818 2012
[20] T Phoo-ngernkham S Hanjitsuwan N Damrongwiriyanupapand P Chindaprasirt ldquoEffect of sodium hydroxide and sodiumsilicate solutions on strengths of alkali activated high calcium flyash containing Portland cementrdquo KSCE Journal of Civil Engi-neering vol 21 no 6 pp 2202ndash2210 2017
[21] R R Lloyd J L Provis and J S J van Deventer ldquoPoresolution composition and alkali diffusion in inorganicpolymer cementrdquo Cement and Concrete Research vol 40no 9 pp 1386ndash1392 2010
[22] S Ananda Kumar and T S N Sankara Narayanan ldquo+ermalproperties of siliconized epoxy interpenetrating coatingsrdquoProgress in Organic Coatings vol 45 no 4 pp 323ndash330 2002
[23] W Ferdous A Manalo A Khennane and O KayalildquoGeopolymer concrete-filled pultruded composite beamsndashconcrete mix design and applicationrdquo Cement and ConcreteComposites vol 58 pp 1ndash13 2015
[24] M Lahoti P Narang K H Tan and E H Yang ldquoMix designfactors and strength prediction of metakaolin-based geo-polymerrdquo Ceramics International vol 43 no 14 pp 11433ndash11441 2017
[25] P Pavithra M Srinivasula Reddy P Dinakar B HanumanthaRao B K Satpathy and A N Mohanty ldquoA mix designprocedure for geopolymer concrete with fly ashrdquo Journal ofCleaner Production vol 133 pp 117ndash125 2016
[26] ASTM C618-15 ldquoStandard specification for coal fly ash andraw or calcined natural pozzolan for use in concreterdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2015
[27] S Hanjitsuwan T Phoo-ngernkham L Y LiN Damrongwiriyanupap and P Chindaprasirt ldquoStrengthdevelopment and durability of alkali-activated fly ash mortarwith calcium carbide residue as additiverdquo Construction andBuilding Materials vol 162 pp 714ndash723 2018
[28] T Phoo-ngernkham S Hanjitsuwan L Y LiN Damrongwiriyanupap and P Chindaprasirt ldquoAdhesioncharacterization of Portland cement concrete and alkali-activated binders under different types of calcium pro-motersrdquo Advances in Cement Research pp 1ndash11 2018
[29] T Phoo-ngernkham S Hanjitsuwan C SuksiripattanapongJ +umrongvut J Suebsuk and S Sookasem ldquoFlexuralstrength of notched concrete beam filled with alkali-activatedbinders under different types of alkali solutionsrdquo Constructionand Building Materials vol 127 pp 673ndash678 2016
[30] ACI 2114R-93 Guide for Selecting Proportions for High-Strength Concrete with Portland Cement and Fly Ash Ameri-can Concrete Institute Farmington Hills MI USA 1993
[31] ACI 2111-91 Standard Practice for Selecting Proportions forNormal Heavyweight and Mass Concrete American Con-crete Institute Farmington Hills MI USA 1991
[32] D Hardjito S EWallah DM J Sumajouw and B V RanganldquoOn the development of fly ash-based geopolymer concreterdquoACI Materials Journal vol 101 no 6 pp 467ndash472 2004
[33] ASTM C143C143M-15a ldquoStandard test method for slump ofhydraulic-cement concreterdquo Annual Book of ASTM StandardASTM International West Conshohocken PA USA 2015
[34] ASTM C403C403M-16 ldquoStandard test method for time ofsetting of concrete mixtures by penetration resistancerdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2016
[35] ASTM C469 ldquoStandard test method for static modulus ofelasticity and Poissonrsquos ratio of concrete in compressionrdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2002
[36] ASTM C78 ldquoStandard test method for flexural strength ofconcrete (using simple beam with third-point loading)rdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2002
[37] A Sathonsaowaphak P Chindaprasirt and K PimraksaldquoWorkability and strength of lignite bottom ash geopolymermortarrdquo Journal of Hazardous Materials vol 168 no 1pp 44ndash50 2009
[38] T Sinsiri T Phoo-ngernkham V Sata and P Chindaprasirtldquo+e effects of replacement fly ash with diatomite in geo-polymer mortarrdquo Computers and Concrete vol 9 no 6pp 427ndash437 2012
[39] S Hanjitsuwan S Hunpratub P +ongbai S MaensiriV Sata and P Chindaprasirt ldquoEffects of NaOH concentra-tions on physical and electrical properties of high calcium flyash geopolymer pasterdquo Cement and Concrete Compositesvol 45 pp 9ndash14 2014
[40] U Rattanasak and P Chindaprasirt ldquoInfluence of NaOHsolution on the synthesis of fly ash geopolymerrdquo MineralsEngineering vol 22 no 12 pp 1073ndash1078 2009
[41] A Hawa D Tonnayopas W Prachasaree and P TaneerananonldquoDevelopment and performance evaluation of very high earlystrength geopolymer for rapid road repairrdquo Advances in Ma-terials Science and Engineering vol 2013 Article ID 7641809 pages 2013
[42] F Pacheco-Torgal J P Castro-Gomes and S Jalali ldquoAdhe-sion characterization of tungsten mine waste geopolymericbinder Influence of OPC concrete substrate surface treat-mentrdquo Construction and Building Materials vol 22 no 3pp 154ndash161 2008
[43] F Pacheco-Torgal J A Labrincha C Leonelli A Palomoand P Chindaprasirt Handbook of Alkali-Activated CementsMortars and Concretes WoodHead Publishing Limited-Elsevier Science and Technology Cambridge UK 2014
[44] P Chindaprasirt T Chareerat S Hatanaka and T CaoldquoHigh strength geopolymer using fine high calcium fly ashrdquoJournal of Materials in Civil Engineering vol 23 no 3pp 264ndash270 2011
[45] C Ridtirud P Chindaprasirt and K Pimraksa ldquoFactorsaffecting the shrinkage of fly ash geopolymersrdquo InternationalJournal of Minerals Metallurgy and Materials vol 18 no 1pp 100ndash104 2011
[46] K Sagoe-Crentsil T Brown and A Taylor ldquoDrying shrinkageand creep performance of geopolymer concreterdquo Journal ofSustainable Cement-BasedMaterials vol 2 no1 pp 35ndash42 2013
[47] S Songpiriyakij T Pulngern P Pungpremtrakul andC Jaturapitakkul ldquoAnchorage of steel bars in concrete bygeopolymer pasterdquo Materials amp Design vol 32 no 5pp 3021ndash3028 2011
[48] P K Sarker ldquoBond strength of reinforcing steel embedded infly ash-based geopolymer concreterdquoMaterials and Structuresvol 44 no 5 pp 1021ndash1030 2011
[49] P K Sarker S Kelly and Z Yao ldquoEffect of fire exposure oncracking spalling and residual strength of fly ash geopolymerconcreterdquo Materials amp Design vol 63 pp 584ndash592 2014
[50] M Sofi J S J van Deventer P A Mendis and G C LukeyldquoEngineering properties of inorganic polymer concretes (IPCs)rdquoCement and Concrete Research vol 37 no 2 pp 251ndash257 2007
[51] P Nath and P K Sarker ldquoFlexural strength and elasticmodulus of ambient-cured blended low-calcium fly ash
12 Advances in Materials Science and Engineering
geopolymer concreterdquo Construction and Building Materialsvol 130 pp 22ndash31 2017
[52] M Shariq J Prasad and H Abbas ldquoEffect of GGBFS on agedependent static modulus of elasticity of concreterdquo Con-struction and Building Materials vol 41 pp 411ndash418 2013
Advances in Materials Science and Engineering 13
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Hindawiwwwhindawicom Volume 2018
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Submit your manuscripts atwwwhindawicom
(2) Step 2 selection of the alkaline activator solution(AAS) content and air content
AAS content and air content were based on the maximumcoarse aggregate size as per ACI standards Maximum AASand percentage of air per cubic meter of concrete in this studywere selected by using the slump condition of around 20mmas per ACI standards+is condition is summarized in Table 3
(3) Step 3 adjustment of the alkaline activator solution(AAS) content due to percentage of void in the fineaggregate
As per ACI 2114R-93 [30] a mixture of concrete hasbeen recommended to use the fine aggregate with finenessmodulus values from 24 to 32 However particle shape andsurface texture of the fine aggregate have an effect on itsvoids content therefore mixing water requirements may bedifferent from the values given As mentioned the values forthe required mixing water given are applicable when the fineaggregate is used that has a void content of 35 If not anadjustment of water content must be added into the requiredwater content +erefore this study will calculate the AAScontent due to percentage of void in the fine aggregate ina similar way to Portland cement concrete +is adjustmentcan be calculated using the following equation
AASadjustment
111386811138681113868111386811138681113868111386811138681minus
ρRSSGρw
1113888 11138891113890 1113891 times 1001113896 1113897minus 3511138681113868111386811138681113868111386811138681113868times 475 (1)
where AASadjustment is an adjustment of the AAS content(kgm3) ρRS is the density of the fine aggregate in SSDcondition (kgm3) SG is the specific gravity of the fineaggregate and ρw is the density of water (kgm3)
(4) Step 4 selection of alkaline activator solution-to-flyash (AASFA) ratio
+is research attempts in adopting the standard AAS-to-FA ratio curve of the AAHFAC before use +e minimumcompressive strength could be determined from the re-lationship between 28-day compressive strength and AAS-to-FA ratio Only the compressive strength of AAHFAC wasconsidered as it is the requirement as per ACI 2114R-93 [30]
(5) Step 5 calculation of binder content
+e weight of the binder required per cubic meter of theAAHFAC could be determined by dividing the values ofmixing the AAS content after an adjustment of the AAScontent due to percentage of void in the fine aggregate
(6) Step 6 calculation of individual mass of AAS content(NaOH and Na2SiO3 solutions)
From the literature NaOH and Na2SiO3 were found tobe the commonly used alkali activators [21] In this studyNaOH and Na2SiO3 have been selected as alkaline activatorsolutions According to Table 4 the density of NaOH withdifferent concentrations has been used for calculating thevolume of AAS as per the volume method +e individualmass of alkaline activator solutions content could be cal-culated using the following equation
Na2SiO3 AAS
1 + 1 Na2SiO3NaOH( 1113857( 11138571113858 1113859
NaOH AASminusAAS
1 + 1 Na2SiO3NaOH( 1113857( 11138571113858 1113859
(2)
(7) Step 7 calculation of fine and coarse aggregates
+e mass of fine and coarse aggregates content is de-termined as per the absolute volume method Let the per-centage of the fine aggregate in the total aggregate be 30and that of the coarse aggregate be 70 Fine and coarseaggregates content are determined using the followingequation
MRS 03SG(RS) 1minusVFA minusVNaOH minusVNa2SiO3minusVair1113960 1113961 times 1000
MLS 07SG(LS) 1minusVFA minusVNaOH minusVNa2SiO3minusVair1113960 1113961 times 1000
(3)
where MRS is the mass of the fine aggregate (kg) MLS is themass of the coarse aggregate (kg) SG(RS) is the specificgravity of the fine aggregate SG(LS) is the specific gravity ofthe coarse aggregate VFA is the volume of high-calcium flyash VNaOH is the volume of NaOH VNa2SiO3
is the volume ofNa2SiO3 and Vair is the volume of entrapped air
(8) Step 8 calculation of superplasticizer dosage
+e AAS has the higher viscosity than tap water whenused for making the AAHFAC Hardjito et al [32] reportedthat the dosage of the superplasticizer was effective for therange between 08 and 2 of binder content to improve theworkability of alkali-activated binder concrete Pavithra et al[25] also claimed that the use of superplasticizer dosage wasfound to have impact on behavior of fresh alkali-activatedbinder concrete however it had a little effect on strengthand other properties +erefore to improve the workabilityof the AAHFAC a small amount of the superplasticizer wasincorporated in the mixture
(9) Step 9 validation of strength attained with theproposed mix design
+e 28-day compressive strength obtained from testingwill be verified with the target strength
(10) Step 10 recalculation of Step 4 by the strengthobtained from Step 9
Table 3 Maximum water content and percentage of air per cubicmeter of concrete [31]
Normal maximum sizeof the aggregate (mm)
Maximum watercontent (kgm3)
Percentageof void ()
10 225 30125 215 2520 200 20
Table 4 Density of NaOH solution with different concentrations
NaOH (molar) 5M 10M 15MDensity (kgm3) 1200 1413 1430
4 Advances in Materials Science and Engineering
After the 28-day compressive strength has been obtainedfrom testing all strengths will be recalculated in Step 4 fordetermining the strength requirement of the AAHFAC withvarious AAS-to-FA ratios
(11) Step 11 validation of strength achieved
Compressive strength tests will be conducted in thelaboratory using the mix design proposed above When thedesigned mix satisfies the strength requirement the finaldevelopment of the AAHFAC can be made by employing theabove design steps
23 Manufacturing and Testing of the AAHFAC +e labo-ratory experiments have been conducted to validate theproposedmix design Based on the AAHFAC trial mix high-calcium fly ash (FA) from the Mae Moh power plant innorthern +ailand is used as a starting material for makingthe AAHFAC Constant NaOHNa2SiO3 ratio is fixed at 10in all mixes +e AAHFAC has been manufactured withdifferent NaOH concentrations of 10M and 15M Both fineand coarse aggregates in saturated surface dry (SSD) con-dition have been used for making the AAHFAC Crushedlime stone with different average sizes of 7 10 and 16mmrespectively is investigated In this present work mix designof the AAHFAC with slump at around 175ndash225mm oraverage 20mm has been controlled in order to ensure theworkability of the AAHFAC
For the mixing of the AAHFAC fine and coarse ag-gregates were mixed together first for 60 s After thatNaOH solution was added and then they were mixed
again for 30 s After 30 s FA was added and then themixture was mixed for 60 s Afterward Na2SiO3 solutionand superplasticizer were added into the mixture and themixture was mixed again for a further 60 s until becominghomogeneous +e mix proportions of the AAHFAC areillustrated in Table 5
After mixing the workability of the AAHFAC wastested using the slump cone test as per ASTM C143 [33] asshown in Figure 2 Setting time of the AAHFAC wasevaluated using the method of penetration resistance as perASTM C403C403M-16 [34] After that a fresh AAHFACwas placed into a cylinder mold with 100mm diameter and200mm height to measure the compressive strengthmodulus of elasticity and Poissonrsquos ratio Tests for thedetermination of the static chord modulus of elasticity andPoissonrsquos ratio of the samples have been carried out as perASTM C469 [35] +e 75 times 75 times 300 mm3 long beam wasused to measure the flexural strength of the AAHFAC andthe flexural strength was calculated as per ASTM C78 [36]+e test setup for the compressive strength flexuralstrength modulus of elasticity and Poissonrsquos ratio of theAAHFAC is illustrated in Figures 3 and 4 After curing theAAHFAC samples were demolded with the aid of slighttapping at the side of the mold at the age of 1 day andimmediately wrapped with vinyl sheet to protect moistureloss and kept at the ambient room temperature All samplesof the compressive strength flexural strength modulus ofelasticity and Poissonrsquos ratio were tested at the age of 28days of curing of the AAHFAC Five identical samples weretested for each mix and the average value was used as thetest result
Table 5 Mix proportion used in this study based on the mix design procedure
Mix Symbol FA(kgm3)
NaOH (kgm3) Na2SiO3(kgm3)
Aggregates (kgm3) SP(kgm3)10M 15M 7mmmiddotLS 10mmmiddotLS 16mmmiddotLS RS
1 045AAS10M7mmLS 523 118 mdash 118 1124 mdash mdash 459 522 045AAS10M10mmLS 500 113 mdash 113 mdash 1166 mdash 475 503 045AAS10M16mmLS 478 108 mdash 108 mdash mdash 1211 490 484 050AAS10M7mmLS 470 118 mdash 118 1161 mdash mdash 474 475 050AAS10M10mmLS 450 113 mdash 113 mdash 1201 mdash 489 456 050AAS10M16mmLS 430 108 mdash 108 mdash mdash 1245 504 437 055AAS10M7mmLS 428 118 mdash 118 1191 mdash mdash 487 438 055AAS10M10mmLS 409 113 mdash 113 mdash 1231 mdash 501 419 055AAS10M16mmLS 391 108 mdash 108 mdash mdash 1273 515 3910 060AAS10M7mmLS 392 118 mdash 118 1216 mdash mdash 497 3911 060AAS10M10mmLS 375 113 mdash 113 mdash 1255 mdash 511 3812 060AAS10M16mmLS 359 108 mdash 108 mdash mdash 1296 525 3613 045AAS15M7mmLS 523 mdash 118 118 1126 mdash mdash 460 5214 045AAS150M10mmLS 500 mdash 113 113 mdash 1168 mdash 475 5015 045AAS15M16mmLS 478 mdash 108 108 mdash mdash 1212 491 4816 050AAS15M7mmLS 470 mdash 118 118 1163 mdash mdash 475 4717 050AAS15M10mmLS 450 mdash 113 113 mdash 1203 mdash 490 4518 050AAS15M16mmLS 430 mdash 108 108 mdash mdash 1246 505 4319 055AASB15M7mmLS 428 mdash 118 118 1193 mdash mdash 487 4320 055AAS15M10mmLS 409 mdash 113 113 mdash 1232 mdash 502 4121 055AAS15M16mmLS 391 mdash 108 108 mdash mdash 1274 516 3922 060AASB150M7mmLS 392 mdash 118 118 1218 mdash mdash 498 3923 060AAS15M10mmLS 375 mdash 113 113 mdash 1257 mdash 512 3824 060AAS15M16mmLS 359 mdash 108 108 mdash mdash 1298 525 36
Advances in Materials Science and Engineering 5
3 Experimental Results and Discussion
Figures 5ndash10 show the test results of fresh AAHFACand mechanical properties of the AAHFAC According toFigure 5 the slump values are between 18 and 22mmtherefore mix design of the AAHFAC from Table 5 is inline with the slump value at around 175ndash225mm As
mentioned the AAS and air contents based on the maximumsize of the aggregate as per the ACI standard could be takenfor this study +e final setting time of the AAHFAC tends toobviously increase with the increase of AASFA ratio andNaOH concentration as illustrated in Figure 6 +is resultconforms to the previous studies [37 38] that an increase offluid medium content resulted in less particle interaction andincreased the workability of the mixture Hanjitsuwan et al[39] and Rattanasak and Chindaprasirt [40] also explainedthat NaOH concentration is a main reason for leaching outof Si4+ and Al3+ ions therefore the time of setting tends toincrease However different sizes of the coarse aggregate aremarginal changed in the setting time of the AAHFAC
Test results of the compressive strength modulus ofelasticity and Poissonrsquos ratio have been shown in Figures 7and 8 It is found that the compressive and flexural strengthstend to increase with the increase of AASFA ratio and NaOHconcentration however they are decreased with increasingcoarse aggregate sizes Sinsiri et al [38] claimed that the excessOHminus concentration in the mixture at high AASFA ratiocauses the decrease of strength development of the AAHFACsimilar to that in case of increasing water-to-cement ratios forPortland cement concrete Also the excess liquid solutioncould disrupt the polymerization process [37] For the effectof NaOH concentration it is found that the increase in theleaching out of Si4+ and Al3+ ions from FA particles at highNaOH concentration could improve the N-A-S-H gel andthus it gives high strength development of the AAHFAC [40]Also CaO oxide could react with silica and alumina from FAto form C-(A)-S-H gel which coexisted with N-A-S-H gel[11 12 14 15 20] resulting in an enhancement of strength+e short setting time of less than 60 minutes at ambienttemperature with relatively high 28-day compressivestrengths of 160ndash360MPa indicated the role of calcium inthe system +erefore the AAHFAC could be used as analternative repair material as reported by several publications[13 14 20 29 41ndash43] +ere are many reasons such as highcompressive strength [44] negligible drying shrinkage [45]low creep [46] good bondwith reinforcing steel [47 48] goodresistance to acid and sulfate [3 27] fire resistance [49] andexcellent bond with old concrete [14 20 28] For the effect ofcoarse aggregate size the strength development tends todecrease with the increase of coarse aggregate size Generally
Figure 3 Test setup for compressive strength modulus of elas-ticity and Poissonrsquos ratio
Figure 4 Test setup for flexural strength
(a) (b)
Figure 2 Fresh AAHFAC (a) and slump test of the AAHFAC (b)
6 Advances in Materials Science and Engineering
the binder within the AAHFAC is an important factor on thestrength development of the matrix +is agrees with thefindings of Pavithra et al [25] that the increase in total ag-gregate corresponding to the decrease of paste has an adverseeffect on the strength development of low-calcium fly ashgeopolymer concrete
+e experimental results obtained for the modulus ofelasticity and Poissonrsquos ratio of the AAHFACmixes show anoverall increase with the increase of compressive strength asshown in Figures 9 and 10 however the coarse aggregate
size influenced the modulus of elasticity and Poissonrsquos ratioNormally it is well known that the values of modulus ofelasticity and Poissonrsquos ratio of concrete depend on thestiffness of paste and aggregates [50] +e modulus ofelasticity obtained from this study agrees with Nath andSarker [51] that the modulus of elasticity of geopolymerconcrete with 28-day compressive strength of 25ndash45MPawas between 174 and 246GPa while the modulus ofelasticity of Portland cement concrete was between 25 and35GPa [51 52] According to Figure 10 Poissonrsquos ratio for
0
5
10
15
20
25
30
Slum
p (m
m)
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Mix proportions
Figure 5 Slump of the AAHFAC
0
10
20
30
40
50
60
Pot l
ife (m
in)
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Mix proportions
Figure 6 Pot life of the AAHFAC
Advances in Materials Science and Engineering 7
all of the AAHFAC mixes is between 021 and 031 +eyshow values slightly higher than the values assigned fornormal strength of Portland cement concrete which arebetween 011 and 021 [50] +e high Poissonrsquos ratios wereassociated with the mixes with large aggregates of 16mmFor the mixes with smaller aggregates of 7 and 11mmPoissonrsquos ratios are between 021 and 027 similar to thepreviously reported values of inorganic polymer concretebetween 023 and 026 and also in the same range as those ofhigh strength concrete between 020 and 025 [50]
4 Verification of the Mix Design MethodologyUsing Laboratory Experiments
To develop the mix design methodology of the AAHFACsome parameters from laboratory experiments should beupdated before use In order to support the basic principlesof mix design the relationship between 28-day compressivestrength and AASFA ratio from laboratory experiments hasbeen produced as shown in Figure 11 +e AASFA ratiocurve can be determined for the minimum 28-day
0
5
10
15
20
25
30
35
40
Mix proportions
28-d
ay co
mpr
essiv
e str
engt
h (M
Pa)
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Figure 7 28-day compressive strength of the AAHFAC
0
1
2
3
4
5
6
7
8
9
10
28-d
ay fl
exur
al st
reng
th (M
Pa)
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Mix proportions
Figure 8 28-day flexural strength of the AAHFAC
8 Advances in Materials Science and Engineering
compressive strength of the AAHFAC similar to that of thewater-to-cement ratio curve of Portland cement concrete
According to Table 5 and Figures 5ndash10 the 24 differentmixes of the AAHFAC were conducted to develop themix design methodology +e 28-day compressive strengthof the AAHFAC cured at ambient temperature rangingfrom 15 to 35MPa was obtained by using the proposed mixdesign methodology All obtained compressive strengthsof the AAHFAC mixes can be separated into 5 strength re-quirements namely 15 20 25 30 and 35MPa respectively
+ese obtained strength requirements of the AAHFACwill beused to recalculate in Step 4 for determining the strengthrequirement of the AAHFAC with various AASFA ratios(Figure 11)
In order to verify the mix design procedure an exampledesign of the AAHFAC mix with the target 28-day com-pressive strength of 30MPa has been considered +e pa-rameters are NaOH concentration of 10M maximumaggregate size of 10mm and Na2SiO3NaOH ratio of 10Material properties of the AAHFAC ingredients are
0
5
10
15
20
25
30
35
40
28-d
ay el
astic
mod
ulus
(GPa
)
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Mix proportions
Figure 9 28-day elastic modulus of the AAHFAC
000
005
010
015
020
025
030
035
040
Poiss
onrsquos
ratio
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
Mix proportions
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Figure 10 28-day Poissonrsquos ratio of the AAHFAC
Advances in Materials Science and Engineering 9
illustrated in Table 2 +e step-by-step procedure of the mixdesign is explained as follows
Step 1 selection of the maximum coarse aggregate size
+is mix design of the AAHFAC has been selected themaximum coarse aggregate size of 10mm for mixing theAAHFAC
Step 2 selection of AAS and air contents
AAS and air contents are based on the maximum size ofthe coarse aggregate therefore AAS content of 225 kgm3
and air content of 30 have been used as given in Table 3
Step 3 adjustment of AAS content due to percentage ofvoid in the fine aggregate
+e fine aggregate used in this example has a void of37 therefore the value of adjustment could be calculatedas follows
AASadjustment 1minus1585
