effect of inert and pozzolanic materials on flow and

7232019 Effect of Inert and Pozzolanic Materials on Flow And

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Research ArticleEffect of Inert and Pozzolanic Materials on Flow andMechanical Properties of Self-Compacting Concrete

Mehrdad Mahoutian1 and Mohammad Shekarchi2

983089 Department of Civil Engineering and Applied Mechanics McGill University Montreal QC Canada H983091A 983088C983091983090Construction Materials Institute University of ehran ehran Iran

Correspondence should be addressed to Mehrdad Mahoutian mehrdadmahoutianmailmcgillca

Received 983094 January 983090983088983089983093 Revised 983089983089 March 983090983088983089983093 Accepted 983089983096 March 983090983088983089983093

Academic Editor Christian M Julien

Copyright copy 983090983088983089983093 M Mahoutian and M Shekarchi Tis is an open access article distributed under the Creative CommonsAttribution License which permits unrestricted use distribution and reproduction in any medium provided the original work isproperly cited

Tis research investigates the reshbehaviour and mechanical properties o sel-compacting concrete(SCC) containing high volumeo limestone metakaolin silica ume zeolite and viscosity modiying admixture wo 1047297ne aggregates with different 1047297nenessmodulus were also utilized to evaluate the effect o sandrsquos gradation on the mechanical and 1047298ow properties o SCC containing inertand pozzolanic powder Slump 1047298ow V-unnel or resh concrete and 983093-minute-old concrete J-ring Orimetwith and without J-ringand L-box and U-box tests were perormed on all 983089983092 resh concrete mixtures to examine the resh properties o sel-compactingconcrete Compressive strength o hardened specimens was measured at 983095 and 983091983093 days and tensile strength was also determined at

the age o 983090983096 days Te results show that sand grading signi1047297cantly affects the resh properties o SCC It is also concluded that high volume o active powders including metakaolin zeolite and silica ume could not improve both the 1047298ow and mechanical propertieso SCC atthe same time Limestone can be effectively used as 1047297ller in SCC in high volume content A new set o limits or the L-boxand U-box tests or SCC containing silica ume is also recommended as the existing criteria are not satisactory

1 Introduction

Sel-compacting concrete (SCC) is a well-known construc-tion material developed in the last two decades to addressthe engineer requests demanding more workable concrete [983089]It is used to acilitate and ensure proper 1047297lling and goodstructural perormance o high congested reinorced struc-tural members [983090 983091] Regarding the promising perormance

o SCC it has been widely used in constructions across theworld [983092] In Iran in the last ew years several successulattempts were made to use SCC in inrastructural structuresFor example in some parts o the ourth tallest communica-tion tower in the world Milad ower and Resalat unnel inehran SCC has been employed [983093]

Te common practice to obtain sel-consolidationbehaviour in SCC is the limitation o the coarse aggregatecontent reduction o maximum size o aggregates and use o superplasticizer [983094] One o the consequences o reducingcoarse aggregate content was reported as the increase o themortar content in the mixture Due to the increased paste

volume the powder content in SCC is considerably higher

compared to the traditional concrete As we all know highcement content in concrete may cause problems in certaintypes o structures including an increase in the shrinkagepotential cost o construction and heat o hydration [983095] onone hand it is necessary to increase the mortar content tomake a better quality SCC and on the other hand an increaseo the cement-based mortar results in some technical

problems Tereore powderwas introduced to solve a part o the problems Commonly used powders include coal 1047298y ashlimestone powder calcined clays ground glass and blasturnace slag [983096ndash983089983090] Metakaolin was also introduced to theSCC mixture by up to 983091983088 o cement weight [983089983091] Powderssigni1047297cantly affect the requirement o superplasticizerdeormability 1047297lling capacity and strength o concrete [983089983092]For example some mineral additives including 1047298y ash may increase the workability durability and long-term propertieso concrete [983089983093] As a result use o these types o mineraladditives in SCC makes it possible not only to decrease thecost o SCC but also to increase its long-term perormance[983089983094ndash983089983096]