252lowast 10001113874 11138751113876 1113877 times 1001113882 1113883minus 35
1113868111386811138681113868111386811138681113868
1113868111386811138681113868111386811138681113868
times 475 10 kgm3
(4)
+erefore the AAS content after an adjustment of AAScontent due to percentage of void in the fine aggregate is235 kgm3
Step 4 selection of AASFA ratio
From Figure 11 for the minimum 28-day compressivestrength of 30MPa it is found that the AASFA ratio of 050is obtained when 10MmiddotNaOH was used as alkaline activatorsolution
Step 5 calculation of binder content
FA content AAS contentAASFA ratio
235050
470 kgm3 (5)
Step 6 calculation of NaOH and Na2SiO3 content
+e individual mass of NaOH and Na2SiO3 contentcould be calculated as follows
Na2SiO3 AAS
1 + 1 Na2SiO3NaOH( 1113857( 11138571113858 1113859
235
[1 +(11)] 11750 kgm3
NaOH AASminusAAS
1 + 1 Na2SiO3NaOH( 1113857( 11138571113858 1113859
11750minus235
[1 +(11)] 11750 kgm3
(6)
Step 7 calculation of fine and coarse aggregates
MRS 03(252) 1minus470
265 times 1000minus11751413minus11751485minus
3100
1113876 1113877
times 1000 477 kgm3
MLS 07(264) 1minus470
265 times 1000minus11751413minus11751485minus
3100
1113876 1113877
times 1000 1164 kgm3
(7)
Step 8 calculation of superplasticizer dosage
SP dosage 1100
1113874 1113875 times 470 47 kgm3 (8)
Step 9 summarization of mix design
Based on the mix design methodology of the AAHFACmix mix proportions of ingredients are concluded as follows
FA 470 kgm3
RS 477 kgm3
LS 1164 kgm3
NaOH 1175 kgm3
Na2SiO3 1175 kgm3
SP 47 kgm3
(9)
Step 10 validation of strength achieved
After following the mix design of the AAHFAC mix theAAHFAC samples were tested for compressive strength oncylinder molds with 100mm diameter and 200mm heightAfter testing it is found that the 28-day compressive strengthof the AAHFAC is 3115MPa+erefore themix design of theAAHFAC above meets the strength requirement
5 Conclusion
In this study the novel mix design methodology for alkali-activated high-calcium fly ash concrete (AAHFAC) cured atambient temperature in a rational way was proposed From
0
10
20
30
40
50
60
035 040 045 050 055 060 065 070 075 080 085 090 095Alkaline activator solutionfly ash (AASFA) ratio
28-d
ay co
mpr
essiv
e stre
ngth
(MPa
)
10 M NaOH
15 M NaOH
Figure 11 Twenty-eight-day compressive strength versus theAASFA ratio curve
10 Advances in Materials Science and Engineering
the review of mix design of alkali-activated binders concretethere is no standard mix design method available for de-signing the AAHFAC Some works have been investigated inthis area in an attempt to develop mix design methodologyfor alkali-activated low-calcium fly ash However it still usedthe temperature curing for enhancing the strength devel-opment of alkali-activated low-calcium fly ash but this islimited for construction work To be useful in practicealkali-activated binders concrete cured at ambient temper-ature has been used to solve this problem In this studya new mix design methodology for AAHFAC was modifiedfrom ACI standards +e step-by-step procedure of the mixdesign for the AAHFAC mixes has been explained in theearlier section From laboratory experiments the 28-daycompressive strength of the AAHFAC cured at ambienttemperature ranging from 15 to 35MPa was obtained Aftercompressive strength was obtained the alkaline activatorsolution-to-binder ratios were used tomodify themix designof the AAHFAC Using the modified mix design of theAAHFAC mix it is found that the proposed mix design ofthe AAHFAC in this study meets the strength requirement+is mix design would lay a foundation for the future use ofAAHFAC in construction industry
Conflicts of Interest
+e authors declare that there are no conflicts of interest
Acknowledgments
+is work was financially supported by the TRFNewResearchScholar Grant no MRG6080174 and the +ailand ResearchFund (TRF) under the TRF Distinguished Research ProfessorGrant no DPG6180002+e part of the present work was alsosupported by the European Commission Research Execu-tive Agency via the Marie Skłodowska-Curie Research andInnovation Staff Exchange Project (689857-PRIGeoC-RISE-2015) and the Industry Academia Partnership Programme-2(IAPP161716) ldquoDevelopment of Sustainable GeopolymerConcreterdquo +e authors also would like to acknowledge thesupport of the Department of Civil Engineering Faculty ofEngineering and Architecture Rajamangala University ofTechnology Isan +ailand
References
[1] F Pacheco-Torgal Z Abdollahnejad S Miraldo S Bakloutiand Y Ding ldquoAn overview on the potential of geopolymersfor concrete infrastructure rehabilitationrdquo Construction andBuilding Materials vol 36 pp 1053ndash1058 2012
[2] F Xu X Deng C Peng J Zhu and J P Chen ldquoMix designand flexural toughness of PVA fiber reinforced fly ash-geopolymer compositesrdquo Construction and Building Mate-rials vol 150 pp 179ndash189 2017
[3] P Chindaprasirt P Paisitsrisawat and U RattanasakldquoStrength and resistance to sulfate and sulfuric acid of groundfluidized bed combustion fly ashndashsilica fume alkali-activatedcompositerdquo Advanced Powder Technology vol 25 no 3pp 1087ndash1093 2014
[4] M Albitar P Visintin M S Mohamed Ali andM DrechslerldquoAssessing behaviour of fresh and hardened geopolymer
concrete mixed with class-F fly ashrdquo KSCE Journal of CivilEngineering vol 19 pp 1445ndash1455 2015
[5] Y Jun and J E Oh ldquoMicrostructural characterization ofalkali-activation of six Korean class F fly ashes with differentgeopolymeric reactivity and their zeolitic precursors withvarious mixture designsrdquo KSCE Journal of Civil Engineeringvol 19 no 6 pp 1775ndash1786 2015
[6] S Kumar R Kumar and S P Mehrotra ldquoInfluence ofgranulated blast furnace slag on the reaction structure andproperties of fly ash based geopolymerrdquo Journal of MaterialsScience vol 45 no 3 pp 607ndash615 2010
[7] C Li H Sun and L Li ldquoA review the comparison betweenalkali-activated slag (Si + Ca) and metakaolin (Si + Al) ce-mentsrdquo Cement and Concrete Research vol 40 no 9pp 1341ndash1349 2010
[8] D Ravikumar S Peethamparan and N Neithalath ldquoStruc-ture and strength of NaOH activated concretes containing flyash or GGBFS as the sole binderrdquo Cement and ConcreteComposites vol 32 no 6 pp 399ndash410 2010
[9] A Palomo M W Grutzeck and M T Blanco ldquoAlkali-activated fly ashes a cement for the futurerdquo Cement andConcrete Research vol 29 no 8 pp 1323ndash1329 1999
[10] T Phoo-ngernkham P Chindaprasirt V Sata S Hanjitsuwanand S Hatanaka ldquo+e effect of adding nano-SiO2 and nano-Al2O3 on properties of high calcium fly ash geopolymer curedat ambient temperaturerdquo Materials amp Design vol 55 pp 58ndash65 2014
[11] T Phoo-ngernkham P Chindaprasirt V Sata S Pangdaengand T Sinsiri ldquoProperties of high calcium fly ash geopolymerpastes containing Portland cement as additiverdquo InternationalJournal of Minerals metallurgy and Materials vol 20 no 2pp 214ndash220 2013
[12] T Phoo-ngernkham P Chindaprasirt V Sata and T SinsirildquoHigh calcium fly ash geopolymer containing diatomite asadditiverdquo Indian Journal of Engineering amp Materials Sciencesvol 20 no 2 pp 214ndash220 2013
[13] T Phoo-ngernkham A Maegawa N Mishima S Hatanakaand P Chindaprasirt ldquoEffects of sodium hydroxide and so-dium silicate solutions on compressive and shear bondstrengths of FAndashGBFS geopolymerrdquo Construction andBuilding Materials vol 91 pp 1ndash8 2015
[14] T Phoo-ngernkham V Sata S Hanjitsuwan C RidtirudS Hatanaka and P Chindaprasirt ldquoHigh calcium fly ashgeopolymer mortar containing Portland cement for use asrepair materialrdquo Construction and Building Materials vol 98pp 482ndash488 2015
[15] T Phoo-ngernkham V Sata S Hanjitsuwan C RidtirudS Hatanaka and P Chindaprasirt ldquoCompressive strengthbending and fracture characteristics of high calcium fly ashgeopolymer mortar containing Portland cement cured atambient temperaturerdquo Arabian Journal for Science and En-gineering vol 41 no 4 pp 1263ndash1271 2016
[16] K Pimraksa P Chindaprasirt A Rungchet K Sagoe-Crentsil and T Sato ldquoLightweight geopolymer made ofhighly porous siliceous materials with various Na2OAl2O3and SiO2Al2O3 ratiosrdquo Materials Science and Engineering Avol 528 no 21 pp 6616ndash6623 2011
[17] D Panias I P Giannopoulou and T Perraki ldquoEffect ofsynthesis parameters on the mechanical properties of fly ash-based geopolymersrdquo Colloids and Surfaces A Physicochemicaland Engineering Aspects vol 301 no 1ndash3 pp 246ndash254 2007
[18] A M Rashad ldquoProperties of alkali-activated fly ash concreteblended with slagrdquo Iranian Journal of Materials Science andEngineering vol 10 no 1 pp 57ndash64 2013
Advances in Materials Science and Engineering 11
[19] D Ravikumar and N Neithalath ldquoEffects of activator char-acteristics on the reaction product formation in slag bindersactivated using alkali silicate powder and NaOHrdquo Cement andConcrete Composites vol 34 no 7 pp 809ndash818 2012
[20] T Phoo-ngernkham S Hanjitsuwan N Damrongwiriyanupapand P Chindaprasirt ldquoEffect of sodium hydroxide and sodiumsilicate solutions on strengths of alkali activated high calcium flyash containing Portland cementrdquo KSCE Journal of Civil Engi-neering vol 21 no 6 pp 2202ndash2210 2017
[21] R R Lloyd J L Provis and J S J van Deventer ldquoPoresolution composition and alkali diffusion in inorganicpolymer cementrdquo Cement and Concrete Research vol 40no 9 pp 1386ndash1392 2010
[22] S Ananda Kumar and T S N Sankara Narayanan ldquo+ermalproperties of siliconized epoxy interpenetrating coatingsrdquoProgress in Organic Coatings vol 45 no 4 pp 323ndash330 2002
[23] W Ferdous A Manalo A Khennane and O KayalildquoGeopolymer concrete-filled pultruded composite beamsndashconcrete mix design and applicationrdquo Cement and ConcreteComposites vol 58 pp 1ndash13 2015
[24] M Lahoti P Narang K H Tan and E H Yang ldquoMix designfactors and strength prediction of metakaolin-based geo-polymerrdquo Ceramics International vol 43 no 14 pp 11433ndash11441 2017
[25] P Pavithra M Srinivasula Reddy P Dinakar B HanumanthaRao B K Satpathy and A N Mohanty ldquoA mix designprocedure for geopolymer concrete with fly ashrdquo Journal ofCleaner Production vol 133 pp 117ndash125 2016
[26] ASTM C618-15 ldquoStandard specification for coal fly ash andraw or calcined natural pozzolan for use in concreterdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2015
[27] S Hanjitsuwan T Phoo-ngernkham L Y LiN Damrongwiriyanupap and P Chindaprasirt ldquoStrengthdevelopment and durability of alkali-activated fly ash mortarwith calcium carbide residue as additiverdquo Construction andBuilding Materials vol 162 pp 714ndash723 2018
[28] T Phoo-ngernkham S Hanjitsuwan L Y LiN Damrongwiriyanupap and P Chindaprasirt ldquoAdhesioncharacterization of Portland cement concrete and alkali-activated binders under different types of calcium pro-motersrdquo Advances in Cement Research pp 1ndash11 2018
[29] T Phoo-ngernkham S Hanjitsuwan C SuksiripattanapongJ +umrongvut J Suebsuk and S Sookasem ldquoFlexuralstrength of notched concrete beam filled with alkali-activatedbinders under different types of alkali solutionsrdquo Constructionand Building Materials vol 127 pp 673ndash678 2016
[30] ACI 2114R-93 Guide for Selecting Proportions for High-Strength Concrete with Portland Cement and Fly Ash Ameri-can Concrete Institute Farmington Hills MI USA 1993
[31] ACI 2111-91 Standard Practice for Selecting Proportions forNormal Heavyweight and Mass Concrete American Con-crete Institute Farmington Hills MI USA 1991
[32] D Hardjito S EWallah DM J Sumajouw and B V RanganldquoOn the development of fly ash-based geopolymer concreterdquoACI Materials Journal vol 101 no 6 pp 467ndash472 2004
[33] ASTM C143C143M-15a ldquoStandard test method for slump ofhydraulic-cement concreterdquo Annual Book of ASTM StandardASTM International West Conshohocken PA USA 2015
[34] ASTM C403C403M-16 ldquoStandard test method for time ofsetting of concrete mixtures by penetration resistancerdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2016
[35] ASTM C469 ldquoStandard test method for static modulus ofelasticity and Poissonrsquos ratio of concrete in compressionrdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2002
[36] ASTM C78 ldquoStandard test method for flexural strength ofconcrete (using simple beam with third-point loading)rdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2002
[37] A Sathonsaowaphak P Chindaprasirt and K PimraksaldquoWorkability and strength of lignite bottom ash geopolymermortarrdquo Journal of Hazardous Materials vol 168 no 1pp 44ndash50 2009
[38] T Sinsiri T Phoo-ngernkham V Sata and P Chindaprasirtldquo+e effects of replacement fly ash with diatomite in geo-polymer mortarrdquo Computers and Concrete vol 9 no 6pp 427ndash437 2012
[39] S Hanjitsuwan S Hunpratub P +ongbai S MaensiriV Sata and P Chindaprasirt ldquoEffects of NaOH concentra-tions on physical and electrical properties of high calcium flyash geopolymer pasterdquo Cement and Concrete Compositesvol 45 pp 9ndash14 2014
[40] U Rattanasak and P Chindaprasirt ldquoInfluence of NaOHsolution on the synthesis of fly ash geopolymerrdquo MineralsEngineering vol 22 no 12 pp 1073ndash1078 2009
[41] A Hawa D Tonnayopas W Prachasaree and P TaneerananonldquoDevelopment and performance evaluation of very high earlystrength geopolymer for rapid road repairrdquo Advances in Ma-terials Science and Engineering vol 2013 Article ID 7641809 pages 2013
[42] F Pacheco-Torgal J P Castro-Gomes and S Jalali ldquoAdhe-sion characterization of tungsten mine waste geopolymericbinder Influence of OPC concrete substrate surface treat-mentrdquo Construction and Building Materials vol 22 no 3pp 154ndash161 2008
[43] F Pacheco-Torgal J A Labrincha C Leonelli A Palomoand P Chindaprasirt Handbook of Alkali-Activated CementsMortars and Concretes WoodHead Publishing Limited-Elsevier Science and Technology Cambridge UK 2014
[44] P Chindaprasirt T Chareerat S Hatanaka and T CaoldquoHigh strength geopolymer using fine high calcium fly ashrdquoJournal of Materials in Civil Engineering vol 23 no 3pp 264ndash270 2011
[45] C Ridtirud P Chindaprasirt and K Pimraksa ldquoFactorsaffecting the shrinkage of fly ash geopolymersrdquo InternationalJournal of Minerals Metallurgy and Materials vol 18 no 1pp 100ndash104 2011
[46] K Sagoe-Crentsil T Brown and A Taylor ldquoDrying shrinkageand creep performance of geopolymer concreterdquo Journal ofSustainable Cement-BasedMaterials vol 2 no1 pp 35ndash42 2013
[47] S Songpiriyakij T Pulngern P Pungpremtrakul andC Jaturapitakkul ldquoAnchorage of steel bars in concrete bygeopolymer pasterdquo Materials amp Design vol 32 no 5pp 3021ndash3028 2011
[48] P K Sarker ldquoBond strength of reinforcing steel embedded infly ash-based geopolymer concreterdquoMaterials and Structuresvol 44 no 5 pp 1021ndash1030 2011
[49] P K Sarker S Kelly and Z Yao ldquoEffect of fire exposure oncracking spalling and residual strength of fly ash geopolymerconcreterdquo Materials amp Design vol 63 pp 584ndash592 2014
[50] M Sofi J S J van Deventer P A Mendis and G C LukeyldquoEngineering properties of inorganic polymer concretes (IPCs)rdquoCement and Concrete Research vol 37 no 2 pp 251ndash257 2007
[51] P Nath and P K Sarker ldquoFlexural strength and elasticmodulus of ambient-cured blended low-calcium fly ash
12 Advances in Materials Science and Engineering
geopolymer concreterdquo Construction and Building Materialsvol 130 pp 22ndash31 2017
[52] M Shariq J Prasad and H Abbas ldquoEffect of GGBFS on agedependent static modulus of elasticity of concreterdquo Con-struction and Building Materials vol 41 pp 411ndash418 2013
Advances in Materials Science and Engineering 13
CorrosionInternational Journal of
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Submit your manuscripts atwwwhindawicom
After the 28-day compressive strength has been obtainedfrom testing all strengths will be recalculated in Step 4 fordetermining the strength requirement of the AAHFAC withvarious AAS-to-FA ratios
(11) Step 11 validation of strength achieved
Compressive strength tests will be conducted in thelaboratory using the mix design proposed above When thedesigned mix satisfies the strength requirement the finaldevelopment of the AAHFAC can be made by employing theabove design steps
23 Manufacturing and Testing of the AAHFAC +e labo-ratory experiments have been conducted to validate theproposedmix design Based on the AAHFAC trial mix high-calcium fly ash (FA) from the Mae Moh power plant innorthern +ailand is used as a starting material for makingthe AAHFAC Constant NaOHNa2SiO3 ratio is fixed at 10in all mixes +e AAHFAC has been manufactured withdifferent NaOH concentrations of 10M and 15M Both fineand coarse aggregates in saturated surface dry (SSD) con-dition have been used for making the AAHFAC Crushedlime stone with different average sizes of 7 10 and 16mmrespectively is investigated In this present work mix designof the AAHFAC with slump at around 175ndash225mm oraverage 20mm has been controlled in order to ensure theworkability of the AAHFAC
For the mixing of the AAHFAC fine and coarse ag-gregates were mixed together first for 60 s After thatNaOH solution was added and then they were mixed
again for 30 s After 30 s FA was added and then themixture was mixed for 60 s Afterward Na2SiO3 solutionand superplasticizer were added into the mixture and themixture was mixed again for a further 60 s until becominghomogeneous +e mix proportions of the AAHFAC areillustrated in Table 5
After mixing the workability of the AAHFAC wastested using the slump cone test as per ASTM C143 [33] asshown in Figure 2 Setting time of the AAHFAC wasevaluated using the method of penetration resistance as perASTM C403C403M-16 [34] After that a fresh AAHFACwas placed into a cylinder mold with 100mm diameter and200mm height to measure the compressive strengthmodulus of elasticity and Poissonrsquos ratio Tests for thedetermination of the static chord modulus of elasticity andPoissonrsquos ratio of the samples have been carried out as perASTM C469 [35] +e 75 times 75 times 300 mm3 long beam wasused to measure the flexural strength of the AAHFAC andthe flexural strength was calculated as per ASTM C78 [36]+e test setup for the compressive strength flexuralstrength modulus of elasticity and Poissonrsquos ratio of theAAHFAC is illustrated in Figures 3 and 4 After curing theAAHFAC samples were demolded with the aid of slighttapping at the side of the mold at the age of 1 day andimmediately wrapped with vinyl sheet to protect moistureloss and kept at the ambient room temperature All samplesof the compressive strength flexural strength modulus ofelasticity and Poissonrsquos ratio were tested at the age of 28days of curing of the AAHFAC Five identical samples weretested for each mix and the average value was used as thetest result
Table 5 Mix proportion used in this study based on the mix design procedure
Mix Symbol FA(kgm3)
NaOH (kgm3) Na2SiO3(kgm3)
Aggregates (kgm3) SP(kgm3)10M 15M 7mmmiddotLS 10mmmiddotLS 16mmmiddotLS RS
1 045AAS10M7mmLS 523 118 mdash 118 1124 mdash mdash 459 522 045AAS10M10mmLS 500 113 mdash 113 mdash 1166 mdash 475 503 045AAS10M16mmLS 478 108 mdash 108 mdash mdash 1211 490 484 050AAS10M7mmLS 470 118 mdash 118 1161 mdash mdash 474 475 050AAS10M10mmLS 450 113 mdash 113 mdash 1201 mdash 489 456 050AAS10M16mmLS 430 108 mdash 108 mdash mdash 1245 504 437 055AAS10M7mmLS 428 118 mdash 118 1191 mdash mdash 487 438 055AAS10M10mmLS 409 113 mdash 113 mdash 1231 mdash 501 419 055AAS10M16mmLS 391 108 mdash 108 mdash mdash 1273 515 3910 060AAS10M7mmLS 392 118 mdash 118 1216 mdash mdash 497 3911 060AAS10M10mmLS 375 113 mdash 113 mdash 1255 mdash 511 3812 060AAS10M16mmLS 359 108 mdash 108 mdash mdash 1296 525 3613 045AAS15M7mmLS 523 mdash 118 118 1126 mdash mdash 460 5214 045AAS150M10mmLS 500 mdash 113 113 mdash 1168 mdash 475 5015 045AAS15M16mmLS 478 mdash 108 108 mdash mdash 1212 491 4816 050AAS15M7mmLS 470 mdash 118 118 1163 mdash mdash 475 4717 050AAS15M10mmLS 450 mdash 113 113 mdash 1203 mdash 490 4518 050AAS15M16mmLS 430 mdash 108 108 mdash mdash 1246 505 4319 055AASB15M7mmLS 428 mdash 118 118 1193 mdash mdash 487 4320 055AAS15M10mmLS 409 mdash 113 113 mdash 1232 mdash 502 4121 055AAS15M16mmLS 391 mdash 108 108 mdash mdash 1274 516 3922 060AASB150M7mmLS 392 mdash 118 118 1218 mdash mdash 498 3923 060AAS15M10mmLS 375 mdash 113 113 mdash 1257 mdash 512 3824 060AAS15M16mmLS 359 mdash 108 108 mdash mdash 1298 525 36
Advances in Materials Science and Engineering 5
3 Experimental Results and Discussion
Figures 5ndash10 show the test results of fresh AAHFACand mechanical properties of the AAHFAC According toFigure 5 the slump values are between 18 and 22mmtherefore mix design of the AAHFAC from Table 5 is inline with the slump value at around 175ndash225mm As
mentioned the AAS and air contents based on the maximumsize of the aggregate as per the ACI standard could be takenfor this study +e final setting time of the AAHFAC tends toobviously increase with the increase of AASFA ratio andNaOH concentration as illustrated in Figure 6 +is resultconforms to the previous studies [37 38] that an increase offluid medium content resulted in less particle interaction andincreased the workability of the mixture Hanjitsuwan et al[39] and Rattanasak and Chindaprasirt [40] also explainedthat NaOH concentration is a main reason for leaching outof Si4+ and Al3+ ions therefore the time of setting tends toincrease However different sizes of the coarse aggregate aremarginal changed in the setting time of the AAHFAC
Test results of the compressive strength modulus ofelasticity and Poissonrsquos ratio have been shown in Figures 7and 8 It is found that the compressive and flexural strengthstend to increase with the increase of AASFA ratio and NaOHconcentration however they are decreased with increasingcoarse aggregate sizes Sinsiri et al [38] claimed that the excessOHminus concentration in the mixture at high AASFA ratiocauses the decrease of strength development of the AAHFACsimilar to that in case of increasing water-to-cement ratios forPortland cement concrete Also the excess liquid solutioncould disrupt the polymerization process [37] For the effectof NaOH concentration it is found that the increase in theleaching out of Si4+ and Al3+ ions from FA particles at highNaOH concentration could improve the N-A-S-H gel andthus it gives high strength development of the AAHFAC [40]Also CaO oxide could react with silica and alumina from FAto form C-(A)-S-H gel which coexisted with N-A-S-H gel[11 12 14 15 20] resulting in an enhancement of strength+e short setting time of less than 60 minutes at ambienttemperature with relatively high 28-day compressivestrengths of 160ndash360MPa indicated the role of calcium inthe system +erefore the AAHFAC could be used as analternative repair material as reported by several publications[13 14 20 29 41ndash43] +ere are many reasons such as highcompressive strength [44] negligible drying shrinkage [45]low creep [46] good bondwith reinforcing steel [47 48] goodresistance to acid and sulfate [3 27] fire resistance [49] andexcellent bond with old concrete [14 20 28] For the effect ofcoarse aggregate size the strength development tends todecrease with the increase of coarse aggregate size Generally
Figure 3 Test setup for compressive strength modulus of elas-ticity and Poissonrsquos ratio
Figure 4 Test setup for flexural strength
(a) (b)
Figure 2 Fresh AAHFAC (a) and slump test of the AAHFAC (b)
6 Advances in Materials Science and Engineering
the binder within the AAHFAC is an important factor on thestrength development of the matrix +is agrees with thefindings of Pavithra et al [25] that the increase in total ag-gregate corresponding to the decrease of paste has an adverseeffect on the strength development of low-calcium fly ashgeopolymer concrete
+e experimental results obtained for the modulus ofelasticity and Poissonrsquos ratio of the AAHFACmixes show anoverall increase with the increase of compressive strength asshown in Figures 9 and 10 however the coarse aggregate
size influenced the modulus of elasticity and Poissonrsquos ratioNormally it is well known that the values of modulus ofelasticity and Poissonrsquos ratio of concrete depend on thestiffness of paste and aggregates [50] +e modulus ofelasticity obtained from this study agrees with Nath andSarker [51] that the modulus of elasticity of geopolymerconcrete with 28-day compressive strength of 25ndash45MPawas between 174 and 246GPa while the modulus ofelasticity of Portland cement concrete was between 25 and35GPa [51 52] According to Figure 10 Poissonrsquos ratio for
0
5
10
15
20
25
30
Slum
p (m
m)
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Mix proportions
Figure 5 Slump of the AAHFAC
0
10
20
30
40
50
60
Pot l
ife (m
in)
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Mix proportions
Figure 6 Pot life of the AAHFAC
Advances in Materials Science and Engineering 7
all of the AAHFAC mixes is between 021 and 031 +eyshow values slightly higher than the values assigned fornormal strength of Portland cement concrete which arebetween 011 and 021 [50] +e high Poissonrsquos ratios wereassociated with the mixes with large aggregates of 16mmFor the mixes with smaller aggregates of 7 and 11mmPoissonrsquos ratios are between 021 and 027 similar to thepreviously reported values of inorganic polymer concretebetween 023 and 026 and also in the same range as those ofhigh strength concrete between 020 and 025 [50]
4 Verification of the Mix Design MethodologyUsing Laboratory Experiments
To develop the mix design methodology of the AAHFACsome parameters from laboratory experiments should beupdated before use In order to support the basic principlesof mix design the relationship between 28-day compressivestrength and AASFA ratio from laboratory experiments hasbeen produced as shown in Figure 11 +e AASFA ratiocurve can be determined for the minimum 28-day
0
5
10
15
20
25
30
35
40
Mix proportions
28-d
ay co
mpr
essiv
e str
engt
h (M
Pa)
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Figure 7 28-day compressive strength of the AAHFAC
0
1
2
3
4
5
6
7
8
9
10
28-d
ay fl
exur
al st
reng
th (M
Pa)
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Mix proportions
Figure 8 28-day flexural strength of the AAHFAC
8 Advances in Materials Science and Engineering
compressive strength of the AAHFAC similar to that of thewater-to-cement ratio curve of Portland cement concrete
According to Table 5 and Figures 5ndash10 the 24 differentmixes of the AAHFAC were conducted to develop themix design methodology +e 28-day compressive strengthof the AAHFAC cured at ambient temperature rangingfrom 15 to 35MPa was obtained by using the proposed mixdesign methodology All obtained compressive strengthsof the AAHFAC mixes can be separated into 5 strength re-quirements namely 15 20 25 30 and 35MPa respectively
+ese obtained strength requirements of the AAHFACwill beused to recalculate in Step 4 for determining the strengthrequirement of the AAHFAC with various AASFA ratios(Figure 11)
In order to verify the mix design procedure an exampledesign of the AAHFAC mix with the target 28-day com-pressive strength of 30MPa has been considered +e pa-rameters are NaOH concentration of 10M maximumaggregate size of 10mm and Na2SiO3NaOH ratio of 10Material properties of the AAHFAC ingredients are
0
5
10
15
20
25
30
35
40
28-d
ay el
astic
mod
ulus
(GPa
)
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Mix proportions
Figure 9 28-day elastic modulus of the AAHFAC
000
005
010
015
020
025
030
035
040
Poiss
onrsquos
ratio
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
Mix proportions
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Figure 10 28-day Poissonrsquos ratio of the AAHFAC
Advances in Materials Science and Engineering 9
illustrated in Table 2 +e step-by-step procedure of the mixdesign is explained as follows
Step 1 selection of the maximum coarse aggregate size
+is mix design of the AAHFAC has been selected themaximum coarse aggregate size of 10mm for mixing theAAHFAC
Step 2 selection of AAS and air contents
AAS and air contents are based on the maximum size ofthe coarse aggregate therefore AAS content of 225 kgm3
and air content of 30 have been used as given in Table 3
Step 3 adjustment of AAS content due to percentage ofvoid in the fine aggregate
+e fine aggregate used in this example has a void of37 therefore the value of adjustment could be calculatedas follows
AASadjustment 1minus1585
252lowast 10001113874 11138751113876 1113877 times 1001113882 1113883minus 35
1113868111386811138681113868111386811138681113868
1113868111386811138681113868111386811138681113868
times 475 10 kgm3
(4)
+erefore the AAS content after an adjustment of AAScontent due to percentage of void in the fine aggregate is235 kgm3
Step 4 selection of AASFA ratio
From Figure 11 for the minimum 28-day compressivestrength of 30MPa it is found that the AASFA ratio of 050is obtained when 10MmiddotNaOH was used as alkaline activatorsolution
Step 5 calculation of binder content
FA content AAS contentAASFA ratio
235050
470 kgm3 (5)
Step 6 calculation of NaOH and Na2SiO3 content
+e individual mass of NaOH and Na2SiO3 contentcould be calculated as follows
Na2SiO3 AAS
1 + 1 Na2SiO3NaOH( 1113857( 11138571113858 1113859
235
[1 +(11)] 11750 kgm3
NaOH AASminusAAS
1 + 1 Na2SiO3NaOH( 1113857( 11138571113858 1113859
11750minus235
[1 +(11)] 11750 kgm3
(6)
Step 7 calculation of fine and coarse aggregates
MRS 03(252) 1minus470
265 times 1000minus11751413minus11751485minus
3100
1113876 1113877
times 1000 477 kgm3
MLS 07(264) 1minus470
265 times 1000minus11751413minus11751485minus
3100
1113876 1113877
times 1000 1164 kgm3
(7)
Step 8 calculation of superplasticizer dosage
SP dosage 1100
1113874 1113875 times 470 47 kgm3 (8)
Step 9 summarization of mix design
Based on the mix design methodology of the AAHFACmix mix proportions of ingredients are concluded as follows
FA 470 kgm3
RS 477 kgm3
LS 1164 kgm3
NaOH 1175 kgm3
Na2SiO3 1175 kgm3
SP 47 kgm3
(9)
Step 10 validation of strength achieved
After following the mix design of the AAHFAC mix theAAHFAC samples were tested for compressive strength oncylinder molds with 100mm diameter and 200mm heightAfter testing it is found that the 28-day compressive strengthof the AAHFAC is 3115MPa+erefore themix design of theAAHFAC above meets the strength requirement
5 Conclusion
In this study the novel mix design methodology for alkali-activated high-calcium fly ash concrete (AAHFAC) cured atambient temperature in a rational way was proposed From
0
10
20
30
40
50
60
035 040 045 050 055 060 065 070 075 080 085 090 095Alkaline activator solutionfly ash (AASFA) ratio
28-d
ay co
mpr
essiv
e stre
ngth
(MPa
)
10 M NaOH
15 M NaOH
Figure 11 Twenty-eight-day compressive strength versus theAASFA ratio curve
10 Advances in Materials Science and Engineering
the review of mix design of alkali-activated binders concretethere is no standard mix design method available for de-signing the AAHFAC Some works have been investigated inthis area in an attempt to develop mix design methodologyfor alkali-activated low-calcium fly ash However it still usedthe temperature curing for enhancing the strength devel-opment of alkali-activated low-calcium fly ash but this islimited for construction work To be useful in practicealkali-activated binders concrete cured at ambient temper-ature has been used to solve this problem In this studya new mix design methodology for AAHFAC was modifiedfrom ACI standards +e step-by-step procedure of the mixdesign for the AAHFAC mixes has been explained in theearlier section From laboratory experiments the 28-daycompressive strength of the AAHFAC cured at ambienttemperature ranging from 15 to 35MPa was obtained Aftercompressive strength was obtained the alkaline activatorsolution-to-binder ratios were used tomodify themix designof the AAHFAC Using the modified mix design of theAAHFAC mix it is found that the proposed mix design ofthe AAHFAC in this study meets the strength requirement+is mix design would lay a foundation for the future use ofAAHFAC in construction industry
Conflicts of Interest
+e authors declare that there are no conflicts of interest
Acknowledgments
+is work was financially supported by the TRFNewResearchScholar Grant no MRG6080174 and the +ailand ResearchFund (TRF) under the TRF Distinguished Research ProfessorGrant no DPG6180002+e part of the present work was alsosupported by the European Commission Research Execu-tive Agency via the Marie Skłodowska-Curie Research andInnovation Staff Exchange Project (689857-PRIGeoC-RISE-2015) and the Industry Academia Partnership Programme-2(IAPP161716) ldquoDevelopment of Sustainable GeopolymerConcreterdquo +e authors also would like to acknowledge thesupport of the Department of Civil Engineering Faculty ofEngineering and Architecture Rajamangala University ofTechnology Isan +ailand
References
[1] F Pacheco-Torgal Z Abdollahnejad S Miraldo S Bakloutiand Y Ding ldquoAn overview on the potential of geopolymersfor concrete infrastructure rehabilitationrdquo Construction andBuilding Materials vol 36 pp 1053ndash1058 2012
[2] F Xu X Deng C Peng J Zhu and J P Chen ldquoMix designand flexural toughness of PVA fiber reinforced fly ash-geopolymer compositesrdquo Construction and Building Mate-rials vol 150 pp 179ndash189 2017
[3] P Chindaprasirt P Paisitsrisawat and U RattanasakldquoStrength and resistance to sulfate and sulfuric acid of groundfluidized bed combustion fly ashndashsilica fume alkali-activatedcompositerdquo Advanced Powder Technology vol 25 no 3pp 1087ndash1093 2014
[4] M Albitar P Visintin M S Mohamed Ali andM DrechslerldquoAssessing behaviour of fresh and hardened geopolymer
concrete mixed with class-F fly ashrdquo KSCE Journal of CivilEngineering vol 19 pp 1445ndash1455 2015
[5] Y Jun and J E Oh ldquoMicrostructural characterization ofalkali-activation of six Korean class F fly ashes with differentgeopolymeric reactivity and their zeolitic precursors withvarious mixture designsrdquo KSCE Journal of Civil Engineeringvol 19 no 6 pp 1775ndash1786 2015
[6] S Kumar R Kumar and S P Mehrotra ldquoInfluence ofgranulated blast furnace slag on the reaction structure andproperties of fly ash based geopolymerrdquo Journal of MaterialsScience vol 45 no 3 pp 607ndash615 2010
[7] C Li H Sun and L Li ldquoA review the comparison betweenalkali-activated slag (Si + Ca) and metakaolin (Si + Al) ce-mentsrdquo Cement and Concrete Research vol 40 no 9pp 1341ndash1349 2010
[8] D Ravikumar S Peethamparan and N Neithalath ldquoStruc-ture and strength of NaOH activated concretes containing flyash or GGBFS as the sole binderrdquo Cement and ConcreteComposites vol 32 no 6 pp 399ndash410 2010
[9] A Palomo M W Grutzeck and M T Blanco ldquoAlkali-activated fly ashes a cement for the futurerdquo Cement andConcrete Research vol 29 no 8 pp 1323ndash1329 1999
[10] T Phoo-ngernkham P Chindaprasirt V Sata S Hanjitsuwanand S Hatanaka ldquo+e effect of adding nano-SiO2 and nano-Al2O3 on properties of high calcium fly ash geopolymer curedat ambient temperaturerdquo Materials amp Design vol 55 pp 58ndash65 2014
[11] T Phoo-ngernkham P Chindaprasirt V Sata S Pangdaengand T Sinsiri ldquoProperties of high calcium fly ash geopolymerpastes containing Portland cement as additiverdquo InternationalJournal of Minerals metallurgy and Materials vol 20 no 2pp 214ndash220 2013
[12] T Phoo-ngernkham P Chindaprasirt V Sata and T SinsirildquoHigh calcium fly ash geopolymer containing diatomite asadditiverdquo Indian Journal of Engineering amp Materials Sciencesvol 20 no 2 pp 214ndash220 2013
[13] T Phoo-ngernkham A Maegawa N Mishima S Hatanakaand P Chindaprasirt ldquoEffects of sodium hydroxide and so-dium silicate solutions on compressive and shear bondstrengths of FAndashGBFS geopolymerrdquo Construction andBuilding Materials vol 91 pp 1ndash8 2015
[14] T Phoo-ngernkham V Sata S Hanjitsuwan C RidtirudS Hatanaka and P Chindaprasirt ldquoHigh calcium fly ashgeopolymer mortar containing Portland cement for use asrepair materialrdquo Construction and Building Materials vol 98pp 482ndash488 2015
[15] T Phoo-ngernkham V Sata S Hanjitsuwan C RidtirudS Hatanaka and P Chindaprasirt ldquoCompressive strengthbending and fracture characteristics of high calcium fly ashgeopolymer mortar containing Portland cement cured atambient temperaturerdquo Arabian Journal for Science and En-gineering vol 41 no 4 pp 1263ndash1271 2016
[16] K Pimraksa P Chindaprasirt A Rungchet K Sagoe-Crentsil and T Sato ldquoLightweight geopolymer made ofhighly porous siliceous materials with various Na2OAl2O3and SiO2Al2O3 ratiosrdquo Materials Science and Engineering Avol 528 no 21 pp 6616ndash6623 2011
[17] D Panias I P Giannopoulou and T Perraki ldquoEffect ofsynthesis parameters on the mechanical properties of fly ash-based geopolymersrdquo Colloids and Surfaces A Physicochemicaland Engineering Aspects vol 301 no 1ndash3 pp 246ndash254 2007
[18] A M Rashad ldquoProperties of alkali-activated fly ash concreteblended with slagrdquo Iranian Journal of Materials Science andEngineering vol 10 no 1 pp 57ndash64 2013
Advances in Materials Science and Engineering 11
[19] D Ravikumar and N Neithalath ldquoEffects of activator char-acteristics on the reaction product formation in slag bindersactivated using alkali silicate powder and NaOHrdquo Cement andConcrete Composites vol 34 no 7 pp 809ndash818 2012
[20] T Phoo-ngernkham S Hanjitsuwan N Damrongwiriyanupapand P Chindaprasirt ldquoEffect of sodium hydroxide and sodiumsilicate solutions on strengths of alkali activated high calcium flyash containing Portland cementrdquo KSCE Journal of Civil Engi-neering vol 21 no 6 pp 2202ndash2210 2017
[21] R R Lloyd J L Provis and J S J van Deventer ldquoPoresolution composition and alkali diffusion in inorganicpolymer cementrdquo Cement and Concrete Research vol 40no 9 pp 1386ndash1392 2010
[22] S Ananda Kumar and T S N Sankara Narayanan ldquo+ermalproperties of siliconized epoxy interpenetrating coatingsrdquoProgress in Organic Coatings vol 45 no 4 pp 323ndash330 2002
[23] W Ferdous A Manalo A Khennane and O KayalildquoGeopolymer concrete-filled pultruded composite beamsndashconcrete mix design and applicationrdquo Cement and ConcreteComposites vol 58 pp 1ndash13 2015
[24] M Lahoti P Narang K H Tan and E H Yang ldquoMix designfactors and strength prediction of metakaolin-based geo-polymerrdquo Ceramics International vol 43 no 14 pp 11433ndash11441 2017
[25] P Pavithra M Srinivasula Reddy P Dinakar B HanumanthaRao B K Satpathy and A N Mohanty ldquoA mix designprocedure for geopolymer concrete with fly ashrdquo Journal ofCleaner Production vol 133 pp 117ndash125 2016
[26] ASTM C618-15 ldquoStandard specification for coal fly ash andraw or calcined natural pozzolan for use in concreterdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2015
[27] S Hanjitsuwan T Phoo-ngernkham L Y LiN Damrongwiriyanupap and P Chindaprasirt ldquoStrengthdevelopment and durability of alkali-activated fly ash mortarwith calcium carbide residue as additiverdquo Construction andBuilding Materials vol 162 pp 714ndash723 2018
[28] T Phoo-ngernkham S Hanjitsuwan L Y LiN Damrongwiriyanupap and P Chindaprasirt ldquoAdhesioncharacterization of Portland cement concrete and alkali-activated binders under different types of calcium pro-motersrdquo Advances in Cement Research pp 1ndash11 2018
[29] T Phoo-ngernkham S Hanjitsuwan C SuksiripattanapongJ +umrongvut J Suebsuk and S Sookasem ldquoFlexuralstrength of notched concrete beam filled with alkali-activatedbinders under different types of alkali solutionsrdquo Constructionand Building Materials vol 127 pp 673ndash678 2016
[30] ACI 2114R-93 Guide for Selecting Proportions for High-Strength Concrete with Portland Cement and Fly Ash Ameri-can Concrete Institute Farmington Hills MI USA 1993
[31] ACI 2111-91 Standard Practice for Selecting Proportions forNormal Heavyweight and Mass Concrete American Con-crete Institute Farmington Hills MI USA 1991
[32] D Hardjito S EWallah DM J Sumajouw and B V RanganldquoOn the development of fly ash-based geopolymer concreterdquoACI Materials Journal vol 101 no 6 pp 467ndash472 2004
[33] ASTM C143C143M-15a ldquoStandard test method for slump ofhydraulic-cement concreterdquo Annual Book of ASTM StandardASTM International West Conshohocken PA USA 2015
[34] ASTM C403C403M-16 ldquoStandard test method for time ofsetting of concrete mixtures by penetration resistancerdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2016
[35] ASTM C469 ldquoStandard test method for static modulus ofelasticity and Poissonrsquos ratio of concrete in compressionrdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2002
[36] ASTM C78 ldquoStandard test method for flexural strength ofconcrete (using simple beam with third-point loading)rdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2002
[37] A Sathonsaowaphak P Chindaprasirt and K PimraksaldquoWorkability and strength of lignite bottom ash geopolymermortarrdquo Journal of Hazardous Materials vol 168 no 1pp 44ndash50 2009
[38] T Sinsiri T Phoo-ngernkham V Sata and P Chindaprasirtldquo+e effects of replacement fly ash with diatomite in geo-polymer mortarrdquo Computers and Concrete vol 9 no 6pp 427ndash437 2012
[39] S Hanjitsuwan S Hunpratub P +ongbai S MaensiriV Sata and P Chindaprasirt ldquoEffects of NaOH concentra-tions on physical and electrical properties of high calcium flyash geopolymer pasterdquo Cement and Concrete Compositesvol 45 pp 9ndash14 2014
[40] U Rattanasak and P Chindaprasirt ldquoInfluence of NaOHsolution on the synthesis of fly ash geopolymerrdquo MineralsEngineering vol 22 no 12 pp 1073ndash1078 2009
[41] A Hawa D Tonnayopas W Prachasaree and P TaneerananonldquoDevelopment and performance evaluation of very high earlystrength geopolymer for rapid road repairrdquo Advances in Ma-terials Science and Engineering vol 2013 Article ID 7641809 pages 2013
[42] F Pacheco-Torgal J P Castro-Gomes and S Jalali ldquoAdhe-sion characterization of tungsten mine waste geopolymericbinder Influence of OPC concrete substrate surface treat-mentrdquo Construction and Building Materials vol 22 no 3pp 154ndash161 2008
[43] F Pacheco-Torgal J A Labrincha C Leonelli A Palomoand P Chindaprasirt Handbook of Alkali-Activated CementsMortars and Concretes WoodHead Publishing Limited-Elsevier Science and Technology Cambridge UK 2014
[44] P Chindaprasirt T Chareerat S Hatanaka and T CaoldquoHigh strength geopolymer using fine high calcium fly ashrdquoJournal of Materials in Civil Engineering vol 23 no 3pp 264ndash270 2011
[45] C Ridtirud P Chindaprasirt and K Pimraksa ldquoFactorsaffecting the shrinkage of fly ash geopolymersrdquo InternationalJournal of Minerals Metallurgy and Materials vol 18 no 1pp 100ndash104 2011
[46] K Sagoe-Crentsil T Brown and A Taylor ldquoDrying shrinkageand creep performance of geopolymer concreterdquo Journal ofSustainable Cement-BasedMaterials vol 2 no1 pp 35ndash42 2013
[47] S Songpiriyakij T Pulngern P Pungpremtrakul andC Jaturapitakkul ldquoAnchorage of steel bars in concrete bygeopolymer pasterdquo Materials amp Design vol 32 no 5pp 3021ndash3028 2011
[48] P K Sarker ldquoBond strength of reinforcing steel embedded infly ash-based geopolymer concreterdquoMaterials and Structuresvol 44 no 5 pp 1021ndash1030 2011
[49] P K Sarker S Kelly and Z Yao ldquoEffect of fire exposure oncracking spalling and residual strength of fly ash geopolymerconcreterdquo Materials amp Design vol 63 pp 584ndash592 2014
[50] M Sofi J S J van Deventer P A Mendis and G C LukeyldquoEngineering properties of inorganic polymer concretes (IPCs)rdquoCement and Concrete Research vol 37 no 2 pp 251ndash257 2007
[51] P Nath and P K Sarker ldquoFlexural strength and elasticmodulus of ambient-cured blended low-calcium fly ash
12 Advances in Materials Science and Engineering
geopolymer concreterdquo Construction and Building Materialsvol 130 pp 22ndash31 2017
[52] M Shariq J Prasad and H Abbas ldquoEffect of GGBFS on agedependent static modulus of elasticity of concreterdquo Con-struction and Building Materials vol 41 pp 411ndash418 2013
Advances in Materials Science and Engineering 13
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3 Experimental Results and Discussion
Figures 5ndash10 show the test results of fresh AAHFACand mechanical properties of the AAHFAC According toFigure 5 the slump values are between 18 and 22mmtherefore mix design of the AAHFAC from Table 5 is inline with the slump value at around 175ndash225mm As
mentioned the AAS and air contents based on the maximumsize of the aggregate as per the ACI standard could be takenfor this study +e final setting time of the AAHFAC tends toobviously increase with the increase of AASFA ratio andNaOH concentration as illustrated in Figure 6 +is resultconforms to the previous studies [37 38] that an increase offluid medium content resulted in less particle interaction andincreased the workability of the mixture Hanjitsuwan et al[39] and Rattanasak and Chindaprasirt [40] also explainedthat NaOH concentration is a main reason for leaching outof Si4+ and Al3+ ions therefore the time of setting tends toincrease However different sizes of the coarse aggregate aremarginal changed in the setting time of the AAHFAC
Test results of the compressive strength modulus ofelasticity and Poissonrsquos ratio have been shown in Figures 7and 8 It is found that the compressive and flexural strengthstend to increase with the increase of AASFA ratio and NaOHconcentration however they are decreased with increasingcoarse aggregate sizes Sinsiri et al [38] claimed that the excessOHminus concentration in the mixture at high AASFA ratiocauses the decrease of strength development of the AAHFACsimilar to that in case of increasing water-to-cement ratios forPortland cement concrete Also the excess liquid solutioncould disrupt the polymerization process [37] For the effectof NaOH concentration it is found that the increase in theleaching out of Si4+ and Al3+ ions from FA particles at highNaOH concentration could improve the N-A-S-H gel andthus it gives high strength development of the AAHFAC [40]Also CaO oxide could react with silica and alumina from FAto form C-(A)-S-H gel which coexisted with N-A-S-H gel[11 12 14 15 20] resulting in an enhancement of strength+e short setting time of less than 60 minutes at ambienttemperature with relatively high 28-day compressivestrengths of 160ndash360MPa indicated the role of calcium inthe system +erefore the AAHFAC could be used as analternative repair material as reported by several publications[13 14 20 29 41ndash43] +ere are many reasons such as highcompressive strength [44] negligible drying shrinkage [45]low creep [46] good bondwith reinforcing steel [47 48] goodresistance to acid and sulfate [3 27] fire resistance [49] andexcellent bond with old concrete [14 20 28] For the effect ofcoarse aggregate size the strength development tends todecrease with the increase of coarse aggregate size Generally
Figure 3 Test setup for compressive strength modulus of elas-ticity and Poissonrsquos ratio
Figure 4 Test setup for flexural strength
(a) (b)
Figure 2 Fresh AAHFAC (a) and slump test of the AAHFAC (b)
6 Advances in Materials Science and Engineering
the binder within the AAHFAC is an important factor on thestrength development of the matrix +is agrees with thefindings of Pavithra et al [25] that the increase in total ag-gregate corresponding to the decrease of paste has an adverseeffect on the strength development of low-calcium fly ashgeopolymer concrete
+e experimental results obtained for the modulus ofelasticity and Poissonrsquos ratio of the AAHFACmixes show anoverall increase with the increase of compressive strength asshown in Figures 9 and 10 however the coarse aggregate
size influenced the modulus of elasticity and Poissonrsquos ratioNormally it is well known that the values of modulus ofelasticity and Poissonrsquos ratio of concrete depend on thestiffness of paste and aggregates [50] +e modulus ofelasticity obtained from this study agrees with Nath andSarker [51] that the modulus of elasticity of geopolymerconcrete with 28-day compressive strength of 25ndash45MPawas between 174 and 246GPa while the modulus ofelasticity of Portland cement concrete was between 25 and35GPa [51 52] According to Figure 10 Poissonrsquos ratio for
0
5
10
15
20
25
30
Slum
p (m
m)
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Mix proportions
Figure 5 Slump of the AAHFAC
0
10
20
30
40
50
60
Pot l
ife (m
in)
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Mix proportions
Figure 6 Pot life of the AAHFAC
Advances in Materials Science and Engineering 7
all of the AAHFAC mixes is between 021 and 031 +eyshow values slightly higher than the values assigned fornormal strength of Portland cement concrete which arebetween 011 and 021 [50] +e high Poissonrsquos ratios wereassociated with the mixes with large aggregates of 16mmFor the mixes with smaller aggregates of 7 and 11mmPoissonrsquos ratios are between 021 and 027 similar to thepreviously reported values of inorganic polymer concretebetween 023 and 026 and also in the same range as those ofhigh strength concrete between 020 and 025 [50]
4 Verification of the Mix Design MethodologyUsing Laboratory Experiments