Hindawi Publishing CorporationJournal of MaterialsVolume 2015 Article ID 239717 11 pageshttpdxdoiorg1011552015239717



983090 Journal o Materials

Due to the considerable impact o powder speci1047297-cally high volume content on the SCC properties severalresearchers have started evaluating the effect o powders onresh and mechanical properties o sel-compacting concreteMnahoncakova et al [983089983097] introduced 1047298y ash and limestonepowders in SCC and reported that concrete containing 1047298y ash

powder displays good mechanical properties and high den-sity compared to SCCmade with limestone Tey also showedthat 1047298y ash introduces SCC with low permeability and highresistance against reeze and thaw Sukumar et al [983090983088] evalu-ated the compressive strength o SCC made with high volume1047298y ash as an indicator o the mechanical properties at early ages and reported that strength o SCC that contained 1047298y ashat early ages is greater compared to the strength o traditionalconcrete Other investigations have been also perormed toaddress the in1047298uence o 1047298y ash on other SCC rheologicalbehaviors such as setting time [983090983089 983090983090] It has been reportedthat the setting time o SCC incorporating 1047298y ash was 983091 to983092 hours longer compared to those determined on traditionalconcrete (ie normal slump and with no 1047298y ash) Tey alsodemonstrated that the use o 1047298y ash up to 983096983088 o cementweight resulted in lower segregation where an adequatestrength can be also achieved

Te effects o limestone and chalk powders on SCC areinvestigated by Zhu and Gibbs [983090983091] Tey stated that lime-stone powder can accelerate cement hydration and increaseearly strength Tey also showed that utilization o 1047297ner pow-der in the SCC mixture apparently leads to higher strengthgain Shi [983090983092] investigated the effects o our mineral powdersincluding coal 1047298y ash limestone dust blast urnace slag andground glass on the properties o SCC He ound that themorphology and particle size o the mineral powders play an important role in 1047298owability and workability o SCCs Tespherical particles o 1047298y ash can acilitate the 1047298ow o concretemixture He also concluded that SCCs containing crushedlimestone dust are set aster compared to those containing 1047298y ash or glass powder Poppe and De Schutter [983090983093] showed thatthe use o the coarser limestone powder seems to positively affect the 1047298owability o SCC In addition the air content o resh concrete was ound to be considerably smaller whencoarser limestone powder was used Tey 1047297nally indicatedthat the shape o the grading curve o the powder clearly shows no in1047298uence on the compressive strength o SCC

In addition to the resh behavior and mechanical prop-erties o SCC its microstructure has been also subjectedto investigation [983090983094 983090983095] Microstructure o cement pastes

o SCC containing limestone was studied by Ye et al [983090983095]Tey indicated that hydration is in1047298uenced by the presence o the limestone as 1047297ller and it acts as an accelerator during thecementhydration at theearly ages Te effect o other untradi-tional powders including brick powder and kaolinite on theproperties o SCC was also investigated by Sahmaran et al[983090983096] Teir 1047297ndings are not discussed here as they are beyondthe scope o this paper

Te ocus o the research presented in the above para-graphs mostly concentrates on the impact o 1047298y ash andlimestone powders on the SCC properties as these powdersare easily available across the world and thereore they can becheaply provided Tere are limited published researches

addressing the effect o other mineral powders includingsilica ume metakaolin and zeolite on the properties o SCC[983090983097 983091983088] Itshould be noted that in these ew publishedpapersthe properties o SCC containing low-volume powder (lessthan 983093983088) were investigated Meanwhile as discussed earlierhigh paste content is required to obtain SCC with proper

quality A higher paste content can be obtained by adding ahigherpowder contentintoa mixture Furthermore consum-ing the waste andor by-product materials as a part o con-crete ingredient is increasingly considered in the recent yearsto reduce carbon dioxide emission andland1047297ll wastes[983091983089ndash983091983091]Tereore the current study aims at addressing the prop-erties o SCC containing high volume o different powdersincluding silica ume zeolite metakaolin and two differentlimestone powders Tis study investigates the effect o vis-cosity modiying admixture (VMA) on the properties o SCCas well Te effect o high-volume 1047298y ash is not studied in thisresearch as this material is not commonly used in Iran