To develop the mix design methodology of the AAHFACsome parameters from laboratory experiments should beupdated before use In order to support the basic principlesof mix design the relationship between 28-day compressivestrength and AASFA ratio from laboratory experiments hasbeen produced as shown in Figure 11 +e AASFA ratiocurve can be determined for the minimum 28-day
0
5
10
15
20
25
30
35
40
Mix proportions
28-d
ay co
mpr
essiv
e str
engt
h (M
Pa)
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Figure 7 28-day compressive strength of the AAHFAC
0
1
2
3
4
5
6
7
8
9
10
28-d
ay fl
exur
al st
reng
th (M
Pa)
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Mix proportions
Figure 8 28-day flexural strength of the AAHFAC
8 Advances in Materials Science and Engineering
compressive strength of the AAHFAC similar to that of thewater-to-cement ratio curve of Portland cement concrete
According to Table 5 and Figures 5ndash10 the 24 differentmixes of the AAHFAC were conducted to develop themix design methodology +e 28-day compressive strengthof the AAHFAC cured at ambient temperature rangingfrom 15 to 35MPa was obtained by using the proposed mixdesign methodology All obtained compressive strengthsof the AAHFAC mixes can be separated into 5 strength re-quirements namely 15 20 25 30 and 35MPa respectively
+ese obtained strength requirements of the AAHFACwill beused to recalculate in Step 4 for determining the strengthrequirement of the AAHFAC with various AASFA ratios(Figure 11)
In order to verify the mix design procedure an exampledesign of the AAHFAC mix with the target 28-day com-pressive strength of 30MPa has been considered +e pa-rameters are NaOH concentration of 10M maximumaggregate size of 10mm and Na2SiO3NaOH ratio of 10Material properties of the AAHFAC ingredients are
0
5
10
15
20
25
30
35
40
28-d
ay el
astic
mod
ulus
(GPa
)
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Mix proportions
Figure 9 28-day elastic modulus of the AAHFAC
000
005
010
015
020
025
030
035
040
Poiss
onrsquos
ratio
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
Mix proportions
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Figure 10 28-day Poissonrsquos ratio of the AAHFAC
Advances in Materials Science and Engineering 9
illustrated in Table 2 +e step-by-step procedure of the mixdesign is explained as follows
Step 1 selection of the maximum coarse aggregate size
+is mix design of the AAHFAC has been selected themaximum coarse aggregate size of 10mm for mixing theAAHFAC
Step 2 selection of AAS and air contents
AAS and air contents are based on the maximum size ofthe coarse aggregate therefore AAS content of 225 kgm3
and air content of 30 have been used as given in Table 3
Step 3 adjustment of AAS content due to percentage ofvoid in the fine aggregate
+e fine aggregate used in this example has a void of37 therefore the value of adjustment could be calculatedas follows
AASadjustment 1minus1585
252lowast 10001113874 11138751113876 1113877 times 1001113882 1113883minus 35
1113868111386811138681113868111386811138681113868
1113868111386811138681113868111386811138681113868
times 475 10 kgm3
(4)
+erefore the AAS content after an adjustment of AAScontent due to percentage of void in the fine aggregate is235 kgm3
Step 4 selection of AASFA ratio
From Figure 11 for the minimum 28-day compressivestrength of 30MPa it is found that the AASFA ratio of 050is obtained when 10MmiddotNaOH was used as alkaline activatorsolution
Step 5 calculation of binder content
FA content AAS contentAASFA ratio
235050
470 kgm3 (5)
Step 6 calculation of NaOH and Na2SiO3 content
+e individual mass of NaOH and Na2SiO3 contentcould be calculated as follows
Na2SiO3 AAS
1 + 1 Na2SiO3NaOH( 1113857( 11138571113858 1113859
235
[1 +(11)] 11750 kgm3
NaOH AASminusAAS
1 + 1 Na2SiO3NaOH( 1113857( 11138571113858 1113859
11750minus235
[1 +(11)] 11750 kgm3
(6)
Step 7 calculation of fine and coarse aggregates
MRS 03(252) 1minus470
265 times 1000minus11751413minus11751485minus
3100
1113876 1113877
times 1000 477 kgm3
MLS 07(264) 1minus470
265 times 1000minus11751413minus11751485minus
3100
1113876 1113877
times 1000 1164 kgm3
(7)
Step 8 calculation of superplasticizer dosage
SP dosage 1100
1113874 1113875 times 470 47 kgm3 (8)
Step 9 summarization of mix design
Based on the mix design methodology of the AAHFACmix mix proportions of ingredients are concluded as follows
FA 470 kgm3
RS 477 kgm3
LS 1164 kgm3
NaOH 1175 kgm3
Na2SiO3 1175 kgm3
SP 47 kgm3
(9)
Step 10 validation of strength achieved
After following the mix design of the AAHFAC mix theAAHFAC samples were tested for compressive strength oncylinder molds with 100mm diameter and 200mm heightAfter testing it is found that the 28-day compressive strengthof the AAHFAC is 3115MPa+erefore themix design of theAAHFAC above meets the strength requirement
5 Conclusion
In this study the novel mix design methodology for alkali-activated high-calcium fly ash concrete (AAHFAC) cured atambient temperature in a rational way was proposed From
0
10
20
30
40
50
60
035 040 045 050 055 060 065 070 075 080 085 090 095Alkaline activator solutionfly ash (AASFA) ratio
28-d
ay co
mpr
essiv
e stre
ngth
(MPa
)
10 M NaOH
15 M NaOH
Figure 11 Twenty-eight-day compressive strength versus theAASFA ratio curve
10 Advances in Materials Science and Engineering
the review of mix design of alkali-activated binders concretethere is no standard mix design method available for de-signing the AAHFAC Some works have been investigated inthis area in an attempt to develop mix design methodologyfor alkali-activated low-calcium fly ash However it still usedthe temperature curing for enhancing the strength devel-opment of alkali-activated low-calcium fly ash but this islimited for construction work To be useful in practicealkali-activated binders concrete cured at ambient temper-ature has been used to solve this problem In this studya new mix design methodology for AAHFAC was modifiedfrom ACI standards +e step-by-step procedure of the mixdesign for the AAHFAC mixes has been explained in theearlier section From laboratory experiments the 28-daycompressive strength of the AAHFAC cured at ambienttemperature ranging from 15 to 35MPa was obtained Aftercompressive strength was obtained the alkaline activatorsolution-to-binder ratios were used tomodify themix designof the AAHFAC Using the modified mix design of theAAHFAC mix it is found that the proposed mix design ofthe AAHFAC in this study meets the strength requirement+is mix design would lay a foundation for the future use ofAAHFAC in construction industry
Conflicts of Interest
+e authors declare that there are no conflicts of interest
Acknowledgments
+is work was financially supported by the TRFNewResearchScholar Grant no MRG6080174 and the +ailand ResearchFund (TRF) under the TRF Distinguished Research ProfessorGrant no DPG6180002+e part of the present work was alsosupported by the European Commission Research Execu-tive Agency via the Marie Skłodowska-Curie Research andInnovation Staff Exchange Project (689857-PRIGeoC-RISE-2015) and the Industry Academia Partnership Programme-2(IAPP161716) ldquoDevelopment of Sustainable GeopolymerConcreterdquo +e authors also would like to acknowledge thesupport of the Department of Civil Engineering Faculty ofEngineering and Architecture Rajamangala University ofTechnology Isan +ailand
References
[1] F Pacheco-Torgal Z Abdollahnejad S Miraldo S Bakloutiand Y Ding ldquoAn overview on the potential of geopolymersfor concrete infrastructure rehabilitationrdquo Construction andBuilding Materials vol 36 pp 1053ndash1058 2012
[2] F Xu X Deng C Peng J Zhu and J P Chen ldquoMix designand flexural toughness of PVA fiber reinforced fly ash-geopolymer compositesrdquo Construction and Building Mate-rials vol 150 pp 179ndash189 2017
[3] P Chindaprasirt P Paisitsrisawat and U RattanasakldquoStrength and resistance to sulfate and sulfuric acid of groundfluidized bed combustion fly ashndashsilica fume alkali-activatedcompositerdquo Advanced Powder Technology vol 25 no 3pp 1087ndash1093 2014
[4] M Albitar P Visintin M S Mohamed Ali andM DrechslerldquoAssessing behaviour of fresh and hardened geopolymer
concrete mixed with class-F fly ashrdquo KSCE Journal of CivilEngineering vol 19 pp 1445ndash1455 2015
[5] Y Jun and J E Oh ldquoMicrostructural characterization ofalkali-activation of six Korean class F fly ashes with differentgeopolymeric reactivity and their zeolitic precursors withvarious mixture designsrdquo KSCE Journal of Civil Engineeringvol 19 no 6 pp 1775ndash1786 2015
[6] S Kumar R Kumar and S P Mehrotra ldquoInfluence ofgranulated blast furnace slag on the reaction structure andproperties of fly ash based geopolymerrdquo Journal of MaterialsScience vol 45 no 3 pp 607ndash615 2010
[7] C Li H Sun and L Li ldquoA review the comparison betweenalkali-activated slag (Si + Ca) and metakaolin (Si + Al) ce-mentsrdquo Cement and Concrete Research vol 40 no 9pp 1341ndash1349 2010
[8] D Ravikumar S Peethamparan and N Neithalath ldquoStruc-ture and strength of NaOH activated concretes containing flyash or GGBFS as the sole binderrdquo Cement and ConcreteComposites vol 32 no 6 pp 399ndash410 2010
[9] A Palomo M W Grutzeck and M T Blanco ldquoAlkali-activated fly ashes a cement for the futurerdquo Cement andConcrete Research vol 29 no 8 pp 1323ndash1329 1999
[10] T Phoo-ngernkham P Chindaprasirt V Sata S Hanjitsuwanand S Hatanaka ldquo+e effect of adding nano-SiO2 and nano-Al2O3 on properties of high calcium fly ash geopolymer curedat ambient temperaturerdquo Materials amp Design vol 55 pp 58ndash65 2014
[11] T Phoo-ngernkham P Chindaprasirt V Sata S Pangdaengand T Sinsiri ldquoProperties of high calcium fly ash geopolymerpastes containing Portland cement as additiverdquo InternationalJournal of Minerals metallurgy and Materials vol 20 no 2pp 214ndash220 2013
[12] T Phoo-ngernkham P Chindaprasirt V Sata and T SinsirildquoHigh calcium fly ash geopolymer containing diatomite asadditiverdquo Indian Journal of Engineering amp Materials Sciencesvol 20 no 2 pp 214ndash220 2013
[13] T Phoo-ngernkham A Maegawa N Mishima S Hatanakaand P Chindaprasirt ldquoEffects of sodium hydroxide and so-dium silicate solutions on compressive and shear bondstrengths of FAndashGBFS geopolymerrdquo Construction andBuilding Materials vol 91 pp 1ndash8 2015
[14] T Phoo-ngernkham V Sata S Hanjitsuwan C RidtirudS Hatanaka and P Chindaprasirt ldquoHigh calcium fly ashgeopolymer mortar containing Portland cement for use asrepair materialrdquo Construction and Building Materials vol 98pp 482ndash488 2015
[15] T Phoo-ngernkham V Sata S Hanjitsuwan C RidtirudS Hatanaka and P Chindaprasirt ldquoCompressive strengthbending and fracture characteristics of high calcium fly ashgeopolymer mortar containing Portland cement cured atambient temperaturerdquo Arabian Journal for Science and En-gineering vol 41 no 4 pp 1263ndash1271 2016
[16] K Pimraksa P Chindaprasirt A Rungchet K Sagoe-Crentsil and T Sato ldquoLightweight geopolymer made ofhighly porous siliceous materials with various Na2OAl2O3and SiO2Al2O3 ratiosrdquo Materials Science and Engineering Avol 528 no 21 pp 6616ndash6623 2011
[17] D Panias I P Giannopoulou and T Perraki ldquoEffect ofsynthesis parameters on the mechanical properties of fly ash-based geopolymersrdquo Colloids and Surfaces A Physicochemicaland Engineering Aspects vol 301 no 1ndash3 pp 246ndash254 2007
[18] A M Rashad ldquoProperties of alkali-activated fly ash concreteblended with slagrdquo Iranian Journal of Materials Science andEngineering vol 10 no 1 pp 57ndash64 2013
Advances in Materials Science and Engineering 11
[19] D Ravikumar and N Neithalath ldquoEffects of activator char-acteristics on the reaction product formation in slag bindersactivated using alkali silicate powder and NaOHrdquo Cement andConcrete Composites vol 34 no 7 pp 809ndash818 2012
[20] T Phoo-ngernkham S Hanjitsuwan N Damrongwiriyanupapand P Chindaprasirt ldquoEffect of sodium hydroxide and sodiumsilicate solutions on strengths of alkali activated high calcium flyash containing Portland cementrdquo KSCE Journal of Civil Engi-neering vol 21 no 6 pp 2202ndash2210 2017
[21] R R Lloyd J L Provis and J S J van Deventer ldquoPoresolution composition and alkali diffusion in inorganicpolymer cementrdquo Cement and Concrete Research vol 40no 9 pp 1386ndash1392 2010
[22] S Ananda Kumar and T S N Sankara Narayanan ldquo+ermalproperties of siliconized epoxy interpenetrating coatingsrdquoProgress in Organic Coatings vol 45 no 4 pp 323ndash330 2002
[23] W Ferdous A Manalo A Khennane and O KayalildquoGeopolymer concrete-filled pultruded composite beamsndashconcrete mix design and applicationrdquo Cement and ConcreteComposites vol 58 pp 1ndash13 2015
[24] M Lahoti P Narang K H Tan and E H Yang ldquoMix designfactors and strength prediction of metakaolin-based geo-polymerrdquo Ceramics International vol 43 no 14 pp 11433ndash11441 2017
[25] P Pavithra M Srinivasula Reddy P Dinakar B HanumanthaRao B K Satpathy and A N Mohanty ldquoA mix designprocedure for geopolymer concrete with fly ashrdquo Journal ofCleaner Production vol 133 pp 117ndash125 2016
[26] ASTM C618-15 ldquoStandard specification for coal fly ash andraw or calcined natural pozzolan for use in concreterdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2015
[27] S Hanjitsuwan T Phoo-ngernkham L Y LiN Damrongwiriyanupap and P Chindaprasirt ldquoStrengthdevelopment and durability of alkali-activated fly ash mortarwith calcium carbide residue as additiverdquo Construction andBuilding Materials vol 162 pp 714ndash723 2018
[28] T Phoo-ngernkham S Hanjitsuwan L Y LiN Damrongwiriyanupap and P Chindaprasirt ldquoAdhesioncharacterization of Portland cement concrete and alkali-activated binders under different types of calcium pro-motersrdquo Advances in Cement Research pp 1ndash11 2018
[29] T Phoo-ngernkham S Hanjitsuwan C SuksiripattanapongJ +umrongvut J Suebsuk and S Sookasem ldquoFlexuralstrength of notched concrete beam filled with alkali-activatedbinders under different types of alkali solutionsrdquo Constructionand Building Materials vol 127 pp 673ndash678 2016
[30] ACI 2114R-93 Guide for Selecting Proportions for High-Strength Concrete with Portland Cement and Fly Ash Ameri-can Concrete Institute Farmington Hills MI USA 1993
[31] ACI 2111-91 Standard Practice for Selecting Proportions forNormal Heavyweight and Mass Concrete American Con-crete Institute Farmington Hills MI USA 1991
[32] D Hardjito S EWallah DM J Sumajouw and B V RanganldquoOn the development of fly ash-based geopolymer concreterdquoACI Materials Journal vol 101 no 6 pp 467ndash472 2004
[33] ASTM C143C143M-15a ldquoStandard test method for slump ofhydraulic-cement concreterdquo Annual Book of ASTM StandardASTM International West Conshohocken PA USA 2015
[34] ASTM C403C403M-16 ldquoStandard test method for time ofsetting of concrete mixtures by penetration resistancerdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2016
[35] ASTM C469 ldquoStandard test method for static modulus ofelasticity and Poissonrsquos ratio of concrete in compressionrdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2002
[36] ASTM C78 ldquoStandard test method for flexural strength ofconcrete (using simple beam with third-point loading)rdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2002
[37] A Sathonsaowaphak P Chindaprasirt and K PimraksaldquoWorkability and strength of lignite bottom ash geopolymermortarrdquo Journal of Hazardous Materials vol 168 no 1pp 44ndash50 2009
[38] T Sinsiri T Phoo-ngernkham V Sata and P Chindaprasirtldquo+e effects of replacement fly ash with diatomite in geo-polymer mortarrdquo Computers and Concrete vol 9 no 6pp 427ndash437 2012
[39] S Hanjitsuwan S Hunpratub P +ongbai S MaensiriV Sata and P Chindaprasirt ldquoEffects of NaOH concentra-tions on physical and electrical properties of high calcium flyash geopolymer pasterdquo Cement and Concrete Compositesvol 45 pp 9ndash14 2014
[40] U Rattanasak and P Chindaprasirt ldquoInfluence of NaOHsolution on the synthesis of fly ash geopolymerrdquo MineralsEngineering vol 22 no 12 pp 1073ndash1078 2009
[41] A Hawa D Tonnayopas W Prachasaree and P TaneerananonldquoDevelopment and performance evaluation of very high earlystrength geopolymer for rapid road repairrdquo Advances in Ma-terials Science and Engineering vol 2013 Article ID 7641809 pages 2013
[42] F Pacheco-Torgal J P Castro-Gomes and S Jalali ldquoAdhe-sion characterization of tungsten mine waste geopolymericbinder Influence of OPC concrete substrate surface treat-mentrdquo Construction and Building Materials vol 22 no 3pp 154ndash161 2008
[43] F Pacheco-Torgal J A Labrincha C Leonelli A Palomoand P Chindaprasirt Handbook of Alkali-Activated CementsMortars and Concretes WoodHead Publishing Limited-Elsevier Science and Technology Cambridge UK 2014
[44] P Chindaprasirt T Chareerat S Hatanaka and T CaoldquoHigh strength geopolymer using fine high calcium fly ashrdquoJournal of Materials in Civil Engineering vol 23 no 3pp 264ndash270 2011
[45] C Ridtirud P Chindaprasirt and K Pimraksa ldquoFactorsaffecting the shrinkage of fly ash geopolymersrdquo InternationalJournal of Minerals Metallurgy and Materials vol 18 no 1pp 100ndash104 2011
[46] K Sagoe-Crentsil T Brown and A Taylor ldquoDrying shrinkageand creep performance of geopolymer concreterdquo Journal ofSustainable Cement-BasedMaterials vol 2 no1 pp 35ndash42 2013
[47] S Songpiriyakij T Pulngern P Pungpremtrakul andC Jaturapitakkul ldquoAnchorage of steel bars in concrete bygeopolymer pasterdquo Materials amp Design vol 32 no 5pp 3021ndash3028 2011
[48] P K Sarker ldquoBond strength of reinforcing steel embedded infly ash-based geopolymer concreterdquoMaterials and Structuresvol 44 no 5 pp 1021ndash1030 2011
[49] P K Sarker S Kelly and Z Yao ldquoEffect of fire exposure oncracking spalling and residual strength of fly ash geopolymerconcreterdquo Materials amp Design vol 63 pp 584ndash592 2014
[50] M Sofi J S J van Deventer P A Mendis and G C LukeyldquoEngineering properties of inorganic polymer concretes (IPCs)rdquoCement and Concrete Research vol 37 no 2 pp 251ndash257 2007
[51] P Nath and P K Sarker ldquoFlexural strength and elasticmodulus of ambient-cured blended low-calcium fly ash
12 Advances in Materials Science and Engineering
geopolymer concreterdquo Construction and Building Materialsvol 130 pp 22ndash31 2017
[52] M Shariq J Prasad and H Abbas ldquoEffect of GGBFS on agedependent static modulus of elasticity of concreterdquo Con-struction and Building Materials vol 41 pp 411ndash418 2013
Advances in Materials Science and Engineering 13
CorrosionInternational Journal of
Hindawiwwwhindawicom Volume 2018
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Submit your manuscripts atwwwhindawicom
the binder within the AAHFAC is an important factor on thestrength development of the matrix +is agrees with thefindings of Pavithra et al [25] that the increase in total ag-gregate corresponding to the decrease of paste has an adverseeffect on the strength development of low-calcium fly ashgeopolymer concrete
+e experimental results obtained for the modulus ofelasticity and Poissonrsquos ratio of the AAHFACmixes show anoverall increase with the increase of compressive strength asshown in Figures 9 and 10 however the coarse aggregate
size influenced the modulus of elasticity and Poissonrsquos ratioNormally it is well known that the values of modulus ofelasticity and Poissonrsquos ratio of concrete depend on thestiffness of paste and aggregates [50] +e modulus ofelasticity obtained from this study agrees with Nath andSarker [51] that the modulus of elasticity of geopolymerconcrete with 28-day compressive strength of 25ndash45MPawas between 174 and 246GPa while the modulus ofelasticity of Portland cement concrete was between 25 and35GPa [51 52] According to Figure 10 Poissonrsquos ratio for
0
5
10
15
20
25
30
Slum
p (m
m)
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Mix proportions
Figure 5 Slump of the AAHFAC
0
10
20
30
40
50
60
Pot l
ife (m
in)
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Mix proportions
Figure 6 Pot life of the AAHFAC
Advances in Materials Science and Engineering 7
all of the AAHFAC mixes is between 021 and 031 +eyshow values slightly higher than the values assigned fornormal strength of Portland cement concrete which arebetween 011 and 021 [50] +e high Poissonrsquos ratios wereassociated with the mixes with large aggregates of 16mmFor the mixes with smaller aggregates of 7 and 11mmPoissonrsquos ratios are between 021 and 027 similar to thepreviously reported values of inorganic polymer concretebetween 023 and 026 and also in the same range as those ofhigh strength concrete between 020 and 025 [50]
4 Verification of the Mix Design MethodologyUsing Laboratory Experiments
To develop the mix design methodology of the AAHFACsome parameters from laboratory experiments should beupdated before use In order to support the basic principlesof mix design the relationship between 28-day compressivestrength and AASFA ratio from laboratory experiments hasbeen produced as shown in Figure 11 +e AASFA ratiocurve can be determined for the minimum 28-day
0
5
10
15
20
25
30
35
40
Mix proportions
28-d
ay co
mpr
essiv
e str
engt
h (M
Pa)
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Figure 7 28-day compressive strength of the AAHFAC
0
1
2
3
4
5
6
7
8
9
10
28-d
ay fl
exur
al st
reng
th (M
Pa)
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Mix proportions
Figure 8 28-day flexural strength of the AAHFAC
8 Advances in Materials Science and Engineering
compressive strength of the AAHFAC similar to that of thewater-to-cement ratio curve of Portland cement concrete
According to Table 5 and Figures 5ndash10 the 24 differentmixes of the AAHFAC were conducted to develop themix design methodology +e 28-day compressive strengthof the AAHFAC cured at ambient temperature rangingfrom 15 to 35MPa was obtained by using the proposed mixdesign methodology All obtained compressive strengthsof the AAHFAC mixes can be separated into 5 strength re-quirements namely 15 20 25 30 and 35MPa respectively
+ese obtained strength requirements of the AAHFACwill beused to recalculate in Step 4 for determining the strengthrequirement of the AAHFAC with various AASFA ratios(Figure 11)
In order to verify the mix design procedure an exampledesign of the AAHFAC mix with the target 28-day com-pressive strength of 30MPa has been considered +e pa-rameters are NaOH concentration of 10M maximumaggregate size of 10mm and Na2SiO3NaOH ratio of 10Material properties of the AAHFAC ingredients are
0
5
10
15
20
25
30
35
40
28-d
ay el
astic
mod
ulus
(GPa
)
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Mix proportions
Figure 9 28-day elastic modulus of the AAHFAC
000
005
010
015
020
025
030
035
040
Poiss
onrsquos
ratio
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
Mix proportions
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Figure 10 28-day Poissonrsquos ratio of the AAHFAC
Advances in Materials Science and Engineering 9
illustrated in Table 2 +e step-by-step procedure of the mixdesign is explained as follows
Step 1 selection of the maximum coarse aggregate size
+is mix design of the AAHFAC has been selected themaximum coarse aggregate size of 10mm for mixing theAAHFAC
Step 2 selection of AAS and air contents
AAS and air contents are based on the maximum size ofthe coarse aggregate therefore AAS content of 225 kgm3
and air content of 30 have been used as given in Table 3
Step 3 adjustment of AAS content due to percentage ofvoid in the fine aggregate
+e fine aggregate used in this example has a void of37 therefore the value of adjustment could be calculatedas follows
AASadjustment 1minus1585
252lowast 10001113874 11138751113876 1113877 times 1001113882 1113883minus 35
1113868111386811138681113868111386811138681113868
1113868111386811138681113868111386811138681113868
times 475 10 kgm3
(4)
+erefore the AAS content after an adjustment of AAScontent due to percentage of void in the fine aggregate is235 kgm3
Step 4 selection of AASFA ratio
From Figure 11 for the minimum 28-day compressivestrength of 30MPa it is found that the AASFA ratio of 050is obtained when 10MmiddotNaOH was used as alkaline activatorsolution
Step 5 calculation of binder content
FA content AAS contentAASFA ratio
235050
470 kgm3 (5)
Step 6 calculation of NaOH and Na2SiO3 content
+e individual mass of NaOH and Na2SiO3 contentcould be calculated as follows
Na2SiO3 AAS
1 + 1 Na2SiO3NaOH( 1113857( 11138571113858 1113859
235
[1 +(11)] 11750 kgm3
NaOH AASminusAAS
1 + 1 Na2SiO3NaOH( 1113857( 11138571113858 1113859
11750minus235
[1 +(11)] 11750 kgm3
(6)
Step 7 calculation of fine and coarse aggregates
MRS 03(252) 1minus470
265 times 1000minus11751413minus11751485minus
3100
1113876 1113877
times 1000 477 kgm3
MLS 07(264) 1minus470
265 times 1000minus11751413minus11751485minus