Another goal o this study was to examine the in1047298uence o

sandrsquos 1047297neness on the 1047298ow andmechanical properties o SCCEach powder or VMA was mixed with two different types o sand (ie low and high modulus o 1047297neness) to consider theeffect o sand gradation and 1047297neness on SCC properties aswell Te current study investigated i incorporation o VMAor powders could improve the resh properties o mixes madewith the courser sand Most acceptedrecommended tests[983091983092] including slump 1047298ow V-unnel o resh concrete and 983093-minute old concrete J-ring Orimet with and without J-ringand L-box and U-box tests designed to evaluate the reshbehavior o SCC were perormed on all 983089983092 resh concretemixtures Visual stability indexes (VSI) were also determinedor all the mixtures Te compressive strength test wasconducted at 983095 and 983091983093 days when the tensile test was carriedout at 983090983096 days

2 Experimental Program

983090983089 Materials As mentioned in the previous section in thisstudy the effect o three pozzolanic powders two inert pow-ders two 1047297ne aggregates and two VMAs on the properties o SCC was investigated Te ollowing paragraphs describe theproperties o these additives cement and sands used in thecurrent study

Portland cement conorming to ASM type I with spe-

ci1047297c gravity andBlaine 1047297neness o 983091983089and 983091983090983088 m2

kgwas usedrespectivelywo limestone-basednatural types o sand were used Te

nominal size and the speci1047297c gravity o the sand weremeasured as 983092983095983093 mm and 983090983094 respectively Te 1047297nenessmodulus o the courser and 1047297ner sands was calculated as 983090983094983093and 983091983091983088 respectively

Coarse aggregate displayed the maximum nominal size

and bulk density o983089983097 mm and 983089983093983088983088 kgm3 Figure 983089 shows thegradation curves o the two sands and the coarse aggregateTe sand satis1047297es the limitation o the standard test methodASM C983091983091 [983091983093] where its gradation curves lay down betweenthe recommended upper and lower curves For gravel the



Journal o Materials 983091

01 1 10

Sieve size (mm)

0

10

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ASTM lower limit

ASTM lower limit

Fineness modulus = 330

0

10

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100

001 01 1 10

P a s s i n g

( )

P a s s i n g

( )

Sieve size (mm)

Fineness modulus = 265ASTM lower limit

ASTM upper limit

(A1) (A2)

(a)

1 10 100Sieve size (mm)

0

10

20

30

40

50

60

70

80

90

100

ASTM lower limit

ASTM upper limit

P a s s i n g ( )

(b)

F983145983143983157983154983141 983089 (a) Particle size distribution o sand and (b) gravel

gradation curve is out o the limit or the aggregate size o 983092983095983093ndash983097983093983088 mm

Polycarboxylic based superplasticizer con1047297rming toASM C983092983097983092 was introduced to mixes wo polysaccharide-based viscosity modiying admixtures (VMAs) with twodifferent solid contents were used to improve the stability

o SCC mixes containing no 1047297ller otal dissolved solidsin VMA983089 VMA983090 and superplasticizer were 983089983095983096 983089983096983096 and983091983093983095983092 gL respectively Te speci1047297c gravity and PH werereported by the producers as 983093983095 and 983089983089983096 or VMA983089 and 983093983097and 983089983089983097 or VMA983090

Silica ume with speci1047297c surace (measured by the nitro-

gen absorption technique) and speci1047297c gravity o 983089983094983088983088983088 m2kg and 983090983090 respectively was used as a pozzolanic powder