3100
1113876 1113877
times 1000 1164 kgm3
(7)
Step 8 calculation of superplasticizer dosage
SP dosage 1100
1113874 1113875 times 470 47 kgm3 (8)
Step 9 summarization of mix design
Based on the mix design methodology of the AAHFACmix mix proportions of ingredients are concluded as follows
FA 470 kgm3
RS 477 kgm3
LS 1164 kgm3
NaOH 1175 kgm3
Na2SiO3 1175 kgm3
SP 47 kgm3
(9)
Step 10 validation of strength achieved
After following the mix design of the AAHFAC mix theAAHFAC samples were tested for compressive strength oncylinder molds with 100mm diameter and 200mm heightAfter testing it is found that the 28-day compressive strengthof the AAHFAC is 3115MPa+erefore themix design of theAAHFAC above meets the strength requirement
5 Conclusion
In this study the novel mix design methodology for alkali-activated high-calcium fly ash concrete (AAHFAC) cured atambient temperature in a rational way was proposed From
0
10
20
30
40
50
60
035 040 045 050 055 060 065 070 075 080 085 090 095Alkaline activator solutionfly ash (AASFA) ratio
28-d
ay co
mpr
essiv
e stre
ngth
(MPa
)
10 M NaOH
15 M NaOH
Figure 11 Twenty-eight-day compressive strength versus theAASFA ratio curve
10 Advances in Materials Science and Engineering
the review of mix design of alkali-activated binders concretethere is no standard mix design method available for de-signing the AAHFAC Some works have been investigated inthis area in an attempt to develop mix design methodologyfor alkali-activated low-calcium fly ash However it still usedthe temperature curing for enhancing the strength devel-opment of alkali-activated low-calcium fly ash but this islimited for construction work To be useful in practicealkali-activated binders concrete cured at ambient temper-ature has been used to solve this problem In this studya new mix design methodology for AAHFAC was modifiedfrom ACI standards +e step-by-step procedure of the mixdesign for the AAHFAC mixes has been explained in theearlier section From laboratory experiments the 28-daycompressive strength of the AAHFAC cured at ambienttemperature ranging from 15 to 35MPa was obtained Aftercompressive strength was obtained the alkaline activatorsolution-to-binder ratios were used tomodify themix designof the AAHFAC Using the modified mix design of theAAHFAC mix it is found that the proposed mix design ofthe AAHFAC in this study meets the strength requirement+is mix design would lay a foundation for the future use ofAAHFAC in construction industry
Conflicts of Interest
+e authors declare that there are no conflicts of interest
Acknowledgments
+is work was financially supported by the TRFNewResearchScholar Grant no MRG6080174 and the +ailand ResearchFund (TRF) under the TRF Distinguished Research ProfessorGrant no DPG6180002+e part of the present work was alsosupported by the European Commission Research Execu-tive Agency via the Marie Skłodowska-Curie Research andInnovation Staff Exchange Project (689857-PRIGeoC-RISE-2015) and the Industry Academia Partnership Programme-2(IAPP161716) ldquoDevelopment of Sustainable GeopolymerConcreterdquo +e authors also would like to acknowledge thesupport of the Department of Civil Engineering Faculty ofEngineering and Architecture Rajamangala University ofTechnology Isan +ailand
References
[1] F Pacheco-Torgal Z Abdollahnejad S Miraldo S Bakloutiand Y Ding ldquoAn overview on the potential of geopolymersfor concrete infrastructure rehabilitationrdquo Construction andBuilding Materials vol 36 pp 1053ndash1058 2012
[2] F Xu X Deng C Peng J Zhu and J P Chen ldquoMix designand flexural toughness of PVA fiber reinforced fly ash-geopolymer compositesrdquo Construction and Building Mate-rials vol 150 pp 179ndash189 2017
[3] P Chindaprasirt P Paisitsrisawat and U RattanasakldquoStrength and resistance to sulfate and sulfuric acid of groundfluidized bed combustion fly ashndashsilica fume alkali-activatedcompositerdquo Advanced Powder Technology vol 25 no 3pp 1087ndash1093 2014
[4] M Albitar P Visintin M S Mohamed Ali andM DrechslerldquoAssessing behaviour of fresh and hardened geopolymer
concrete mixed with class-F fly ashrdquo KSCE Journal of CivilEngineering vol 19 pp 1445ndash1455 2015
[5] Y Jun and J E Oh ldquoMicrostructural characterization ofalkali-activation of six Korean class F fly ashes with differentgeopolymeric reactivity and their zeolitic precursors withvarious mixture designsrdquo KSCE Journal of Civil Engineeringvol 19 no 6 pp 1775ndash1786 2015
[6] S Kumar R Kumar and S P Mehrotra ldquoInfluence ofgranulated blast furnace slag on the reaction structure andproperties of fly ash based geopolymerrdquo Journal of MaterialsScience vol 45 no 3 pp 607ndash615 2010
[7] C Li H Sun and L Li ldquoA review the comparison betweenalkali-activated slag (Si + Ca) and metakaolin (Si + Al) ce-mentsrdquo Cement and Concrete Research vol 40 no 9pp 1341ndash1349 2010
[8] D Ravikumar S Peethamparan and N Neithalath ldquoStruc-ture and strength of NaOH activated concretes containing flyash or GGBFS as the sole binderrdquo Cement and ConcreteComposites vol 32 no 6 pp 399ndash410 2010
[9] A Palomo M W Grutzeck and M T Blanco ldquoAlkali-activated fly ashes a cement for the futurerdquo Cement andConcrete Research vol 29 no 8 pp 1323ndash1329 1999
[10] T Phoo-ngernkham P Chindaprasirt V Sata S Hanjitsuwanand S Hatanaka ldquo+e effect of adding nano-SiO2 and nano-Al2O3 on properties of high calcium fly ash geopolymer curedat ambient temperaturerdquo Materials amp Design vol 55 pp 58ndash65 2014
[11] T Phoo-ngernkham P Chindaprasirt V Sata S Pangdaengand T Sinsiri ldquoProperties of high calcium fly ash geopolymerpastes containing Portland cement as additiverdquo InternationalJournal of Minerals metallurgy and Materials vol 20 no 2pp 214ndash220 2013
[12] T Phoo-ngernkham P Chindaprasirt V Sata and T SinsirildquoHigh calcium fly ash geopolymer containing diatomite asadditiverdquo Indian Journal of Engineering amp Materials Sciencesvol 20 no 2 pp 214ndash220 2013
[13] T Phoo-ngernkham A Maegawa N Mishima S Hatanakaand P Chindaprasirt ldquoEffects of sodium hydroxide and so-dium silicate solutions on compressive and shear bondstrengths of FAndashGBFS geopolymerrdquo Construction andBuilding Materials vol 91 pp 1ndash8 2015
[14] T Phoo-ngernkham V Sata S Hanjitsuwan C RidtirudS Hatanaka and P Chindaprasirt ldquoHigh calcium fly ashgeopolymer mortar containing Portland cement for use asrepair materialrdquo Construction and Building Materials vol 98pp 482ndash488 2015
[15] T Phoo-ngernkham V Sata S Hanjitsuwan C RidtirudS Hatanaka and P Chindaprasirt ldquoCompressive strengthbending and fracture characteristics of high calcium fly ashgeopolymer mortar containing Portland cement cured atambient temperaturerdquo Arabian Journal for Science and En-gineering vol 41 no 4 pp 1263ndash1271 2016
[16] K Pimraksa P Chindaprasirt A Rungchet K Sagoe-Crentsil and T Sato ldquoLightweight geopolymer made ofhighly porous siliceous materials with various Na2OAl2O3and SiO2Al2O3 ratiosrdquo Materials Science and Engineering Avol 528 no 21 pp 6616ndash6623 2011
[17] D Panias I P Giannopoulou and T Perraki ldquoEffect ofsynthesis parameters on the mechanical properties of fly ash-based geopolymersrdquo Colloids and Surfaces A Physicochemicaland Engineering Aspects vol 301 no 1ndash3 pp 246ndash254 2007
[18] A M Rashad ldquoProperties of alkali-activated fly ash concreteblended with slagrdquo Iranian Journal of Materials Science andEngineering vol 10 no 1 pp 57ndash64 2013
Advances in Materials Science and Engineering 11
[19] D Ravikumar and N Neithalath ldquoEffects of activator char-acteristics on the reaction product formation in slag bindersactivated using alkali silicate powder and NaOHrdquo Cement andConcrete Composites vol 34 no 7 pp 809ndash818 2012
[20] T Phoo-ngernkham S Hanjitsuwan N Damrongwiriyanupapand P Chindaprasirt ldquoEffect of sodium hydroxide and sodiumsilicate solutions on strengths of alkali activated high calcium flyash containing Portland cementrdquo KSCE Journal of Civil Engi-neering vol 21 no 6 pp 2202ndash2210 2017
[21] R R Lloyd J L Provis and J S J van Deventer ldquoPoresolution composition and alkali diffusion in inorganicpolymer cementrdquo Cement and Concrete Research vol 40no 9 pp 1386ndash1392 2010
[22] S Ananda Kumar and T S N Sankara Narayanan ldquo+ermalproperties of siliconized epoxy interpenetrating coatingsrdquoProgress in Organic Coatings vol 45 no 4 pp 323ndash330 2002
[23] W Ferdous A Manalo A Khennane and O KayalildquoGeopolymer concrete-filled pultruded composite beamsndashconcrete mix design and applicationrdquo Cement and ConcreteComposites vol 58 pp 1ndash13 2015
[24] M Lahoti P Narang K H Tan and E H Yang ldquoMix designfactors and strength prediction of metakaolin-based geo-polymerrdquo Ceramics International vol 43 no 14 pp 11433ndash11441 2017
[25] P Pavithra M Srinivasula Reddy P Dinakar B HanumanthaRao B K Satpathy and A N Mohanty ldquoA mix designprocedure for geopolymer concrete with fly ashrdquo Journal ofCleaner Production vol 133 pp 117ndash125 2016
[26] ASTM C618-15 ldquoStandard specification for coal fly ash andraw or calcined natural pozzolan for use in concreterdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2015
[27] S Hanjitsuwan T Phoo-ngernkham L Y LiN Damrongwiriyanupap and P Chindaprasirt ldquoStrengthdevelopment and durability of alkali-activated fly ash mortarwith calcium carbide residue as additiverdquo Construction andBuilding Materials vol 162 pp 714ndash723 2018
[28] T Phoo-ngernkham S Hanjitsuwan L Y LiN Damrongwiriyanupap and P Chindaprasirt ldquoAdhesioncharacterization of Portland cement concrete and alkali-activated binders under different types of calcium pro-motersrdquo Advances in Cement Research pp 1ndash11 2018
[29] T Phoo-ngernkham S Hanjitsuwan C SuksiripattanapongJ +umrongvut J Suebsuk and S Sookasem ldquoFlexuralstrength of notched concrete beam filled with alkali-activatedbinders under different types of alkali solutionsrdquo Constructionand Building Materials vol 127 pp 673ndash678 2016
[30] ACI 2114R-93 Guide for Selecting Proportions for High-Strength Concrete with Portland Cement and Fly Ash Ameri-can Concrete Institute Farmington Hills MI USA 1993
[31] ACI 2111-91 Standard Practice for Selecting Proportions forNormal Heavyweight and Mass Concrete American Con-crete Institute Farmington Hills MI USA 1991
[32] D Hardjito S EWallah DM J Sumajouw and B V RanganldquoOn the development of fly ash-based geopolymer concreterdquoACI Materials Journal vol 101 no 6 pp 467ndash472 2004
[33] ASTM C143C143M-15a ldquoStandard test method for slump ofhydraulic-cement concreterdquo Annual Book of ASTM StandardASTM International West Conshohocken PA USA 2015
[34] ASTM C403C403M-16 ldquoStandard test method for time ofsetting of concrete mixtures by penetration resistancerdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2016
[35] ASTM C469 ldquoStandard test method for static modulus ofelasticity and Poissonrsquos ratio of concrete in compressionrdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2002
[36] ASTM C78 ldquoStandard test method for flexural strength ofconcrete (using simple beam with third-point loading)rdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2002
[37] A Sathonsaowaphak P Chindaprasirt and K PimraksaldquoWorkability and strength of lignite bottom ash geopolymermortarrdquo Journal of Hazardous Materials vol 168 no 1pp 44ndash50 2009
[38] T Sinsiri T Phoo-ngernkham V Sata and P Chindaprasirtldquo+e effects of replacement fly ash with diatomite in geo-polymer mortarrdquo Computers and Concrete vol 9 no 6pp 427ndash437 2012
[39] S Hanjitsuwan S Hunpratub P +ongbai S MaensiriV Sata and P Chindaprasirt ldquoEffects of NaOH concentra-tions on physical and electrical properties of high calcium flyash geopolymer pasterdquo Cement and Concrete Compositesvol 45 pp 9ndash14 2014
[40] U Rattanasak and P Chindaprasirt ldquoInfluence of NaOHsolution on the synthesis of fly ash geopolymerrdquo MineralsEngineering vol 22 no 12 pp 1073ndash1078 2009
[41] A Hawa D Tonnayopas W Prachasaree and P TaneerananonldquoDevelopment and performance evaluation of very high earlystrength geopolymer for rapid road repairrdquo Advances in Ma-terials Science and Engineering vol 2013 Article ID 7641809 pages 2013
[42] F Pacheco-Torgal J P Castro-Gomes and S Jalali ldquoAdhe-sion characterization of tungsten mine waste geopolymericbinder Influence of OPC concrete substrate surface treat-mentrdquo Construction and Building Materials vol 22 no 3pp 154ndash161 2008
[43] F Pacheco-Torgal J A Labrincha C Leonelli A Palomoand P Chindaprasirt Handbook of Alkali-Activated CementsMortars and Concretes WoodHead Publishing Limited-Elsevier Science and Technology Cambridge UK 2014
[44] P Chindaprasirt T Chareerat S Hatanaka and T CaoldquoHigh strength geopolymer using fine high calcium fly ashrdquoJournal of Materials in Civil Engineering vol 23 no 3pp 264ndash270 2011
[45] C Ridtirud P Chindaprasirt and K Pimraksa ldquoFactorsaffecting the shrinkage of fly ash geopolymersrdquo InternationalJournal of Minerals Metallurgy and Materials vol 18 no 1pp 100ndash104 2011
[46] K Sagoe-Crentsil T Brown and A Taylor ldquoDrying shrinkageand creep performance of geopolymer concreterdquo Journal ofSustainable Cement-BasedMaterials vol 2 no1 pp 35ndash42 2013
[47] S Songpiriyakij T Pulngern P Pungpremtrakul andC Jaturapitakkul ldquoAnchorage of steel bars in concrete bygeopolymer pasterdquo Materials amp Design vol 32 no 5pp 3021ndash3028 2011
[48] P K Sarker ldquoBond strength of reinforcing steel embedded infly ash-based geopolymer concreterdquoMaterials and Structuresvol 44 no 5 pp 1021ndash1030 2011
[49] P K Sarker S Kelly and Z Yao ldquoEffect of fire exposure oncracking spalling and residual strength of fly ash geopolymerconcreterdquo Materials amp Design vol 63 pp 584ndash592 2014
[50] M Sofi J S J van Deventer P A Mendis and G C LukeyldquoEngineering properties of inorganic polymer concretes (IPCs)rdquoCement and Concrete Research vol 37 no 2 pp 251ndash257 2007
[51] P Nath and P K Sarker ldquoFlexural strength and elasticmodulus of ambient-cured blended low-calcium fly ash
12 Advances in Materials Science and Engineering
geopolymer concreterdquo Construction and Building Materialsvol 130 pp 22ndash31 2017
[52] M Shariq J Prasad and H Abbas ldquoEffect of GGBFS on agedependent static modulus of elasticity of concreterdquo Con-struction and Building Materials vol 41 pp 411ndash418 2013
Advances in Materials Science and Engineering 13
CorrosionInternational Journal of
Hindawiwwwhindawicom Volume 2018
Advances in
Materials Science and EngineeringHindawiwwwhindawicom Volume 2018
Hindawiwwwhindawicom Volume 2018
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Analytical ChemistryInternational Journal of
Hindawiwwwhindawicom Volume 2018
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Hindawiwwwhindawicom Volume 2018
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TribologyAdvances in
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Hindawiwwwhindawicom Volume 2018
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ria
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Hindawiwwwhindawicom Volume 2018
Journal ofNanomaterials
Submit your manuscripts atwwwhindawicom
all of the AAHFAC mixes is between 021 and 031 +eyshow values slightly higher than the values assigned fornormal strength of Portland cement concrete which arebetween 011 and 021 [50] +e high Poissonrsquos ratios wereassociated with the mixes with large aggregates of 16mmFor the mixes with smaller aggregates of 7 and 11mmPoissonrsquos ratios are between 021 and 027 similar to thepreviously reported values of inorganic polymer concretebetween 023 and 026 and also in the same range as those ofhigh strength concrete between 020 and 025 [50]
4 Verification of the Mix Design MethodologyUsing Laboratory Experiments
To develop the mix design methodology of the AAHFACsome parameters from laboratory experiments should beupdated before use In order to support the basic principlesof mix design the relationship between 28-day compressivestrength and AASFA ratio from laboratory experiments hasbeen produced as shown in Figure 11 +e AASFA ratiocurve can be determined for the minimum 28-day
0
5
10
15
20
25
30
35
40
Mix proportions
28-d
ay co
mpr
essiv
e str
engt
h (M
Pa)
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Figure 7 28-day compressive strength of the AAHFAC
0
1
2
3
4
5
6
7
8
9
10
28-d
ay fl
exur
al st
reng
th (M
Pa)
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Mix proportions
Figure 8 28-day flexural strength of the AAHFAC
8 Advances in Materials Science and Engineering
compressive strength of the AAHFAC similar to that of thewater-to-cement ratio curve of Portland cement concrete
According to Table 5 and Figures 5ndash10 the 24 differentmixes of the AAHFAC were conducted to develop themix design methodology +e 28-day compressive strengthof the AAHFAC cured at ambient temperature rangingfrom 15 to 35MPa was obtained by using the proposed mixdesign methodology All obtained compressive strengthsof the AAHFAC mixes can be separated into 5 strength re-quirements namely 15 20 25 30 and 35MPa respectively
+ese obtained strength requirements of the AAHFACwill beused to recalculate in Step 4 for determining the strengthrequirement of the AAHFAC with various AASFA ratios(Figure 11)
In order to verify the mix design procedure an exampledesign of the AAHFAC mix with the target 28-day com-pressive strength of 30MPa has been considered +e pa-rameters are NaOH concentration of 10M maximumaggregate size of 10mm and Na2SiO3NaOH ratio of 10Material properties of the AAHFAC ingredients are
0
5
10
15
20
25
30
35
40
28-d
ay el
astic
mod
ulus
(GPa
)
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Mix proportions
Figure 9 28-day elastic modulus of the AAHFAC
000
005
010
015
020
025
030
035
040
Poiss
onrsquos
ratio
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
Mix proportions
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Figure 10 28-day Poissonrsquos ratio of the AAHFAC
Advances in Materials Science and Engineering 9
illustrated in Table 2 +e step-by-step procedure of the mixdesign is explained as follows
Step 1 selection of the maximum coarse aggregate size
+is mix design of the AAHFAC has been selected themaximum coarse aggregate size of 10mm for mixing theAAHFAC
Step 2 selection of AAS and air contents
AAS and air contents are based on the maximum size ofthe coarse aggregate therefore AAS content of 225 kgm3
and air content of 30 have been used as given in Table 3
Step 3 adjustment of AAS content due to percentage ofvoid in the fine aggregate
+e fine aggregate used in this example has a void of37 therefore the value of adjustment could be calculatedas follows
AASadjustment 1minus1585
252lowast 10001113874 11138751113876 1113877 times 1001113882 1113883minus 35
1113868111386811138681113868111386811138681113868
1113868111386811138681113868111386811138681113868
times 475 10 kgm3
(4)
+erefore the AAS content after an adjustment of AAScontent due to percentage of void in the fine aggregate is235 kgm3
Step 4 selection of AASFA ratio
From Figure 11 for the minimum 28-day compressivestrength of 30MPa it is found that the AASFA ratio of 050is obtained when 10MmiddotNaOH was used as alkaline activatorsolution
Step 5 calculation of binder content
FA content AAS contentAASFA ratio
235050
470 kgm3 (5)
Step 6 calculation of NaOH and Na2SiO3 content
+e individual mass of NaOH and Na2SiO3 contentcould be calculated as follows
Na2SiO3 AAS
1 + 1 Na2SiO3NaOH( 1113857( 11138571113858 1113859
235
[1 +(11)] 11750 kgm3
NaOH AASminusAAS
1 + 1 Na2SiO3NaOH( 1113857( 11138571113858 1113859
11750minus235
[1 +(11)] 11750 kgm3
(6)
Step 7 calculation of fine and coarse aggregates
MRS 03(252) 1minus470
265 times 1000minus11751413minus11751485minus
3100
1113876 1113877
times 1000 477 kgm3
MLS 07(264) 1minus470
265 times 1000minus11751413minus11751485minus
3100
1113876 1113877
times 1000 1164 kgm3
(7)
Step 8 calculation of superplasticizer dosage
SP dosage 1100
1113874 1113875 times 470 47 kgm3 (8)
Step 9 summarization of mix design
Based on the mix design methodology of the AAHFACmix mix proportions of ingredients are concluded as follows
FA 470 kgm3
RS 477 kgm3
LS 1164 kgm3
NaOH 1175 kgm3
Na2SiO3 1175 kgm3
SP 47 kgm3
(9)
Step 10 validation of strength achieved
After following the mix design of the AAHFAC mix theAAHFAC samples were tested for compressive strength oncylinder molds with 100mm diameter and 200mm heightAfter testing it is found that the 28-day compressive strengthof the AAHFAC is 3115MPa+erefore themix design of theAAHFAC above meets the strength requirement
5 Conclusion
In this study the novel mix design methodology for alkali-activated high-calcium fly ash concrete (AAHFAC) cured atambient temperature in a rational way was proposed From
0
10
20
30
40
50
60
035 040 045 050 055 060 065 070 075 080 085 090 095Alkaline activator solutionfly ash (AASFA) ratio
28-d
ay co
mpr
essiv
e stre
ngth
(MPa
)
10 M NaOH
15 M NaOH
Figure 11 Twenty-eight-day compressive strength versus theAASFA ratio curve
10 Advances in Materials Science and Engineering
the review of mix design of alkali-activated binders concretethere is no standard mix design method available for de-signing the AAHFAC Some works have been investigated inthis area in an attempt to develop mix design methodologyfor alkali-activated low-calcium fly ash However it still usedthe temperature curing for enhancing the strength devel-opment of alkali-activated low-calcium fly ash but this islimited for construction work To be useful in practicealkali-activated binders concrete cured at ambient temper-ature has been used to solve this problem In this studya new mix design methodology for AAHFAC was modifiedfrom ACI standards +e step-by-step procedure of the mixdesign for the AAHFAC mixes has been explained in theearlier section From laboratory experiments the 28-daycompressive strength of the AAHFAC cured at ambienttemperature ranging from 15 to 35MPa was obtained Aftercompressive strength was obtained the alkaline activatorsolution-to-binder ratios were used tomodify themix designof the AAHFAC Using the modified mix design of theAAHFAC mix it is found that the proposed mix design ofthe AAHFAC in this study meets the strength requirement+is mix design would lay a foundation for the future use ofAAHFAC in construction industry
Conflicts of Interest
+e authors declare that there are no conflicts of interest
Acknowledgments
+is work was financially supported by the TRFNewResearchScholar Grant no MRG6080174 and the +ailand ResearchFund (TRF) under the TRF Distinguished Research ProfessorGrant no DPG6180002+e part of the present work was alsosupported by the European Commission Research Execu-tive Agency via the Marie Skłodowska-Curie Research andInnovation Staff Exchange Project (689857-PRIGeoC-RISE-2015) and the Industry Academia Partnership Programme-2(IAPP161716) ldquoDevelopment of Sustainable GeopolymerConcreterdquo +e authors also would like to acknowledge thesupport of the Department of Civil Engineering Faculty ofEngineering and Architecture Rajamangala University ofTechnology Isan +ailand
References
[1] F Pacheco-Torgal Z Abdollahnejad S Miraldo S Bakloutiand Y Ding ldquoAn overview on the potential of geopolymersfor concrete infrastructure rehabilitationrdquo Construction andBuilding Materials vol 36 pp 1053ndash1058 2012
[2] F Xu X Deng C Peng J Zhu and J P Chen ldquoMix designand flexural toughness of PVA fiber reinforced fly ash-geopolymer compositesrdquo Construction and Building Mate-rials vol 150 pp 179ndash189 2017
[3] P Chindaprasirt P Paisitsrisawat and U RattanasakldquoStrength and resistance to sulfate and sulfuric acid of groundfluidized bed combustion fly ashndashsilica fume alkali-activatedcompositerdquo Advanced Powder Technology vol 25 no 3pp 1087ndash1093 2014
[4] M Albitar P Visintin M S Mohamed Ali andM DrechslerldquoAssessing behaviour of fresh and hardened geopolymer
concrete mixed with class-F fly ashrdquo KSCE Journal of CivilEngineering vol 19 pp 1445ndash1455 2015
[5] Y Jun and J E Oh ldquoMicrostructural characterization ofalkali-activation of six Korean class F fly ashes with differentgeopolymeric reactivity and their zeolitic precursors withvarious mixture designsrdquo KSCE Journal of Civil Engineeringvol 19 no 6 pp 1775ndash1786 2015
[6] S Kumar R Kumar and S P Mehrotra ldquoInfluence ofgranulated blast furnace slag on the reaction structure andproperties of fly ash based geopolymerrdquo Journal of MaterialsScience vol 45 no 3 pp 607ndash615 2010
[7] C Li H Sun and L Li ldquoA review the comparison betweenalkali-activated slag (Si + Ca) and metakaolin (Si + Al) ce-mentsrdquo Cement and Concrete Research vol 40 no 9pp 1341ndash1349 2010
[8] D Ravikumar S Peethamparan and N Neithalath ldquoStruc-ture and strength of NaOH activated concretes containing flyash or GGBFS as the sole binderrdquo Cement and ConcreteComposites vol 32 no 6 pp 399ndash410 2010
[9] A Palomo M W Grutzeck and M T Blanco ldquoAlkali-activated fly ashes a cement for the futurerdquo Cement andConcrete Research vol 29 no 8 pp 1323ndash1329 1999
[10] T Phoo-ngernkham P Chindaprasirt V Sata S Hanjitsuwanand S Hatanaka ldquo+e effect of adding nano-SiO2 and nano-Al2O3 on properties of high calcium fly ash geopolymer curedat ambient temperaturerdquo Materials amp Design vol 55 pp 58ndash65 2014
[11] T Phoo-ngernkham P Chindaprasirt V Sata S Pangdaengand T Sinsiri ldquoProperties of high calcium fly ash geopolymerpastes containing Portland cement as additiverdquo InternationalJournal of Minerals metallurgy and Materials vol 20 no 2pp 214ndash220 2013
[12] T Phoo-ngernkham P Chindaprasirt V Sata and T SinsirildquoHigh calcium fly ash geopolymer containing diatomite asadditiverdquo Indian Journal of Engineering amp Materials Sciencesvol 20 no 2 pp 214ndash220 2013
[13] T Phoo-ngernkham A Maegawa N Mishima S Hatanakaand P Chindaprasirt ldquoEffects of sodium hydroxide and so-dium silicate solutions on compressive and shear bondstrengths of FAndashGBFS geopolymerrdquo Construction andBuilding Materials vol 91 pp 1ndash8 2015
[14] T Phoo-ngernkham V Sata S Hanjitsuwan C RidtirudS Hatanaka and P Chindaprasirt ldquoHigh calcium fly ashgeopolymer mortar containing Portland cement for use asrepair materialrdquo Construction and Building Materials vol 98pp 482ndash488 2015
[15] T Phoo-ngernkham V Sata S Hanjitsuwan C RidtirudS Hatanaka and P Chindaprasirt ldquoCompressive strengthbending and fracture characteristics of high calcium fly ashgeopolymer mortar containing Portland cement cured atambient temperaturerdquo Arabian Journal for Science and En-gineering vol 41 no 4 pp 1263ndash1271 2016
[16] K Pimraksa P Chindaprasirt A Rungchet K Sagoe-Crentsil and T Sato ldquoLightweight geopolymer made ofhighly porous siliceous materials with various Na2OAl2O3and SiO2Al2O3 ratiosrdquo Materials Science and Engineering Avol 528 no 21 pp 6616ndash6623 2011
[17] D Panias I P Giannopoulou and T Perraki ldquoEffect ofsynthesis parameters on the mechanical properties of fly ash-based geopolymersrdquo Colloids and Surfaces A Physicochemicaland Engineering Aspects vol 301 no 1ndash3 pp 246ndash254 2007
[18] A M Rashad ldquoProperties of alkali-activated fly ash concreteblended with slagrdquo Iranian Journal of Materials Science andEngineering vol 10 no 1 pp 57ndash64 2013
Advances in Materials Science and Engineering 11
[19] D Ravikumar and N Neithalath ldquoEffects of activator char-acteristics on the reaction product formation in slag bindersactivated using alkali silicate powder and NaOHrdquo Cement andConcrete Composites vol 34 no 7 pp 809ndash818 2012
[20] T Phoo-ngernkham S Hanjitsuwan N Damrongwiriyanupapand P Chindaprasirt ldquoEffect of sodium hydroxide and sodiumsilicate solutions on strengths of alkali activated high calcium flyash containing Portland cementrdquo KSCE Journal of Civil Engi-neering vol 21 no 6 pp 2202ndash2210 2017
[21] R R Lloyd J L Provis and J S J van Deventer ldquoPoresolution composition and alkali diffusion in inorganicpolymer cementrdquo Cement and Concrete Research vol 40no 9 pp 1386ndash1392 2010
[22] S Ananda Kumar and T S N Sankara Narayanan ldquo+ermalproperties of siliconized epoxy interpenetrating coatingsrdquoProgress in Organic Coatings vol 45 no 4 pp 323ndash330 2002
[23] W Ferdous A Manalo A Khennane and O KayalildquoGeopolymer concrete-filled pultruded composite beamsndashconcrete mix design and applicationrdquo Cement and ConcreteComposites vol 58 pp 1ndash13 2015
[24] M Lahoti P Narang K H Tan and E H Yang ldquoMix designfactors and strength prediction of metakaolin-based geo-polymerrdquo Ceramics International vol 43 no 14 pp 11433ndash11441 2017
[25] P Pavithra M Srinivasula Reddy P Dinakar B HanumanthaRao B K Satpathy and A N Mohanty ldquoA mix designprocedure for geopolymer concrete with fly ashrdquo Journal ofCleaner Production vol 133 pp 117ndash125 2016
[26] ASTM C618-15 ldquoStandard specification for coal fly ash andraw or calcined natural pozzolan for use in concreterdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2015
[27] S Hanjitsuwan T Phoo-ngernkham L Y LiN Damrongwiriyanupap and P Chindaprasirt ldquoStrengthdevelopment and durability of alkali-activated fly ash mortarwith calcium carbide residue as additiverdquo Construction andBuilding Materials vol 162 pp 714ndash723 2018
[28] T Phoo-ngernkham S Hanjitsuwan L Y LiN Damrongwiriyanupap and P Chindaprasirt ldquoAdhesioncharacterization of Portland cement concrete and alkali-activated binders under different types of calcium pro-motersrdquo Advances in Cement Research pp 1ndash11 2018
[29] T Phoo-ngernkham S Hanjitsuwan C SuksiripattanapongJ +umrongvut J Suebsuk and S Sookasem ldquoFlexuralstrength of notched concrete beam filled with alkali-activatedbinders under different types of alkali solutionsrdquo Constructionand Building Materials vol 127 pp 673ndash678 2016
[30] ACI 2114R-93 Guide for Selecting Proportions for High-Strength Concrete with Portland Cement and Fly Ash Ameri-can Concrete Institute Farmington Hills MI USA 1993
[31] ACI 2111-91 Standard Practice for Selecting Proportions forNormal Heavyweight and Mass Concrete American Con-crete Institute Farmington Hills MI USA 1991
[32] D Hardjito S EWallah DM J Sumajouw and B V RanganldquoOn the development of fly ash-based geopolymer concreterdquoACI Materials Journal vol 101 no 6 pp 467ndash472 2004
[33] ASTM C143C143M-15a ldquoStandard test method for slump ofhydraulic-cement concreterdquo Annual Book of ASTM StandardASTM International West Conshohocken PA USA 2015
[34] ASTM C403C403M-16 ldquoStandard test method for time ofsetting of concrete mixtures by penetration resistancerdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2016
[35] ASTM C469 ldquoStandard test method for static modulus ofelasticity and Poissonrsquos ratio of concrete in compressionrdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2002
[36] ASTM C78 ldquoStandard test method for flexural strength ofconcrete (using simple beam with third-point loading)rdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2002
[37] A Sathonsaowaphak P Chindaprasirt and K PimraksaldquoWorkability and strength of lignite bottom ash geopolymermortarrdquo Journal of Hazardous Materials vol 168 no 1pp 44ndash50 2009
[38] T Sinsiri T Phoo-ngernkham V Sata and P Chindaprasirtldquo+e effects of replacement fly ash with diatomite in geo-polymer mortarrdquo Computers and Concrete vol 9 no 6pp 427ndash437 2012
[39] S Hanjitsuwan S Hunpratub P +ongbai S MaensiriV Sata and P Chindaprasirt ldquoEffects of NaOH concentra-tions on physical and electrical properties of high calcium flyash geopolymer pasterdquo Cement and Concrete Compositesvol 45 pp 9ndash14 2014
[40] U Rattanasak and P Chindaprasirt ldquoInfluence of NaOHsolution on the synthesis of fly ash geopolymerrdquo MineralsEngineering vol 22 no 12 pp 1073ndash1078 2009
[41] A Hawa D Tonnayopas W Prachasaree and P TaneerananonldquoDevelopment and performance evaluation of very high earlystrength geopolymer for rapid road repairrdquo Advances in Ma-terials Science and Engineering vol 2013 Article ID 7641809 pages 2013
[42] F Pacheco-Torgal J P Castro-Gomes and S Jalali ldquoAdhe-sion characterization of tungsten mine waste geopolymericbinder Influence of OPC concrete substrate surface treat-mentrdquo Construction and Building Materials vol 22 no 3pp 154ndash161 2008
[43] F Pacheco-Torgal J A Labrincha C Leonelli A Palomoand P Chindaprasirt Handbook of Alkali-Activated CementsMortars and Concretes WoodHead Publishing Limited-Elsevier Science and Technology Cambridge UK 2014
[44] P Chindaprasirt T Chareerat S Hatanaka and T CaoldquoHigh strength geopolymer using fine high calcium fly ashrdquoJournal of Materials in Civil Engineering vol 23 no 3pp 264ndash270 2011
[45] C Ridtirud P Chindaprasirt and K Pimraksa ldquoFactorsaffecting the shrinkage of fly ash geopolymersrdquo InternationalJournal of Minerals Metallurgy and Materials vol 18 no 1pp 100ndash104 2011
[46] K Sagoe-Crentsil T Brown and A Taylor ldquoDrying shrinkageand creep performance of geopolymer concreterdquo Journal ofSustainable Cement-BasedMaterials vol 2 no1 pp 35ndash42 2013
[47] S Songpiriyakij T Pulngern P Pungpremtrakul andC Jaturapitakkul ldquoAnchorage of steel bars in concrete bygeopolymer pasterdquo Materials amp Design vol 32 no 5pp 3021ndash3028 2011
[48] P K Sarker ldquoBond strength of reinforcing steel embedded infly ash-based geopolymer concreterdquoMaterials and Structuresvol 44 no 5 pp 1021ndash1030 2011
[49] P K Sarker S Kelly and Z Yao ldquoEffect of fire exposure oncracking spalling and residual strength of fly ash geopolymerconcreterdquo Materials amp Design vol 63 pp 584ndash592 2014
[50] M Sofi J S J van Deventer P A Mendis and G C LukeyldquoEngineering properties of inorganic polymer concretes (IPCs)rdquoCement and Concrete Research vol 37 no 2 pp 251ndash257 2007
[51] P Nath and P K Sarker ldquoFlexural strength and elasticmodulus of ambient-cured blended low-calcium fly ash
12 Advances in Materials Science and Engineering
geopolymer concreterdquo Construction and Building Materialsvol 130 pp 22ndash31 2017
[52] M Shariq J Prasad and H Abbas ldquoEffect of GGBFS on agedependent static modulus of elasticity of concreterdquo Con-struction and Building Materials vol 41 pp 411ndash418 2013
Advances in Materials Science and Engineering 13
CorrosionInternational Journal of
Hindawiwwwhindawicom Volume 2018
Advances in
Materials Science and EngineeringHindawiwwwhindawicom Volume 2018
Hindawiwwwhindawicom Volume 2018
Journal of
Chemistry
Analytical ChemistryInternational Journal of
Hindawiwwwhindawicom Volume 2018
ScienticaHindawiwwwhindawicom Volume 2018
Polymer ScienceInternational Journal of
Hindawiwwwhindawicom Volume 2018
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Advances in Condensed Matter Physics
Hindawiwwwhindawicom Volume 2018
International Journal of
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Applied ChemistryJournal of
Hindawiwwwhindawicom Volume 2018
NanotechnologyHindawiwwwhindawicom Volume 2018
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Hindawiwwwhindawicom Volume 2018
High Energy PhysicsAdvances in
Hindawi Publishing Corporation httpwwwhindawicom Volume 2013Hindawiwwwhindawicom
The Scientific World Journal
Volume 2018
TribologyAdvances in
Hindawiwwwhindawicom Volume 2018
Hindawiwwwhindawicom Volume 2018
ChemistryAdvances in
Hindawiwwwhindawicom Volume 2018
Advances inPhysical Chemistry
Hindawiwwwhindawicom Volume 2018
BioMed Research InternationalMaterials
Journal of
Hindawiwwwhindawicom Volume 2018
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nom
ate
ria
ls
Hindawiwwwhindawicom Volume 2018
Journal ofNanomaterials
Submit your manuscripts atwwwhindawicom
compressive strength of the AAHFAC similar to that of thewater-to-cement ratio curve of Portland cement concrete
According to Table 5 and Figures 5ndash10 the 24 differentmixes of the AAHFAC were conducted to develop themix design methodology +e 28-day compressive strengthof the AAHFAC cured at ambient temperature rangingfrom 15 to 35MPa was obtained by using the proposed mixdesign methodology All obtained compressive strengthsof the AAHFAC mixes can be separated into 5 strength re-quirements namely 15 20 25 30 and 35MPa respectively
+ese obtained strength requirements of the AAHFACwill beused to recalculate in Step 4 for determining the strengthrequirement of the AAHFAC with various AASFA ratios(Figure 11)
In order to verify the mix design procedure an exampledesign of the AAHFAC mix with the target 28-day com-pressive strength of 30MPa has been considered +e pa-rameters are NaOH concentration of 10M maximumaggregate size of 10mm and Na2SiO3NaOH ratio of 10Material properties of the AAHFAC ingredients are
0
5
10
15
20
25
30
35
40
28-d
ay el
astic
mod
ulus
(GPa
)
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Mix proportions
Figure 9 28-day elastic modulus of the AAHFAC
000
005
010
015
020
025
030
035
040
Poiss
onrsquos
ratio
045
AA
S10M
7mm
LS0
45A
AS1
0M10
mm
LS0
45A
AS1
0M16
mm
LS0
50A
AS1
0M7m
mLS
Mix proportions
050
AA
S10M
10m
mLS
050
AA
S10M
16m
mLS
055
AA
S10M
7mm
LS0
55A
AS1
0M10
mm
LS0
55A
AS1
0M16
mm
LS0
60A
AS1
0M7m
mLS
060
AA
S10M
10m
mLS
060
AA
S10M
16m
mLS
045
AA
S15M
7mm
LS0
45A
AS1
50M
10m
mLS
045
AA
S15M
16m
mLS
050
AA
S15M
7mm
LS0
50A
AS1
5M10
mm
LS0
50A
AS1
5M16
mm
LS0
55A
ASB
15M
7mm
LS0
55A
AS1
5M10
mm
LS0
55A
AS1
5M16
mm
LS0
60A
ASB
150M
7mm
LS0
60A
AS1
5M10
mm
LS0
60A
AS1
5M16
mm
LS
Figure 10 28-day Poissonrsquos ratio of the AAHFAC
Advances in Materials Science and Engineering 9
illustrated in Table 2 +e step-by-step procedure of the mixdesign is explained as follows
Step 1 selection of the maximum coarse aggregate size
+is mix design of the AAHFAC has been selected themaximum coarse aggregate size of 10mm for mixing theAAHFAC
Step 2 selection of AAS and air contents
AAS and air contents are based on the maximum size ofthe coarse aggregate therefore AAS content of 225 kgm3
and air content of 30 have been used as given in Table 3
Step 3 adjustment of AAS content due to percentage ofvoid in the fine aggregate
+e fine aggregate used in this example has a void of37 therefore the value of adjustment could be calculatedas follows
AASadjustment 1minus1585
252lowast 10001113874 11138751113876 1113877 times 1001113882 1113883minus 35
1113868111386811138681113868111386811138681113868
1113868111386811138681113868111386811138681113868
times 475 10 kgm3
(4)
+erefore the AAS content after an adjustment of AAScontent due to percentage of void in the fine aggregate is235 kgm3
Step 4 selection of AASFA ratio
From Figure 11 for the minimum 28-day compressivestrength of 30MPa it is found that the AASFA ratio of 050is obtained when 10MmiddotNaOH was used as alkaline activatorsolution
Step 5 calculation of binder content
FA content AAS contentAASFA ratio
235050
470 kgm3 (5)
Step 6 calculation of NaOH and Na2SiO3 content
+e individual mass of NaOH and Na2SiO3 contentcould be calculated as follows
Na2SiO3 AAS
1 + 1 Na2SiO3NaOH( 1113857( 11138571113858 1113859
235
[1 +(11)] 11750 kgm3
NaOH AASminusAAS
1 + 1 Na2SiO3NaOH( 1113857( 11138571113858 1113859
11750minus235
[1 +(11)] 11750 kgm3
(6)
Step 7 calculation of fine and coarse aggregates
MRS 03(252) 1minus470
265 times 1000minus11751413minus11751485minus
3100
1113876 1113877
times 1000 477 kgm3
MLS 07(264) 1minus470
265 times 1000minus11751413minus11751485minus
3100
1113876 1113877
times 1000 1164 kgm3
(7)
Step 8 calculation of superplasticizer dosage
SP dosage 1100
1113874 1113875 times 470 47 kgm3 (8)
Step 9 summarization of mix design
Based on the mix design methodology of the AAHFACmix mix proportions of ingredients are concluded as follows
FA 470 kgm3
RS 477 kgm3
LS 1164 kgm3
NaOH 1175 kgm3
Na2SiO3 1175 kgm3
SP 47 kgm3
(9)
Step 10 validation of strength achieved
After following the mix design of the AAHFAC mix theAAHFAC samples were tested for compressive strength oncylinder molds with 100mm diameter and 200mm heightAfter testing it is found that the 28-day compressive strengthof the AAHFAC is 3115MPa+erefore themix design of theAAHFAC above meets the strength requirement
5 Conclusion
In this study the novel mix design methodology for alkali-activated high-calcium fly ash concrete (AAHFAC) cured atambient temperature in a rational way was proposed From
0
10
20
30
40
50
60
035 040 045 050 055 060 065 070 075 080 085 090 095Alkaline activator solutionfly ash (AASFA) ratio
28-d
ay co
mpr
essiv
e stre
ngth
(MPa
)
10 M NaOH
15 M NaOH
Figure 11 Twenty-eight-day compressive strength versus theAASFA ratio curve
10 Advances in Materials Science and Engineering
the review of mix design of alkali-activated binders concretethere is no standard mix design method available for de-signing the AAHFAC Some works have been investigated inthis area in an attempt to develop mix design methodologyfor alkali-activated low-calcium fly ash However it still usedthe temperature curing for enhancing the strength devel-opment of alkali-activated low-calcium fly ash but this islimited for construction work To be useful in practicealkali-activated binders concrete cured at ambient temper-ature has been used to solve this problem In this studya new mix design methodology for AAHFAC was modifiedfrom ACI standards +e step-by-step procedure of the mixdesign for the AAHFAC mixes has been explained in theearlier section From laboratory experiments the 28-daycompressive strength of the AAHFAC cured at ambienttemperature ranging from 15 to 35MPa was obtained Aftercompressive strength was obtained the alkaline activatorsolution-to-binder ratios were used tomodify themix designof the AAHFAC Using the modified mix design of theAAHFAC mix it is found that the proposed mix design ofthe AAHFAC in this study meets the strength requirement+is mix design would lay a foundation for the future use ofAAHFAC in construction industry
Conflicts of Interest
+e authors declare that there are no conflicts of interest
Acknowledgments
+is work was financially supported by the TRFNewResearchScholar Grant no MRG6080174 and the +ailand ResearchFund (TRF) under the TRF Distinguished Research ProfessorGrant no DPG6180002+e part of the present work was alsosupported by the European Commission Research Execu-tive Agency via the Marie Skłodowska-Curie Research andInnovation Staff Exchange Project (689857-PRIGeoC-RISE-2015) and the Industry Academia Partnership Programme-2(IAPP161716) ldquoDevelopment of Sustainable GeopolymerConcreterdquo +e authors also would like to acknowledge thesupport of the Department of Civil Engineering Faculty ofEngineering and Architecture Rajamangala University ofTechnology Isan +ailand
References
[1] F Pacheco-Torgal Z Abdollahnejad S Miraldo S Bakloutiand Y Ding ldquoAn overview on the potential of geopolymersfor concrete infrastructure rehabilitationrdquo Construction andBuilding Materials vol 36 pp 1053ndash1058 2012
[2] F Xu X Deng C Peng J Zhu and J P Chen ldquoMix designand flexural toughness of PVA fiber reinforced fly ash-geopolymer compositesrdquo Construction and Building Mate-rials vol 150 pp 179ndash189 2017
[3] P Chindaprasirt P Paisitsrisawat and U RattanasakldquoStrength and resistance to sulfate and sulfuric acid of groundfluidized bed combustion fly ashndashsilica fume alkali-activatedcompositerdquo Advanced Powder Technology vol 25 no 3pp 1087ndash1093 2014
[4] M Albitar P Visintin M S Mohamed Ali andM DrechslerldquoAssessing behaviour of fresh and hardened geopolymer
concrete mixed with class-F fly ashrdquo KSCE Journal of CivilEngineering vol 19 pp 1445ndash1455 2015
[5] Y Jun and J E Oh ldquoMicrostructural characterization ofalkali-activation of six Korean class F fly ashes with differentgeopolymeric reactivity and their zeolitic precursors withvarious mixture designsrdquo KSCE Journal of Civil Engineeringvol 19 no 6 pp 1775ndash1786 2015
[6] S Kumar R Kumar and S P Mehrotra ldquoInfluence ofgranulated blast furnace slag on the reaction structure andproperties of fly ash based geopolymerrdquo Journal of MaterialsScience vol 45 no 3 pp 607ndash615 2010
[7] C Li H Sun and L Li ldquoA review the comparison betweenalkali-activated slag (Si + Ca) and metakaolin (Si + Al) ce-mentsrdquo Cement and Concrete Research vol 40 no 9pp 1341ndash1349 2010
[8] D Ravikumar S Peethamparan and N Neithalath ldquoStruc-ture and strength of NaOH activated concretes containing flyash or GGBFS as the sole binderrdquo Cement and ConcreteComposites vol 32 no 6 pp 399ndash410 2010
[9] A Palomo M W Grutzeck and M T Blanco ldquoAlkali-activated fly ashes a cement for the futurerdquo Cement andConcrete Research vol 29 no 8 pp 1323ndash1329 1999
[10] T Phoo-ngernkham P Chindaprasirt V Sata S Hanjitsuwanand S Hatanaka ldquo+e effect of adding nano-SiO2 and nano-Al2O3 on properties of high calcium fly ash geopolymer curedat ambient temperaturerdquo Materials amp Design vol 55 pp 58ndash65 2014
[11] T Phoo-ngernkham P Chindaprasirt V Sata S Pangdaengand T Sinsiri ldquoProperties of high calcium fly ash geopolymerpastes containing Portland cement as additiverdquo InternationalJournal of Minerals metallurgy and Materials vol 20 no 2pp 214ndash220 2013
[12] T Phoo-ngernkham P Chindaprasirt V Sata and T SinsirildquoHigh calcium fly ash geopolymer containing diatomite asadditiverdquo Indian Journal of Engineering amp Materials Sciencesvol 20 no 2 pp 214ndash220 2013
[13] T Phoo-ngernkham A Maegawa N Mishima S Hatanakaand P Chindaprasirt ldquoEffects of sodium hydroxide and so-dium silicate solutions on compressive and shear bondstrengths of FAndashGBFS geopolymerrdquo Construction andBuilding Materials vol 91 pp 1ndash8 2015
[14] T Phoo-ngernkham V Sata S Hanjitsuwan C RidtirudS Hatanaka and P Chindaprasirt ldquoHigh calcium fly ashgeopolymer mortar containing Portland cement for use asrepair materialrdquo Construction and Building Materials vol 98pp 482ndash488 2015
[15] T Phoo-ngernkham V Sata S Hanjitsuwan C RidtirudS Hatanaka and P Chindaprasirt ldquoCompressive strengthbending and fracture characteristics of high calcium fly ashgeopolymer mortar containing Portland cement cured atambient temperaturerdquo Arabian Journal for Science and En-gineering vol 41 no 4 pp 1263ndash1271 2016
[16] K Pimraksa P Chindaprasirt A Rungchet K Sagoe-Crentsil and T Sato ldquoLightweight geopolymer made ofhighly porous siliceous materials with various Na2OAl2O3and SiO2Al2O3 ratiosrdquo Materials Science and Engineering Avol 528 no 21 pp 6616ndash6623 2011
[17] D Panias I P Giannopoulou and T Perraki ldquoEffect ofsynthesis parameters on the mechanical properties of fly ash-based geopolymersrdquo Colloids and Surfaces A Physicochemicaland Engineering Aspects vol 301 no 1ndash3 pp 246ndash254 2007
[18] A M Rashad ldquoProperties of alkali-activated fly ash concreteblended with slagrdquo Iranian Journal of Materials Science andEngineering vol 10 no 1 pp 57ndash64 2013
Advances in Materials Science and Engineering 11
[19] D Ravikumar and N Neithalath ldquoEffects of activator char-acteristics on the reaction product formation in slag bindersactivated using alkali silicate powder and NaOHrdquo Cement andConcrete Composites vol 34 no 7 pp 809ndash818 2012
[20] T Phoo-ngernkham S Hanjitsuwan N Damrongwiriyanupapand P Chindaprasirt ldquoEffect of sodium hydroxide and sodiumsilicate solutions on strengths of alkali activated high calcium flyash containing Portland cementrdquo KSCE Journal of Civil Engi-neering vol 21 no 6 pp 2202ndash2210 2017
[21] R R Lloyd J L Provis and J S J van Deventer ldquoPoresolution composition and alkali diffusion in inorganicpolymer cementrdquo Cement and Concrete Research vol 40no 9 pp 1386ndash1392 2010
[22] S Ananda Kumar and T S N Sankara Narayanan ldquo+ermalproperties of siliconized epoxy interpenetrating coatingsrdquoProgress in Organic Coatings vol 45 no 4 pp 323ndash330 2002
[23] W Ferdous A Manalo A Khennane and O KayalildquoGeopolymer concrete-filled pultruded composite beamsndashconcrete mix design and applicationrdquo Cement and ConcreteComposites vol 58 pp 1ndash13 2015
[24] M Lahoti P Narang K H Tan and E H Yang ldquoMix designfactors and strength prediction of metakaolin-based geo-polymerrdquo Ceramics International vol 43 no 14 pp 11433ndash11441 2017
[25] P Pavithra M Srinivasula Reddy P Dinakar B HanumanthaRao B K Satpathy and A N Mohanty ldquoA mix designprocedure for geopolymer concrete with fly ashrdquo Journal ofCleaner Production vol 133 pp 117ndash125 2016
[26] ASTM C618-15 ldquoStandard specification for coal fly ash andraw or calcined natural pozzolan for use in concreterdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2015
[27] S Hanjitsuwan T Phoo-ngernkham L Y LiN Damrongwiriyanupap and P Chindaprasirt ldquoStrengthdevelopment and durability of alkali-activated fly ash mortarwith calcium carbide residue as additiverdquo Construction andBuilding Materials vol 162 pp 714ndash723 2018
[28] T Phoo-ngernkham S Hanjitsuwan L Y LiN Damrongwiriyanupap and P Chindaprasirt ldquoAdhesioncharacterization of Portland cement concrete and alkali-activated binders under different types of calcium pro-motersrdquo Advances in Cement Research pp 1ndash11 2018