Zeolite was another pozzolanic powder employed in thisresearch Natural zeolite as volcanic or volcano-sedimentmaterials has a unique crystal structure and is classi1047297ed as ahydrated alumino silicate o alkali and alkaline earth cations[983091983094] Zeloite shows an in1047297nite three-dimensional structure

Crystalsare characterized by a honeycomb like structure withextremely small pores and channels varying in size rom 983091 times

983089983088minus4 to 983092times 983089983088minus4 m Zeoliteexhibitsthe speci1047297c surace area o

983092983088983088983088983088m2kg XRD analysis shows 983097983088ndash983097983093 clinoptilolite inthe mineralogy composition o this zeolite Cation exchangecapacity o zeolite was previously reported by Ahmadi and

Shekarchi [983091983095] as 983089983097983088ndash983090983088983088meq983089983088983088grHigh reactive metakaolin (HRM) was selected as the

third active powder HRM one o the newest supplementary cementitious materials to prove its merit in 1047297eld applicationhas been used in concrete to offer an increase in compressivestrength and a reduction in permeability while offering goodworkability [983091983096ndash983092983088] Speci1047297c surace and the speci1047297c gravity

o metakaolin utilized in this study were 983090983091983088983088 and 983090983091 m2kgrespectively Figure 983090 shows the X-ray diffraction (XRD)pattern o the metakaolin used in this study showing highamounts o quartz phase High quartz content is in agreementwith the high SiO

2 content (983093983089983096983093) measured by the XRF

analysis Te existence o both humps and peaks at the




983137983138983148983141 983089 Chemical analysis o the cement and various powders in use

Material Chemical analysis ( mass)

SiO983090 Al983090O983091 Fe983090O983091 CaO MgO SO983091 Na983090O K983090O Ignition lsoss

Cement 983090983088983088983091 983092983093983091 983091983094983091 983094983088983090983093 983091983092983090 983090983090983091 mdash mdash 983089983091983095

Silica ume 983097983096983095983096 983088983090983095 983088983093983090 983088983090 mdash mdash 983088983089 983088983088983089 983088983088983095

Zeolite 983094983095983095983097 983089983091983094983094 983089983092983092 983089983094983096 983089983090 983088983093 983090983088983092 983089983092983090 983089983088983090983091Metakaolin 983093983089983096983093 983092983091983095983096 983088983097983097 983088983090 983088983089983096 mdash 983088983088983089 983088983089983090 983088983093983095

Limestone 983089 983090983095983092 983088983090983093 983088983091983092 983093983088983097983096 983089983092983088 mdash 983088983089983090 983088983092983090 983092983091983088983088

Limestone 983090 983089983091983094 983088983089983088 983088983090983088 983093983088983097983094 983090983094983088 mdash 983088983089983089 983088983092983088 983092983092983092983089

250

200

150

100

50

00 10 20 30 40 50 60

Q quartz

M mulite

M

M M

Q

Q

Q

QQ

F983145983143983157983154983141 983090 XRD pattern o metakaolin used in this study [983092983088]

diffraction angle o 983089983093∘ to 983091983088∘ suggests the mixed semicrys-talline and amorphous structure o metakaolin

wo inert powders including limestone 983089 and limestone 983090were introduced to ew SCC mixes in this study Limestone 983089exhibited coarser size compared to limestone 983090 Te ormerwas produced as the by-product o a stonework actory inEsahan where the latter was regularly made as an originalproduct in a chemical actory Te density o limestone 983089 and

limestone983090 wasmeasuredas 983090983094983088983088kgm3 and983090983095983088983088 kgm3 andtheir residue on 983092983093 m sieve was quanti1047297ed as 983090983094 and 983095respectively Chemical compositions o powders and cementare shown in able 983089

983090983090 Mixture Proportioning As shown in able 983090 ourteenSCC mixtures were designed wo control mixtures with

no powder (PL983089 and PL983090) and 983089983090 mixtures with differenttypes o powders and VMAs were considered Each powderincludingsilicaume zeolite metakaolin and limestone wereseparately mixed with two different sands described in thematerials section As the current research aims at investigat-ing the effect o high volume powder on the 1047298ow propertieso SCC the cement content slump 1047298ow and powder contentwere kept constant in all mixes As the cement weight and

values o slump 1047298ow were constant in all mixtures one is ableto investigate the effect o powders and sand gradation on the1047298ow properties o SCC

Te powders were introduced to the mixtureat 983093983088 percento cement mass when the cement mass was kept constant

at 983093983088983088kgm3 in all mixtures Tereore in the mixturescontaining powder (all mixes except PL983089 PL983090 VMA983089 andVMA983090) the total amount o cement and powder reached983095983093983088 kgm3 Te weight o aggregate in PL983089 PL983090 VMA983089 and

VMA983090 mixes was designed as 983089983095983088983088 Kgm3 Since the totalweight o sand and powder should be constant in other mix-

tures the weight o aggregate dropped to 983089983092983093983088 kgm3 In theVMA983089 and VMA983090 mixes viscosity modiying admixture was

introduced at 983093 kgm3One percent superplasticizer was added to all mixtures

in addition to the sufficient water added to obtain the slump1047298ow value o 983094983093983088ndash983095983093983088 mm Te water required or each SCCmix to reach to the desired slump value varied as powdersdisplayed different water absorption Figure 983091(a) shows thewater to power (WP) ratio or the mixtures Te sand contentwas 1047297xed at 983094983088o total aggregate in allmixtures Figure 983091(b)shows the waterdemand oreach mixture needed to reach therequired slump 1047298ow

Te ZE983089 and ZE983090 mixtures made with zeolite requiredgreater amount o water to reach the speci1047297ed slump 1047298ow

value as zeolite shows high water absorption compared toother powders Figure 983091(b) shows a higher water demand(about two times) in SCC containing zeolite compared tothe control mixtures (PL983089 and PL983090) Te values o the waterdemand also reveal that mixes made with the 1047297ner sandrequired more water compared to the coarser sand in order toreach to the desirable slump For example in the mixes incor-porating zeolite the water demand increased by 983090983093 percentto keep the slump value constant when the coarser sand wasreplaced by the 1047297ner one

Concrete mixtures were mixed in a pan shear mixer Afer1047298ow properties o resh concrete were investigated it was castinto the 983091983088983088times 983089983093983088 mm cylindrical molds Te specimens were

removed rom the molds afer one day and they were cured ina controlled temperature (25plusmn2∘C) and humidity (983097983093 plusmn 983093RH) room prior to the compressive and tensile tests

3 Testing Procedure

983091983089 Fresh SCC Conorming to the EFNARC (983090983088983088983093) recom-mendations the ollowing tests were perormed on the reshsel-compacting concrete

Slump Flow Tis test method is extremely suitable orevaluating the 1047298ow gradient and distance o concrete 1047298ow atthe time o placing




983137983138983148983141 983090 Mixture proportion

No Mix Powder or VMA type Powder (kgm983091) Sand type Aggregate

(kgm983091)Super plasticizer

(by powder mass) WC WP

983089 PL983089 mdash mdash 983089 983089983095983088983088 983089 983088983092983095 983088983092983095

983090 PL983090 mdash mdash 983090 983089983095983088983088 983089 983088983091983095 983088983091983095

983091 VMA983089 VMA-B mdash 983090 983089983095983088983088 983089 983088983092983093 983088983092983093983092 VMA983090 VMA-F mdash 983090 983089983095983088983088 983089 983088983092983091 983088983092983091

983093 ME983089 Metakaolin 983090983093983088 983089 983089983092983093983088 983089 983088983094983089 983088983092983089

983094 ME983090 Metakaolin 983090983093983088 983090 983089983092983093983088 983089 983088983094983090 983088983092983089

983095 SF983089 Silica ume 983090983093983088 983089 983089983092983093983088 983089 983088983094983096 983088983092983093

983096 SF983090 Silica ume 983090983093983088 983090 983089983092983093983088 983089 983088983094983093 983088983092983091