[29] T Phoo-ngernkham S Hanjitsuwan C SuksiripattanapongJ +umrongvut J Suebsuk and S Sookasem ldquoFlexuralstrength of notched concrete beam filled with alkali-activatedbinders under different types of alkali solutionsrdquo Constructionand Building Materials vol 127 pp 673ndash678 2016
[30] ACI 2114R-93 Guide for Selecting Proportions for High-Strength Concrete with Portland Cement and Fly Ash Ameri-can Concrete Institute Farmington Hills MI USA 1993
[31] ACI 2111-91 Standard Practice for Selecting Proportions forNormal Heavyweight and Mass Concrete American Con-crete Institute Farmington Hills MI USA 1991
[32] D Hardjito S EWallah DM J Sumajouw and B V RanganldquoOn the development of fly ash-based geopolymer concreterdquoACI Materials Journal vol 101 no 6 pp 467ndash472 2004
[33] ASTM C143C143M-15a ldquoStandard test method for slump ofhydraulic-cement concreterdquo Annual Book of ASTM StandardASTM International West Conshohocken PA USA 2015
[34] ASTM C403C403M-16 ldquoStandard test method for time ofsetting of concrete mixtures by penetration resistancerdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2016
[35] ASTM C469 ldquoStandard test method for static modulus ofelasticity and Poissonrsquos ratio of concrete in compressionrdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2002
[36] ASTM C78 ldquoStandard test method for flexural strength ofconcrete (using simple beam with third-point loading)rdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2002
[37] A Sathonsaowaphak P Chindaprasirt and K PimraksaldquoWorkability and strength of lignite bottom ash geopolymermortarrdquo Journal of Hazardous Materials vol 168 no 1pp 44ndash50 2009
[38] T Sinsiri T Phoo-ngernkham V Sata and P Chindaprasirtldquo+e effects of replacement fly ash with diatomite in geo-polymer mortarrdquo Computers and Concrete vol 9 no 6pp 427ndash437 2012
[39] S Hanjitsuwan S Hunpratub P +ongbai S MaensiriV Sata and P Chindaprasirt ldquoEffects of NaOH concentra-tions on physical and electrical properties of high calcium flyash geopolymer pasterdquo Cement and Concrete Compositesvol 45 pp 9ndash14 2014
[40] U Rattanasak and P Chindaprasirt ldquoInfluence of NaOHsolution on the synthesis of fly ash geopolymerrdquo MineralsEngineering vol 22 no 12 pp 1073ndash1078 2009
[41] A Hawa D Tonnayopas W Prachasaree and P TaneerananonldquoDevelopment and performance evaluation of very high earlystrength geopolymer for rapid road repairrdquo Advances in Ma-terials Science and Engineering vol 2013 Article ID 7641809 pages 2013
[42] F Pacheco-Torgal J P Castro-Gomes and S Jalali ldquoAdhe-sion characterization of tungsten mine waste geopolymericbinder Influence of OPC concrete substrate surface treat-mentrdquo Construction and Building Materials vol 22 no 3pp 154ndash161 2008
[43] F Pacheco-Torgal J A Labrincha C Leonelli A Palomoand P Chindaprasirt Handbook of Alkali-Activated CementsMortars and Concretes WoodHead Publishing Limited-Elsevier Science and Technology Cambridge UK 2014
[44] P Chindaprasirt T Chareerat S Hatanaka and T CaoldquoHigh strength geopolymer using fine high calcium fly ashrdquoJournal of Materials in Civil Engineering vol 23 no 3pp 264ndash270 2011
[45] C Ridtirud P Chindaprasirt and K Pimraksa ldquoFactorsaffecting the shrinkage of fly ash geopolymersrdquo InternationalJournal of Minerals Metallurgy and Materials vol 18 no 1pp 100ndash104 2011
[46] K Sagoe-Crentsil T Brown and A Taylor ldquoDrying shrinkageand creep performance of geopolymer concreterdquo Journal ofSustainable Cement-BasedMaterials vol 2 no1 pp 35ndash42 2013
[47] S Songpiriyakij T Pulngern P Pungpremtrakul andC Jaturapitakkul ldquoAnchorage of steel bars in concrete bygeopolymer pasterdquo Materials amp Design vol 32 no 5pp 3021ndash3028 2011
[48] P K Sarker ldquoBond strength of reinforcing steel embedded infly ash-based geopolymer concreterdquoMaterials and Structuresvol 44 no 5 pp 1021ndash1030 2011
[49] P K Sarker S Kelly and Z Yao ldquoEffect of fire exposure oncracking spalling and residual strength of fly ash geopolymerconcreterdquo Materials amp Design vol 63 pp 584ndash592 2014
[50] M Sofi J S J van Deventer P A Mendis and G C LukeyldquoEngineering properties of inorganic polymer concretes (IPCs)rdquoCement and Concrete Research vol 37 no 2 pp 251ndash257 2007
[51] P Nath and P K Sarker ldquoFlexural strength and elasticmodulus of ambient-cured blended low-calcium fly ash
12 Advances in Materials Science and Engineering
geopolymer concreterdquo Construction and Building Materialsvol 130 pp 22ndash31 2017
[52] M Shariq J Prasad and H Abbas ldquoEffect of GGBFS on agedependent static modulus of elasticity of concreterdquo Con-struction and Building Materials vol 41 pp 411ndash418 2013
Advances in Materials Science and Engineering 13
CorrosionInternational Journal of
Hindawiwwwhindawicom Volume 2018
Advances in
Materials Science and EngineeringHindawiwwwhindawicom Volume 2018
Hindawiwwwhindawicom Volume 2018
Journal of
Chemistry
Analytical ChemistryInternational Journal of
Hindawiwwwhindawicom Volume 2018
ScienticaHindawiwwwhindawicom Volume 2018
Polymer ScienceInternational Journal of
Hindawiwwwhindawicom Volume 2018
Hindawiwwwhindawicom Volume 2018
Advances in Condensed Matter Physics
Hindawiwwwhindawicom Volume 2018
International Journal of
BiomaterialsHindawiwwwhindawicom
Journal ofEngineeringVolume 2018
Applied ChemistryJournal of
Hindawiwwwhindawicom Volume 2018
NanotechnologyHindawiwwwhindawicom Volume 2018
Journal of
Hindawiwwwhindawicom Volume 2018
High Energy PhysicsAdvances in
Hindawi Publishing Corporation httpwwwhindawicom Volume 2013Hindawiwwwhindawicom
The Scientific World Journal
Volume 2018
TribologyAdvances in
Hindawiwwwhindawicom Volume 2018
Hindawiwwwhindawicom Volume 2018
ChemistryAdvances in
Hindawiwwwhindawicom Volume 2018
Advances inPhysical Chemistry
Hindawiwwwhindawicom Volume 2018
BioMed Research InternationalMaterials
Journal of
Hindawiwwwhindawicom Volume 2018
Na
nom
ate
ria
ls
Hindawiwwwhindawicom Volume 2018
Journal ofNanomaterials
Submit your manuscripts atwwwhindawicom
illustrated in Table 2 +e step-by-step procedure of the mixdesign is explained as follows
Step 1 selection of the maximum coarse aggregate size
+is mix design of the AAHFAC has been selected themaximum coarse aggregate size of 10mm for mixing theAAHFAC
Step 2 selection of AAS and air contents
AAS and air contents are based on the maximum size ofthe coarse aggregate therefore AAS content of 225 kgm3
and air content of 30 have been used as given in Table 3
Step 3 adjustment of AAS content due to percentage ofvoid in the fine aggregate
+e fine aggregate used in this example has a void of37 therefore the value of adjustment could be calculatedas follows
AASadjustment 1minus1585
252lowast 10001113874 11138751113876 1113877 times 1001113882 1113883minus 35
1113868111386811138681113868111386811138681113868
1113868111386811138681113868111386811138681113868
times 475 10 kgm3
(4)
+erefore the AAS content after an adjustment of AAScontent due to percentage of void in the fine aggregate is235 kgm3
Step 4 selection of AASFA ratio
From Figure 11 for the minimum 28-day compressivestrength of 30MPa it is found that the AASFA ratio of 050is obtained when 10MmiddotNaOH was used as alkaline activatorsolution
Step 5 calculation of binder content
FA content AAS contentAASFA ratio
235050
470 kgm3 (5)
Step 6 calculation of NaOH and Na2SiO3 content
+e individual mass of NaOH and Na2SiO3 contentcould be calculated as follows
Na2SiO3 AAS
1 + 1 Na2SiO3NaOH( 1113857( 11138571113858 1113859
235
[1 +(11)] 11750 kgm3
NaOH AASminusAAS
1 + 1 Na2SiO3NaOH( 1113857( 11138571113858 1113859
11750minus235
[1 +(11)] 11750 kgm3
(6)
Step 7 calculation of fine and coarse aggregates
MRS 03(252) 1minus470
265 times 1000minus11751413minus11751485minus
3100
1113876 1113877
times 1000 477 kgm3
MLS 07(264) 1minus470
265 times 1000minus11751413minus11751485minus
3100
1113876 1113877
times 1000 1164 kgm3
(7)
Step 8 calculation of superplasticizer dosage
SP dosage 1100
1113874 1113875 times 470 47 kgm3 (8)
Step 9 summarization of mix design
Based on the mix design methodology of the AAHFACmix mix proportions of ingredients are concluded as follows
FA 470 kgm3
RS 477 kgm3
LS 1164 kgm3
NaOH 1175 kgm3
Na2SiO3 1175 kgm3
SP 47 kgm3
(9)
Step 10 validation of strength achieved
After following the mix design of the AAHFAC mix theAAHFAC samples were tested for compressive strength oncylinder molds with 100mm diameter and 200mm heightAfter testing it is found that the 28-day compressive strengthof the AAHFAC is 3115MPa+erefore themix design of theAAHFAC above meets the strength requirement
5 Conclusion
In this study the novel mix design methodology for alkali-activated high-calcium fly ash concrete (AAHFAC) cured atambient temperature in a rational way was proposed From
0
10
20
30
40
50
60
035 040 045 050 055 060 065 070 075 080 085 090 095Alkaline activator solutionfly ash (AASFA) ratio
28-d
ay co
mpr
essiv
e stre
ngth
(MPa
)
10 M NaOH
15 M NaOH
Figure 11 Twenty-eight-day compressive strength versus theAASFA ratio curve
10 Advances in Materials Science and Engineering
the review of mix design of alkali-activated binders concretethere is no standard mix design method available for de-signing the AAHFAC Some works have been investigated inthis area in an attempt to develop mix design methodologyfor alkali-activated low-calcium fly ash However it still usedthe temperature curing for enhancing the strength devel-opment of alkali-activated low-calcium fly ash but this islimited for construction work To be useful in practicealkali-activated binders concrete cured at ambient temper-ature has been used to solve this problem In this studya new mix design methodology for AAHFAC was modifiedfrom ACI standards +e step-by-step procedure of the mixdesign for the AAHFAC mixes has been explained in theearlier section From laboratory experiments the 28-daycompressive strength of the AAHFAC cured at ambienttemperature ranging from 15 to 35MPa was obtained Aftercompressive strength was obtained the alkaline activatorsolution-to-binder ratios were used tomodify themix designof the AAHFAC Using the modified mix design of theAAHFAC mix it is found that the proposed mix design ofthe AAHFAC in this study meets the strength requirement+is mix design would lay a foundation for the future use ofAAHFAC in construction industry
Conflicts of Interest
+e authors declare that there are no conflicts of interest
Acknowledgments
+is work was financially supported by the TRFNewResearchScholar Grant no MRG6080174 and the +ailand ResearchFund (TRF) under the TRF Distinguished Research ProfessorGrant no DPG6180002+e part of the present work was alsosupported by the European Commission Research Execu-tive Agency via the Marie Skłodowska-Curie Research andInnovation Staff Exchange Project (689857-PRIGeoC-RISE-2015) and the Industry Academia Partnership Programme-2(IAPP161716) ldquoDevelopment of Sustainable GeopolymerConcreterdquo +e authors also would like to acknowledge thesupport of the Department of Civil Engineering Faculty ofEngineering and Architecture Rajamangala University ofTechnology Isan +ailand
References
[1] F Pacheco-Torgal Z Abdollahnejad S Miraldo S Bakloutiand Y Ding ldquoAn overview on the potential of geopolymersfor concrete infrastructure rehabilitationrdquo Construction andBuilding Materials vol 36 pp 1053ndash1058 2012
[2] F Xu X Deng C Peng J Zhu and J P Chen ldquoMix designand flexural toughness of PVA fiber reinforced fly ash-geopolymer compositesrdquo Construction and Building Mate-rials vol 150 pp 179ndash189 2017
[3] P Chindaprasirt P Paisitsrisawat and U RattanasakldquoStrength and resistance to sulfate and sulfuric acid of groundfluidized bed combustion fly ashndashsilica fume alkali-activatedcompositerdquo Advanced Powder Technology vol 25 no 3pp 1087ndash1093 2014
[4] M Albitar P Visintin M S Mohamed Ali andM DrechslerldquoAssessing behaviour of fresh and hardened geopolymer
concrete mixed with class-F fly ashrdquo KSCE Journal of CivilEngineering vol 19 pp 1445ndash1455 2015
[5] Y Jun and J E Oh ldquoMicrostructural characterization ofalkali-activation of six Korean class F fly ashes with differentgeopolymeric reactivity and their zeolitic precursors withvarious mixture designsrdquo KSCE Journal of Civil Engineeringvol 19 no 6 pp 1775ndash1786 2015
[6] S Kumar R Kumar and S P Mehrotra ldquoInfluence ofgranulated blast furnace slag on the reaction structure andproperties of fly ash based geopolymerrdquo Journal of MaterialsScience vol 45 no 3 pp 607ndash615 2010
[7] C Li H Sun and L Li ldquoA review the comparison betweenalkali-activated slag (Si + Ca) and metakaolin (Si + Al) ce-mentsrdquo Cement and Concrete Research vol 40 no 9pp 1341ndash1349 2010
[8] D Ravikumar S Peethamparan and N Neithalath ldquoStruc-ture and strength of NaOH activated concretes containing flyash or GGBFS as the sole binderrdquo Cement and ConcreteComposites vol 32 no 6 pp 399ndash410 2010
[9] A Palomo M W Grutzeck and M T Blanco ldquoAlkali-activated fly ashes a cement for the futurerdquo Cement andConcrete Research vol 29 no 8 pp 1323ndash1329 1999
[10] T Phoo-ngernkham P Chindaprasirt V Sata S Hanjitsuwanand S Hatanaka ldquo+e effect of adding nano-SiO2 and nano-Al2O3 on properties of high calcium fly ash geopolymer curedat ambient temperaturerdquo Materials amp Design vol 55 pp 58ndash65 2014
[11] T Phoo-ngernkham P Chindaprasirt V Sata S Pangdaengand T Sinsiri ldquoProperties of high calcium fly ash geopolymerpastes containing Portland cement as additiverdquo InternationalJournal of Minerals metallurgy and Materials vol 20 no 2pp 214ndash220 2013
[12] T Phoo-ngernkham P Chindaprasirt V Sata and T SinsirildquoHigh calcium fly ash geopolymer containing diatomite asadditiverdquo Indian Journal of Engineering amp Materials Sciencesvol 20 no 2 pp 214ndash220 2013
[13] T Phoo-ngernkham A Maegawa N Mishima S Hatanakaand P Chindaprasirt ldquoEffects of sodium hydroxide and so-dium silicate solutions on compressive and shear bondstrengths of FAndashGBFS geopolymerrdquo Construction andBuilding Materials vol 91 pp 1ndash8 2015
[14] T Phoo-ngernkham V Sata S Hanjitsuwan C RidtirudS Hatanaka and P Chindaprasirt ldquoHigh calcium fly ashgeopolymer mortar containing Portland cement for use asrepair materialrdquo Construction and Building Materials vol 98pp 482ndash488 2015
[15] T Phoo-ngernkham V Sata S Hanjitsuwan C RidtirudS Hatanaka and P Chindaprasirt ldquoCompressive strengthbending and fracture characteristics of high calcium fly ashgeopolymer mortar containing Portland cement cured atambient temperaturerdquo Arabian Journal for Science and En-gineering vol 41 no 4 pp 1263ndash1271 2016
[16] K Pimraksa P Chindaprasirt A Rungchet K Sagoe-Crentsil and T Sato ldquoLightweight geopolymer made ofhighly porous siliceous materials with various Na2OAl2O3and SiO2Al2O3 ratiosrdquo Materials Science and Engineering Avol 528 no 21 pp 6616ndash6623 2011
[17] D Panias I P Giannopoulou and T Perraki ldquoEffect ofsynthesis parameters on the mechanical properties of fly ash-based geopolymersrdquo Colloids and Surfaces A Physicochemicaland Engineering Aspects vol 301 no 1ndash3 pp 246ndash254 2007
[18] A M Rashad ldquoProperties of alkali-activated fly ash concreteblended with slagrdquo Iranian Journal of Materials Science andEngineering vol 10 no 1 pp 57ndash64 2013
Advances in Materials Science and Engineering 11
[19] D Ravikumar and N Neithalath ldquoEffects of activator char-acteristics on the reaction product formation in slag bindersactivated using alkali silicate powder and NaOHrdquo Cement andConcrete Composites vol 34 no 7 pp 809ndash818 2012
[20] T Phoo-ngernkham S Hanjitsuwan N Damrongwiriyanupapand P Chindaprasirt ldquoEffect of sodium hydroxide and sodiumsilicate solutions on strengths of alkali activated high calcium flyash containing Portland cementrdquo KSCE Journal of Civil Engi-neering vol 21 no 6 pp 2202ndash2210 2017
[21] R R Lloyd J L Provis and J S J van Deventer ldquoPoresolution composition and alkali diffusion in inorganicpolymer cementrdquo Cement and Concrete Research vol 40no 9 pp 1386ndash1392 2010
[22] S Ananda Kumar and T S N Sankara Narayanan ldquo+ermalproperties of siliconized epoxy interpenetrating coatingsrdquoProgress in Organic Coatings vol 45 no 4 pp 323ndash330 2002
[23] W Ferdous A Manalo A Khennane and O KayalildquoGeopolymer concrete-filled pultruded composite beamsndashconcrete mix design and applicationrdquo Cement and ConcreteComposites vol 58 pp 1ndash13 2015
[24] M Lahoti P Narang K H Tan and E H Yang ldquoMix designfactors and strength prediction of metakaolin-based geo-polymerrdquo Ceramics International vol 43 no 14 pp 11433ndash11441 2017
[25] P Pavithra M Srinivasula Reddy P Dinakar B HanumanthaRao B K Satpathy and A N Mohanty ldquoA mix designprocedure for geopolymer concrete with fly ashrdquo Journal ofCleaner Production vol 133 pp 117ndash125 2016
[26] ASTM C618-15 ldquoStandard specification for coal fly ash andraw or calcined natural pozzolan for use in concreterdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2015
[27] S Hanjitsuwan T Phoo-ngernkham L Y LiN Damrongwiriyanupap and P Chindaprasirt ldquoStrengthdevelopment and durability of alkali-activated fly ash mortarwith calcium carbide residue as additiverdquo Construction andBuilding Materials vol 162 pp 714ndash723 2018
[28] T Phoo-ngernkham S Hanjitsuwan L Y LiN Damrongwiriyanupap and P Chindaprasirt ldquoAdhesioncharacterization of Portland cement concrete and alkali-activated binders under different types of calcium pro-motersrdquo Advances in Cement Research pp 1ndash11 2018
[29] T Phoo-ngernkham S Hanjitsuwan C SuksiripattanapongJ +umrongvut J Suebsuk and S Sookasem ldquoFlexuralstrength of notched concrete beam filled with alkali-activatedbinders under different types of alkali solutionsrdquo Constructionand Building Materials vol 127 pp 673ndash678 2016
[30] ACI 2114R-93 Guide for Selecting Proportions for High-Strength Concrete with Portland Cement and Fly Ash Ameri-can Concrete Institute Farmington Hills MI USA 1993
[31] ACI 2111-91 Standard Practice for Selecting Proportions forNormal Heavyweight and Mass Concrete American Con-crete Institute Farmington Hills MI USA 1991
[32] D Hardjito S EWallah DM J Sumajouw and B V RanganldquoOn the development of fly ash-based geopolymer concreterdquoACI Materials Journal vol 101 no 6 pp 467ndash472 2004
[33] ASTM C143C143M-15a ldquoStandard test method for slump ofhydraulic-cement concreterdquo Annual Book of ASTM StandardASTM International West Conshohocken PA USA 2015
[34] ASTM C403C403M-16 ldquoStandard test method for time ofsetting of concrete mixtures by penetration resistancerdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2016
[35] ASTM C469 ldquoStandard test method for static modulus ofelasticity and Poissonrsquos ratio of concrete in compressionrdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2002
[36] ASTM C78 ldquoStandard test method for flexural strength ofconcrete (using simple beam with third-point loading)rdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2002
[37] A Sathonsaowaphak P Chindaprasirt and K PimraksaldquoWorkability and strength of lignite bottom ash geopolymermortarrdquo Journal of Hazardous Materials vol 168 no 1pp 44ndash50 2009
[38] T Sinsiri T Phoo-ngernkham V Sata and P Chindaprasirtldquo+e effects of replacement fly ash with diatomite in geo-polymer mortarrdquo Computers and Concrete vol 9 no 6pp 427ndash437 2012
[39] S Hanjitsuwan S Hunpratub P +ongbai S MaensiriV Sata and P Chindaprasirt ldquoEffects of NaOH concentra-tions on physical and electrical properties of high calcium flyash geopolymer pasterdquo Cement and Concrete Compositesvol 45 pp 9ndash14 2014
[40] U Rattanasak and P Chindaprasirt ldquoInfluence of NaOHsolution on the synthesis of fly ash geopolymerrdquo MineralsEngineering vol 22 no 12 pp 1073ndash1078 2009
[41] A Hawa D Tonnayopas W Prachasaree and P TaneerananonldquoDevelopment and performance evaluation of very high earlystrength geopolymer for rapid road repairrdquo Advances in Ma-terials Science and Engineering vol 2013 Article ID 7641809 pages 2013
[42] F Pacheco-Torgal J P Castro-Gomes and S Jalali ldquoAdhe-sion characterization of tungsten mine waste geopolymericbinder Influence of OPC concrete substrate surface treat-mentrdquo Construction and Building Materials vol 22 no 3pp 154ndash161 2008
[43] F Pacheco-Torgal J A Labrincha C Leonelli A Palomoand P Chindaprasirt Handbook of Alkali-Activated CementsMortars and Concretes WoodHead Publishing Limited-Elsevier Science and Technology Cambridge UK 2014
[44] P Chindaprasirt T Chareerat S Hatanaka and T CaoldquoHigh strength geopolymer using fine high calcium fly ashrdquoJournal of Materials in Civil Engineering vol 23 no 3pp 264ndash270 2011
[45] C Ridtirud P Chindaprasirt and K Pimraksa ldquoFactorsaffecting the shrinkage of fly ash geopolymersrdquo InternationalJournal of Minerals Metallurgy and Materials vol 18 no 1pp 100ndash104 2011
[46] K Sagoe-Crentsil T Brown and A Taylor ldquoDrying shrinkageand creep performance of geopolymer concreterdquo Journal ofSustainable Cement-BasedMaterials vol 2 no1 pp 35ndash42 2013
[47] S Songpiriyakij T Pulngern P Pungpremtrakul andC Jaturapitakkul ldquoAnchorage of steel bars in concrete bygeopolymer pasterdquo Materials amp Design vol 32 no 5pp 3021ndash3028 2011
[48] P K Sarker ldquoBond strength of reinforcing steel embedded infly ash-based geopolymer concreterdquoMaterials and Structuresvol 44 no 5 pp 1021ndash1030 2011
[49] P K Sarker S Kelly and Z Yao ldquoEffect of fire exposure oncracking spalling and residual strength of fly ash geopolymerconcreterdquo Materials amp Design vol 63 pp 584ndash592 2014
[50] M Sofi J S J van Deventer P A Mendis and G C LukeyldquoEngineering properties of inorganic polymer concretes (IPCs)rdquoCement and Concrete Research vol 37 no 2 pp 251ndash257 2007
[51] P Nath and P K Sarker ldquoFlexural strength and elasticmodulus of ambient-cured blended low-calcium fly ash
12 Advances in Materials Science and Engineering
geopolymer concreterdquo Construction and Building Materialsvol 130 pp 22ndash31 2017
[52] M Shariq J Prasad and H Abbas ldquoEffect of GGBFS on agedependent static modulus of elasticity of concreterdquo Con-struction and Building Materials vol 41 pp 411ndash418 2013
Advances in Materials Science and Engineering 13
CorrosionInternational Journal of
Hindawiwwwhindawicom Volume 2018
Advances in
Materials Science and EngineeringHindawiwwwhindawicom Volume 2018
Hindawiwwwhindawicom Volume 2018
Journal of
Chemistry
Analytical ChemistryInternational Journal of
Hindawiwwwhindawicom Volume 2018
ScienticaHindawiwwwhindawicom Volume 2018
Polymer ScienceInternational Journal of
Hindawiwwwhindawicom Volume 2018
Hindawiwwwhindawicom Volume 2018
Advances in Condensed Matter Physics
Hindawiwwwhindawicom Volume 2018
International Journal of
BiomaterialsHindawiwwwhindawicom
Journal ofEngineeringVolume 2018
Applied ChemistryJournal of
Hindawiwwwhindawicom Volume 2018
NanotechnologyHindawiwwwhindawicom Volume 2018
Journal of
Hindawiwwwhindawicom Volume 2018
High Energy PhysicsAdvances in
Hindawi Publishing Corporation httpwwwhindawicom Volume 2013Hindawiwwwhindawicom
The Scientific World Journal
Volume 2018
TribologyAdvances in
Hindawiwwwhindawicom Volume 2018
Hindawiwwwhindawicom Volume 2018
ChemistryAdvances in
Hindawiwwwhindawicom Volume 2018
Advances inPhysical Chemistry
Hindawiwwwhindawicom Volume 2018
BioMed Research InternationalMaterials
Journal of
Hindawiwwwhindawicom Volume 2018
Na
nom
ate
ria
ls
Hindawiwwwhindawicom Volume 2018
Journal ofNanomaterials
Submit your manuscripts atwwwhindawicom
the review of mix design of alkali-activated binders concretethere is no standard mix design method available for de-signing the AAHFAC Some works have been investigated inthis area in an attempt to develop mix design methodologyfor alkali-activated low-calcium fly ash However it still usedthe temperature curing for enhancing the strength devel-opment of alkali-activated low-calcium fly ash but this islimited for construction work To be useful in practicealkali-activated binders concrete cured at ambient temper-ature has been used to solve this problem In this studya new mix design methodology for AAHFAC was modifiedfrom ACI standards +e step-by-step procedure of the mixdesign for the AAHFAC mixes has been explained in theearlier section From laboratory experiments the 28-daycompressive strength of the AAHFAC cured at ambienttemperature ranging from 15 to 35MPa was obtained Aftercompressive strength was obtained the alkaline activatorsolution-to-binder ratios were used tomodify themix designof the AAHFAC Using the modified mix design of theAAHFAC mix it is found that the proposed mix design ofthe AAHFAC in this study meets the strength requirement+is mix design would lay a foundation for the future use ofAAHFAC in construction industry
Conflicts of Interest
+e authors declare that there are no conflicts of interest
Acknowledgments
+is work was financially supported by the TRFNewResearchScholar Grant no MRG6080174 and the +ailand ResearchFund (TRF) under the TRF Distinguished Research ProfessorGrant no DPG6180002+e part of the present work was alsosupported by the European Commission Research Execu-tive Agency via the Marie Skłodowska-Curie Research andInnovation Staff Exchange Project (689857-PRIGeoC-RISE-2015) and the Industry Academia Partnership Programme-2(IAPP161716) ldquoDevelopment of Sustainable GeopolymerConcreterdquo +e authors also would like to acknowledge thesupport of the Department of Civil Engineering Faculty ofEngineering and Architecture Rajamangala University ofTechnology Isan +ailand
References
[1] F Pacheco-Torgal Z Abdollahnejad S Miraldo S Bakloutiand Y Ding ldquoAn overview on the potential of geopolymersfor concrete infrastructure rehabilitationrdquo Construction andBuilding Materials vol 36 pp 1053ndash1058 2012
[2] F Xu X Deng C Peng J Zhu and J P Chen ldquoMix designand flexural toughness of PVA fiber reinforced fly ash-geopolymer compositesrdquo Construction and Building Mate-rials vol 150 pp 179ndash189 2017
[3] P Chindaprasirt P Paisitsrisawat and U RattanasakldquoStrength and resistance to sulfate and sulfuric acid of groundfluidized bed combustion fly ashndashsilica fume alkali-activatedcompositerdquo Advanced Powder Technology vol 25 no 3pp 1087ndash1093 2014
[4] M Albitar P Visintin M S Mohamed Ali andM DrechslerldquoAssessing behaviour of fresh and hardened geopolymer
concrete mixed with class-F fly ashrdquo KSCE Journal of CivilEngineering vol 19 pp 1445ndash1455 2015
[5] Y Jun and J E Oh ldquoMicrostructural characterization ofalkali-activation of six Korean class F fly ashes with differentgeopolymeric reactivity and their zeolitic precursors withvarious mixture designsrdquo KSCE Journal of Civil Engineeringvol 19 no 6 pp 1775ndash1786 2015
[6] S Kumar R Kumar and S P Mehrotra ldquoInfluence ofgranulated blast furnace slag on the reaction structure andproperties of fly ash based geopolymerrdquo Journal of MaterialsScience vol 45 no 3 pp 607ndash615 2010
[7] C Li H Sun and L Li ldquoA review the comparison betweenalkali-activated slag (Si + Ca) and metakaolin (Si + Al) ce-mentsrdquo Cement and Concrete Research vol 40 no 9pp 1341ndash1349 2010
[8] D Ravikumar S Peethamparan and N Neithalath ldquoStruc-ture and strength of NaOH activated concretes containing flyash or GGBFS as the sole binderrdquo Cement and ConcreteComposites vol 32 no 6 pp 399ndash410 2010
[9] A Palomo M W Grutzeck and M T Blanco ldquoAlkali-activated fly ashes a cement for the futurerdquo Cement andConcrete Research vol 29 no 8 pp 1323ndash1329 1999
[10] T Phoo-ngernkham P Chindaprasirt V Sata S Hanjitsuwanand S Hatanaka ldquo+e effect of adding nano-SiO2 and nano-Al2O3 on properties of high calcium fly ash geopolymer curedat ambient temperaturerdquo Materials amp Design vol 55 pp 58ndash65 2014
[11] T Phoo-ngernkham P Chindaprasirt V Sata S Pangdaengand T Sinsiri ldquoProperties of high calcium fly ash geopolymerpastes containing Portland cement as additiverdquo InternationalJournal of Minerals metallurgy and Materials vol 20 no 2pp 214ndash220 2013
[12] T Phoo-ngernkham P Chindaprasirt V Sata and T SinsirildquoHigh calcium fly ash geopolymer containing diatomite asadditiverdquo Indian Journal of Engineering amp Materials Sciencesvol 20 no 2 pp 214ndash220 2013
[13] T Phoo-ngernkham A Maegawa N Mishima S Hatanakaand P Chindaprasirt ldquoEffects of sodium hydroxide and so-dium silicate solutions on compressive and shear bondstrengths of FAndashGBFS geopolymerrdquo Construction andBuilding Materials vol 91 pp 1ndash8 2015
[14] T Phoo-ngernkham V Sata S Hanjitsuwan C RidtirudS Hatanaka and P Chindaprasirt ldquoHigh calcium fly ashgeopolymer mortar containing Portland cement for use asrepair materialrdquo Construction and Building Materials vol 98pp 482ndash488 2015
[15] T Phoo-ngernkham V Sata S Hanjitsuwan C RidtirudS Hatanaka and P Chindaprasirt ldquoCompressive strengthbending and fracture characteristics of high calcium fly ashgeopolymer mortar containing Portland cement cured atambient temperaturerdquo Arabian Journal for Science and En-gineering vol 41 no 4 pp 1263ndash1271 2016
[16] K Pimraksa P Chindaprasirt A Rungchet K Sagoe-Crentsil and T Sato ldquoLightweight geopolymer made ofhighly porous siliceous materials with various Na2OAl2O3and SiO2Al2O3 ratiosrdquo Materials Science and Engineering Avol 528 no 21 pp 6616ndash6623 2011
[17] D Panias I P Giannopoulou and T Perraki ldquoEffect ofsynthesis parameters on the mechanical properties of fly ash-based geopolymersrdquo Colloids and Surfaces A Physicochemicaland Engineering Aspects vol 301 no 1ndash3 pp 246ndash254 2007
[18] A M Rashad ldquoProperties of alkali-activated fly ash concreteblended with slagrdquo Iranian Journal of Materials Science andEngineering vol 10 no 1 pp 57ndash64 2013
Advances in Materials Science and Engineering 11
[19] D Ravikumar and N Neithalath ldquoEffects of activator char-acteristics on the reaction product formation in slag bindersactivated using alkali silicate powder and NaOHrdquo Cement andConcrete Composites vol 34 no 7 pp 809ndash818 2012
[20] T Phoo-ngernkham S Hanjitsuwan N Damrongwiriyanupapand P Chindaprasirt ldquoEffect of sodium hydroxide and sodiumsilicate solutions on strengths of alkali activated high calcium flyash containing Portland cementrdquo KSCE Journal of Civil Engi-neering vol 21 no 6 pp 2202ndash2210 2017
[21] R R Lloyd J L Provis and J S J van Deventer ldquoPoresolution composition and alkali diffusion in inorganicpolymer cementrdquo Cement and Concrete Research vol 40no 9 pp 1386ndash1392 2010
[22] S Ananda Kumar and T S N Sankara Narayanan ldquo+ermalproperties of siliconized epoxy interpenetrating coatingsrdquoProgress in Organic Coatings vol 45 no 4 pp 323ndash330 2002
[23] W Ferdous A Manalo A Khennane and O KayalildquoGeopolymer concrete-filled pultruded composite beamsndashconcrete mix design and applicationrdquo Cement and ConcreteComposites vol 58 pp 1ndash13 2015
[24] M Lahoti P Narang K H Tan and E H Yang ldquoMix designfactors and strength prediction of metakaolin-based geo-polymerrdquo Ceramics International vol 43 no 14 pp 11433ndash11441 2017
[25] P Pavithra M Srinivasula Reddy P Dinakar B HanumanthaRao B K Satpathy and A N Mohanty ldquoA mix designprocedure for geopolymer concrete with fly ashrdquo Journal ofCleaner Production vol 133 pp 117ndash125 2016
[26] ASTM C618-15 ldquoStandard specification for coal fly ash andraw or calcined natural pozzolan for use in concreterdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2015
[27] S Hanjitsuwan T Phoo-ngernkham L Y LiN Damrongwiriyanupap and P Chindaprasirt ldquoStrengthdevelopment and durability of alkali-activated fly ash mortarwith calcium carbide residue as additiverdquo Construction andBuilding Materials vol 162 pp 714ndash723 2018
[28] T Phoo-ngernkham S Hanjitsuwan L Y LiN Damrongwiriyanupap and P Chindaprasirt ldquoAdhesioncharacterization of Portland cement concrete and alkali-activated binders under different types of calcium pro-motersrdquo Advances in Cement Research pp 1ndash11 2018
[29] T Phoo-ngernkham S Hanjitsuwan C SuksiripattanapongJ +umrongvut J Suebsuk and S Sookasem ldquoFlexuralstrength of notched concrete beam filled with alkali-activatedbinders under different types of alkali solutionsrdquo Constructionand Building Materials vol 127 pp 673ndash678 2016
[30] ACI 2114R-93 Guide for Selecting Proportions for High-Strength Concrete with Portland Cement and Fly Ash Ameri-can Concrete Institute Farmington Hills MI USA 1993
[31] ACI 2111-91 Standard Practice for Selecting Proportions forNormal Heavyweight and Mass Concrete American Con-crete Institute Farmington Hills MI USA 1991
[32] D Hardjito S EWallah DM J Sumajouw and B V RanganldquoOn the development of fly ash-based geopolymer concreterdquoACI Materials Journal vol 101 no 6 pp 467ndash472 2004
[33] ASTM C143C143M-15a ldquoStandard test method for slump ofhydraulic-cement concreterdquo Annual Book of ASTM StandardASTM International West Conshohocken PA USA 2015
[34] ASTM C403C403M-16 ldquoStandard test method for time ofsetting of concrete mixtures by penetration resistancerdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2016
[35] ASTM C469 ldquoStandard test method for static modulus ofelasticity and Poissonrsquos ratio of concrete in compressionrdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2002
[36] ASTM C78 ldquoStandard test method for flexural strength ofconcrete (using simple beam with third-point loading)rdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2002
[37] A Sathonsaowaphak P Chindaprasirt and K PimraksaldquoWorkability and strength of lignite bottom ash geopolymermortarrdquo Journal of Hazardous Materials vol 168 no 1pp 44ndash50 2009
[38] T Sinsiri T Phoo-ngernkham V Sata and P Chindaprasirtldquo+e effects of replacement fly ash with diatomite in geo-polymer mortarrdquo Computers and Concrete vol 9 no 6pp 427ndash437 2012
[39] S Hanjitsuwan S Hunpratub P +ongbai S MaensiriV Sata and P Chindaprasirt ldquoEffects of NaOH concentra-tions on physical and electrical properties of high calcium flyash geopolymer pasterdquo Cement and Concrete Compositesvol 45 pp 9ndash14 2014
[40] U Rattanasak and P Chindaprasirt ldquoInfluence of NaOHsolution on the synthesis of fly ash geopolymerrdquo MineralsEngineering vol 22 no 12 pp 1073ndash1078 2009
[41] A Hawa D Tonnayopas W Prachasaree and P TaneerananonldquoDevelopment and performance evaluation of very high earlystrength geopolymer for rapid road repairrdquo Advances in Ma-terials Science and Engineering vol 2013 Article ID 7641809 pages 2013
[42] F Pacheco-Torgal J P Castro-Gomes and S Jalali ldquoAdhe-sion characterization of tungsten mine waste geopolymericbinder Influence of OPC concrete substrate surface treat-mentrdquo Construction and Building Materials vol 22 no 3pp 154ndash161 2008
[43] F Pacheco-Torgal J A Labrincha C Leonelli A Palomoand P Chindaprasirt Handbook of Alkali-Activated CementsMortars and Concretes WoodHead Publishing Limited-Elsevier Science and Technology Cambridge UK 2014
[44] P Chindaprasirt T Chareerat S Hatanaka and T CaoldquoHigh strength geopolymer using fine high calcium fly ashrdquoJournal of Materials in Civil Engineering vol 23 no 3pp 264ndash270 2011
[45] C Ridtirud P Chindaprasirt and K Pimraksa ldquoFactorsaffecting the shrinkage of fly ash geopolymersrdquo InternationalJournal of Minerals Metallurgy and Materials vol 18 no 1pp 100ndash104 2011
[46] K Sagoe-Crentsil T Brown and A Taylor ldquoDrying shrinkageand creep performance of geopolymer concreterdquo Journal ofSustainable Cement-BasedMaterials vol 2 no1 pp 35ndash42 2013
[47] S Songpiriyakij T Pulngern P Pungpremtrakul andC Jaturapitakkul ldquoAnchorage of steel bars in concrete bygeopolymer pasterdquo Materials amp Design vol 32 no 5pp 3021ndash3028 2011
[48] P K Sarker ldquoBond strength of reinforcing steel embedded infly ash-based geopolymer concreterdquoMaterials and Structuresvol 44 no 5 pp 1021ndash1030 2011
[49] P K Sarker S Kelly and Z Yao ldquoEffect of fire exposure oncracking spalling and residual strength of fly ash geopolymerconcreterdquo Materials amp Design vol 63 pp 584ndash592 2014
[50] M Sofi J S J van Deventer P A Mendis and G C LukeyldquoEngineering properties of inorganic polymer concretes (IPCs)rdquoCement and Concrete Research vol 37 no 2 pp 251ndash257 2007
[51] P Nath and P K Sarker ldquoFlexural strength and elasticmodulus of ambient-cured blended low-calcium fly ash
12 Advances in Materials Science and Engineering
geopolymer concreterdquo Construction and Building Materialsvol 130 pp 22ndash31 2017
[52] M Shariq J Prasad and H Abbas ldquoEffect of GGBFS on agedependent static modulus of elasticity of concreterdquo Con-struction and Building Materials vol 41 pp 411ndash418 2013
Advances in Materials Science and Engineering 13
CorrosionInternational Journal of
Hindawiwwwhindawicom Volume 2018
Advances in
Materials Science and EngineeringHindawiwwwhindawicom Volume 2018
Hindawiwwwhindawicom Volume 2018
Journal of
Chemistry
Analytical ChemistryInternational Journal of
Hindawiwwwhindawicom Volume 2018
ScienticaHindawiwwwhindawicom Volume 2018
Polymer ScienceInternational Journal of
Hindawiwwwhindawicom Volume 2018
Hindawiwwwhindawicom Volume 2018
Advances in Condensed Matter Physics
Hindawiwwwhindawicom Volume 2018
International Journal of
BiomaterialsHindawiwwwhindawicom
Journal ofEngineeringVolume 2018
Applied ChemistryJournal of
Hindawiwwwhindawicom Volume 2018
NanotechnologyHindawiwwwhindawicom Volume 2018
Journal of
Hindawiwwwhindawicom Volume 2018
High Energy PhysicsAdvances in
Hindawi Publishing Corporation httpwwwhindawicom Volume 2013Hindawiwwwhindawicom
The Scientific World Journal
Volume 2018
TribologyAdvances in
Hindawiwwwhindawicom Volume 2018
Hindawiwwwhindawicom Volume 2018
ChemistryAdvances in
Hindawiwwwhindawicom Volume 2018
Advances inPhysical Chemistry
Hindawiwwwhindawicom Volume 2018
BioMed Research InternationalMaterials
Journal of
Hindawiwwwhindawicom Volume 2018
Na
nom
ate
ria
ls
Hindawiwwwhindawicom Volume 2018
Journal ofNanomaterials
Submit your manuscripts atwwwhindawicom
[19] D Ravikumar and N Neithalath ldquoEffects of activator char-acteristics on the reaction product formation in slag bindersactivated using alkali silicate powder and NaOHrdquo Cement andConcrete Composites vol 34 no 7 pp 809ndash818 2012
[20] T Phoo-ngernkham S Hanjitsuwan N Damrongwiriyanupapand P Chindaprasirt ldquoEffect of sodium hydroxide and sodiumsilicate solutions on strengths of alkali activated high calcium flyash containing Portland cementrdquo KSCE Journal of Civil Engi-neering vol 21 no 6 pp 2202ndash2210 2017
[21] R R Lloyd J L Provis and J S J van Deventer ldquoPoresolution composition and alkali diffusion in inorganicpolymer cementrdquo Cement and Concrete Research vol 40no 9 pp 1386ndash1392 2010
[22] S Ananda Kumar and T S N Sankara Narayanan ldquo+ermalproperties of siliconized epoxy interpenetrating coatingsrdquoProgress in Organic Coatings vol 45 no 4 pp 323ndash330 2002
[23] W Ferdous A Manalo A Khennane and O KayalildquoGeopolymer concrete-filled pultruded composite beamsndashconcrete mix design and applicationrdquo Cement and ConcreteComposites vol 58 pp 1ndash13 2015
[24] M Lahoti P Narang K H Tan and E H Yang ldquoMix designfactors and strength prediction of metakaolin-based geo-polymerrdquo Ceramics International vol 43 no 14 pp 11433ndash11441 2017
[25] P Pavithra M Srinivasula Reddy P Dinakar B HanumanthaRao B K Satpathy and A N Mohanty ldquoA mix designprocedure for geopolymer concrete with fly ashrdquo Journal ofCleaner Production vol 133 pp 117ndash125 2016
[26] ASTM C618-15 ldquoStandard specification for coal fly ash andraw or calcined natural pozzolan for use in concreterdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2015
[27] S Hanjitsuwan T Phoo-ngernkham L Y LiN Damrongwiriyanupap and P Chindaprasirt ldquoStrengthdevelopment and durability of alkali-activated fly ash mortarwith calcium carbide residue as additiverdquo Construction andBuilding Materials vol 162 pp 714ndash723 2018
[28] T Phoo-ngernkham S Hanjitsuwan L Y LiN Damrongwiriyanupap and P Chindaprasirt ldquoAdhesioncharacterization of Portland cement concrete and alkali-activated binders under different types of calcium pro-motersrdquo Advances in Cement Research pp 1ndash11 2018
[29] T Phoo-ngernkham S Hanjitsuwan C SuksiripattanapongJ +umrongvut J Suebsuk and S Sookasem ldquoFlexuralstrength of notched concrete beam filled with alkali-activatedbinders under different types of alkali solutionsrdquo Constructionand Building Materials vol 127 pp 673ndash678 2016
[30] ACI 2114R-93 Guide for Selecting Proportions for High-Strength Concrete with Portland Cement and Fly Ash Ameri-can Concrete Institute Farmington Hills MI USA 1993
[31] ACI 2111-91 Standard Practice for Selecting Proportions forNormal Heavyweight and Mass Concrete American Con-crete Institute Farmington Hills MI USA 1991
[32] D Hardjito S EWallah DM J Sumajouw and B V RanganldquoOn the development of fly ash-based geopolymer concreterdquoACI Materials Journal vol 101 no 6 pp 467ndash472 2004
[33] ASTM C143C143M-15a ldquoStandard test method for slump ofhydraulic-cement concreterdquo Annual Book of ASTM StandardASTM International West Conshohocken PA USA 2015
[34] ASTM C403C403M-16 ldquoStandard test method for time ofsetting of concrete mixtures by penetration resistancerdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2016
[35] ASTM C469 ldquoStandard test method for static modulus ofelasticity and Poissonrsquos ratio of concrete in compressionrdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2002
[36] ASTM C78 ldquoStandard test method for flexural strength ofconcrete (using simple beam with third-point loading)rdquo inAnnual Book of ASTM StandardASTM International WestConshohocken PA USA 2002
[37] A Sathonsaowaphak P Chindaprasirt and K PimraksaldquoWorkability and strength of lignite bottom ash geopolymermortarrdquo Journal of Hazardous Materials vol 168 no 1pp 44ndash50 2009
[38] T Sinsiri T Phoo-ngernkham V Sata and P Chindaprasirtldquo+e effects of replacement fly ash with diatomite in geo-polymer mortarrdquo Computers and Concrete vol 9 no 6pp 427ndash437 2012
[39] S Hanjitsuwan S Hunpratub P +ongbai S MaensiriV Sata and P Chindaprasirt ldquoEffects of NaOH concentra-tions on physical and electrical properties of high calcium flyash geopolymer pasterdquo Cement and Concrete Compositesvol 45 pp 9ndash14 2014
[40] U Rattanasak and P Chindaprasirt ldquoInfluence of NaOHsolution on the synthesis of fly ash geopolymerrdquo MineralsEngineering vol 22 no 12 pp 1073ndash1078 2009
[41] A Hawa D Tonnayopas W Prachasaree and P TaneerananonldquoDevelopment and performance evaluation of very high earlystrength geopolymer for rapid road repairrdquo Advances in Ma-terials Science and Engineering vol 2013 Article ID 7641809 pages 2013
[42] F Pacheco-Torgal J P Castro-Gomes and S Jalali ldquoAdhe-sion characterization of tungsten mine waste geopolymericbinder Influence of OPC concrete substrate surface treat-mentrdquo Construction and Building Materials vol 22 no 3pp 154ndash161 2008
[43] F Pacheco-Torgal J A Labrincha C Leonelli A Palomoand P Chindaprasirt Handbook of Alkali-Activated CementsMortars and Concretes WoodHead Publishing Limited-Elsevier Science and Technology Cambridge UK 2014
[44] P Chindaprasirt T Chareerat S Hatanaka and T CaoldquoHigh strength geopolymer using fine high calcium fly ashrdquoJournal of Materials in Civil Engineering vol 23 no 3pp 264ndash270 2011
[45] C Ridtirud P Chindaprasirt and K Pimraksa ldquoFactorsaffecting the shrinkage of fly ash geopolymersrdquo InternationalJournal of Minerals Metallurgy and Materials vol 18 no 1pp 100ndash104 2011
[46] K Sagoe-Crentsil T Brown and A Taylor ldquoDrying shrinkageand creep performance of geopolymer concreterdquo Journal ofSustainable Cement-BasedMaterials vol 2 no1 pp 35ndash42 2013
[47] S Songpiriyakij T Pulngern P Pungpremtrakul andC Jaturapitakkul ldquoAnchorage of steel bars in concrete bygeopolymer pasterdquo Materials amp Design vol 32 no 5pp 3021ndash3028 2011
[48] P K Sarker ldquoBond strength of reinforcing steel embedded infly ash-based geopolymer concreterdquoMaterials and Structuresvol 44 no 5 pp 1021ndash1030 2011
[49] P K Sarker S Kelly and Z Yao ldquoEffect of fire exposure oncracking spalling and residual strength of fly ash geopolymerconcreterdquo Materials amp Design vol 63 pp 584ndash592 2014
[50] M Sofi J S J van Deventer P A Mendis and G C LukeyldquoEngineering properties of inorganic polymer concretes (IPCs)rdquoCement and Concrete Research vol 37 no 2 pp 251ndash257 2007
[51] P Nath and P K Sarker ldquoFlexural strength and elasticmodulus of ambient-cured blended low-calcium fly ash
12 Advances in Materials Science and Engineering
geopolymer concreterdquo Construction and Building Materialsvol 130 pp 22ndash31 2017
[52] M Shariq J Prasad and H Abbas ldquoEffect of GGBFS on agedependent static modulus of elasticity of concreterdquo Con-struction and Building Materials vol 41 pp 411ndash418 2013
Advances in Materials Science and Engineering 13
CorrosionInternational Journal of
Hindawiwwwhindawicom Volume 2018
Advances in
Materials Science and EngineeringHindawiwwwhindawicom Volume 2018
Hindawiwwwhindawicom Volume 2018
Journal of
Chemistry
Analytical ChemistryInternational Journal of
Hindawiwwwhindawicom Volume 2018
ScienticaHindawiwwwhindawicom Volume 2018
Polymer ScienceInternational Journal of
Hindawiwwwhindawicom Volume 2018
Hindawiwwwhindawicom Volume 2018
Advances in Condensed Matter Physics
Hindawiwwwhindawicom Volume 2018
International Journal of
BiomaterialsHindawiwwwhindawicom
Journal ofEngineeringVolume 2018
Applied ChemistryJournal of
Hindawiwwwhindawicom Volume 2018
NanotechnologyHindawiwwwhindawicom Volume 2018
Journal of
Hindawiwwwhindawicom Volume 2018
High Energy PhysicsAdvances in
Hindawi Publishing Corporation httpwwwhindawicom Volume 2013Hindawiwwwhindawicom
The Scientific World Journal
Volume 2018
TribologyAdvances in
Hindawiwwwhindawicom Volume 2018
Hindawiwwwhindawicom Volume 2018
ChemistryAdvances in
Hindawiwwwhindawicom Volume 2018
Advances inPhysical Chemistry
Hindawiwwwhindawicom Volume 2018
BioMed Research InternationalMaterials
Journal of
Hindawiwwwhindawicom Volume 2018
Na
nom
ate
ria
ls
Hindawiwwwhindawicom Volume 2018
Journal ofNanomaterials
Submit your manuscripts atwwwhindawicom
geopolymer concreterdquo Construction and Building Materialsvol 130 pp 22ndash31 2017
[52] M Shariq J Prasad and H Abbas ldquoEffect of GGBFS on agedependent static modulus of elasticity of concreterdquo Con-struction and Building Materials vol 41 pp 411ndash418 2013
Advances in Materials Science and Engineering 13
CorrosionInternational Journal of
Hindawiwwwhindawicom Volume 2018
Advances in
Materials Science and EngineeringHindawiwwwhindawicom Volume 2018
Hindawiwwwhindawicom Volume 2018
Journal of
Chemistry
Analytical ChemistryInternational Journal of
Hindawiwwwhindawicom Volume 2018
ScienticaHindawiwwwhindawicom Volume 2018
Polymer ScienceInternational Journal of
Hindawiwwwhindawicom Volume 2018
Hindawiwwwhindawicom Volume 2018
Advances in Condensed Matter Physics
Hindawiwwwhindawicom Volume 2018
International Journal of
BiomaterialsHindawiwwwhindawicom
Journal ofEngineeringVolume 2018
Applied ChemistryJournal of
Hindawiwwwhindawicom Volume 2018
NanotechnologyHindawiwwwhindawicom Volume 2018
Journal of
Hindawiwwwhindawicom Volume 2018
High Energy PhysicsAdvances in
Hindawi Publishing Corporation httpwwwhindawicom Volume 2013Hindawiwwwhindawicom
The Scientific World Journal
Volume 2018
TribologyAdvances in
Hindawiwwwhindawicom Volume 2018
Hindawiwwwhindawicom Volume 2018
ChemistryAdvances in
Hindawiwwwhindawicom Volume 2018
Advances inPhysical Chemistry
Hindawiwwwhindawicom Volume 2018
BioMed Research InternationalMaterials
Journal of
Hindawiwwwhindawicom Volume 2018
Na
nom
ate
ria
ls
Hindawiwwwhindawicom Volume 2018
Journal ofNanomaterials
Submit your manuscripts atwwwhindawicom
CorrosionInternational Journal of
Hindawiwwwhindawicom Volume 2018
Advances in
Materials Science and EngineeringHindawiwwwhindawicom Volume 2018
Hindawiwwwhindawicom Volume 2018
Journal of
Chemistry
Analytical ChemistryInternational Journal of
Hindawiwwwhindawicom Volume 2018
ScienticaHindawiwwwhindawicom Volume 2018
Polymer ScienceInternational Journal of
Hindawiwwwhindawicom Volume 2018
Hindawiwwwhindawicom Volume 2018
Advances in Condensed Matter Physics
Hindawiwwwhindawicom Volume 2018
International Journal of
BiomaterialsHindawiwwwhindawicom
Journal ofEngineeringVolume 2018
Applied ChemistryJournal of
Hindawiwwwhindawicom Volume 2018
NanotechnologyHindawiwwwhindawicom Volume 2018
Journal of
Hindawiwwwhindawicom Volume 2018
High Energy PhysicsAdvances in
Hindawi Publishing Corporation httpwwwhindawicom Volume 2013Hindawiwwwhindawicom
The Scientific World Journal
Volume 2018
TribologyAdvances in
Hindawiwwwhindawicom Volume 2018
Hindawiwwwhindawicom Volume 2018
ChemistryAdvances in
Hindawiwwwhindawicom Volume 2018
Advances inPhysical Chemistry
Hindawiwwwhindawicom Volume 2018
BioMed Research InternationalMaterials
Journal of
Hindawiwwwhindawicom Volume 2018
Na
nom
ate
ria
ls
Hindawiwwwhindawicom Volume 2018
Journal ofNanomaterials
Submit your manuscripts atwwwhindawicom
Recommended