983097 ZE983089 Zeolite 983090983093983088 983089 983089983092983093983088 983089 983088983097983094 983088983094983091

983089983088 ZE983090 Zeolite 983090983093983088 983090 983089983092983093983088 983089 983088983095983095 983088983093983089

983089983089 LS983089 Limestone 983089 983090983093983088 983089 983089983092983093983088 983089 983088983093983090 983088983091983093

983089983090 LS983090 Limestone 983089 983090983093983088 983090 983089983092983093983088 983089 983088983092983091 983088983090983097

983089983091 CC983089 Limestone 983090 983090983093983088 983089 983089983092983093983088 983089 983088983092983094 983088983091983089

983089983092 CC983090 Limestone 983090 983090983093983088 983090 983089983092983093983088 983089 983088983091983097 983088983090983094

0

01

02

03

04

05

06

07

P L 1

P L 2

V M A 1

V M A 2

M E 1

M E 2

S F 1

S F 2

Z E 1

Z E 2

L S 1

L S 2

C C 1

C C 2

W P

VMA = 5 kgm3Cement = 500

Cement = 500 powder = 250 kgm3

(a)

0

100

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500

600

L i m e s t o n e 2

L i m e s t o n e 1

Z e o l i t e

S i l i c a f u m e

V M A

Slump 1047298ow = 650ndash750 mm

P L 1

P L 2

V M A 1

V M A 2

M E 1

M E 2

S F 1

S F 2

Z E 1

Z E 2

L S 1

L S 2

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C C 2

W a t e r c o n t e n t ( k g m

3

)

M e t a k a o l i n

(b)

F983145983143983157983154983141 983091 (a) WP and (b) water demand

V-Funnel Te V-unnel test is used to assess the viscosity and

1047297lling ability o sel-compacting concrete Te dimentions o the unnel bottom outlet are 983094983093 times 983095983093 mm while the height o the unnel is 983094983088983088 mm

J-Ring Tis device excellently shows the passing ability o SCC Meanwhile this test is unable to assess the homogeneity o SCC

L-Box Te L-box test is used to assess the passing ability o SCC to 1047298owthrough tight openings including spaces betweenreinorcing bars and other obstructions without segregationor blocking

U-Box Tis test is generally used or assessing the 1047297lling

and passing ability o SCC Neverthelss this test is unable toevaluate the bleeding o SCC unless it is lef untouched orsome time

Orimet Tis test is similar to the V-unnel test Also i J-ringis used in combination with the Orimet device the dynamicsegregation o the sample could be evaluated

Visual Stability Index (VI) A rating o the visual appearanceo the slump 1047298ow patty to evaluate several parameters as anindication o the stability o the SCC mix Te VSI rangesrom 983088 or excellent 983089 acceptable 983090 needs improvement to983091 unacceptable [983092983089]




983137983138983148983141 983091 Results o slump 1047298ow V-unnel and Orimet

Mixture Slump 1047298ow (mm) Slump 1047298ow classi1047297cation V-unnel (sec) V-unnel classi1047297cation Orimet (sec)

PL983089 983094983094983093 SF983090 983092983096 VF983089 983090983095

PL983090 983094983095983093 SF983090 983090983091983093 VF983090 983094

VMA983089 983094983093983088 SF983089 983091983092 VF983089 983088983097

VMA983090 983094983094983093 SF983090 983096 VF983090 983089983091983091ME983089 983094983091983093 SF983089 983090983095 VF983089 983090983093

ME983090 983093983092983088 mdash 983089983097 VF983089 983090

SF983089 983094983093983088 SF983089 983089983091 VF983089 983088983097

SF983090 983094983092983088 SF983089 983089983096 VF983089 983089

ZE983089 983095983089983093 SF983090 983089983090 VF983089 983088983094

ZE983090 983094983093983093 SF983090 983089983091 VF983089 983089983089

LS983089 983095983093983093 SF983091 983092 VF983089 983091

LS983090 983095983093983093 SF983091 983093983092 VF983089 983090983093

CC983089 983095983088983093 SF983090 983090983092 VF983089 983089983093

CC983090 983094983094983088 SF983090 983095983097 VF983089 983095983093

983091983090 Hardened Concrete Te compressive strengths o thespecimens were determined in accordance with ASM C983091983097[983092983090] standard test method at 983095 days and 983091983093 days Te reportedcompressive strength is the average o 983091 values Since silicaume and zeolite powders show pozzolanic characteristics[983092983091 983092983092] the strength can develop up to 983097983088 days Nonethelessthe authors stopped measuring the compressive strength at 983091983093days For measuring the tensile strength the cylindricalspecimens were tested in accordance with the ASM C983092983097983094standard test method at 983090983096 days Te presented tensilestrength results are the average o three values

4 Results and Discussion983092983089 Fresh Properties Te results o slump 1047298ow V-unnel andOrimet tests showing the 1047298owability o SCC are presented inable 983091

As determined the slump 1047298ow o all mixtures rangedrom 983094983093983088 to 983095983093983088 mm Te high value o the Orimet test in PL983090VMA983090 and CC983090 mixes indicates the high potential o seg-regation and blocking Te utilization o the coarser sand inthese mixtures led the segregation though the incorporationo VMA and limestone powder Te results o the V-unneltest were similar to the results o the Orimet test as both arerepresentative o the same concept One may conclude that inthe PL983090 VMA983090 and CC983090 mixes blocking occurred based on

the long discharging time in the V-unnel test However themixes containing VMA showed lower discharging time in theV-unnel test compared to the reerence mixes (PL983089 and Pl983090)A decrease in the discharging time in mixes incorporatingVMA was also reported by Lachemi et al [983092983093]

Te results o the V-unnel test also show that the ME983089ME983090 SF983089 SF983090 ZE983089 and ZE983090 mixes (mixes with metakaolinsilica ume and zeolite powders) did not experience eithersegregation or instability with time Analyzing the results o the V-unnel and Orimet tests or the LS983090 and CC983090 mixessuggests that limestone 983089 made the SCC more 1047298owablecompared to limestone 983090 Tis is in agreement with a study perormed by Poppe and De Schutter [983090983093] showing that the

coarser limestone can lead to a more 1047298owable SCC andit displays a positive in1047298uence on the viscosity One may conclude that SCC containing either limestone 983089 or limestone983090 resulted in the lower discharging time compared to the re-erence SCC Corinaldesi andMoriconi [983092983094] also reported thatlimestonedecreases the discharging time o SCC compared tothe reerence one in the V-unnel test

In able 983092 the results o L-box J-ring and U-box tests arepresented as they de1047297ne the passing ability characteristics o SCC Te result o the J-ring test shows that all mixes exceptZE983090 and PL983090 meet the EFNARC [983091983092] requirements Tenegative valueso the U-box test indicate that level o concretein the second part o the U-box was surprisingly higher

than the height o concrete in the 1047297rst side o the U-boxTis case occurs rarely and it cannot be seen in the normalsel-compacting concrete Te negative values o the SF983089SF983090 and ZE983089 mixes in the U-box test indicate the high speedo 1047298ow and low viscosity o concrete Kwan and Ng [983092983095]used the U-box to demonstrate that silica ume improves the1047297lling ability Tey showed that the difference o concrete levelin two sides o the box was lower in SCC containing silicaume compared to the reerence one Te results o the U-boxtest also demonstrate that the PL983090 VMA983090 ME983090 and ZE983090mixes could not satisy the EFNARC recommendations [983091983092]In these mixesthe presenceo the coarser sand in the mixtureresulted in an incompatible SCC It should be noted that the

U-box test is well known as the most severe test [ 983092983096] Forinstance while the results o J-ring test or the ME983090 mixapprove it as SCC the result o U-box suggests otherwiseFinally the result o the U-box test shows that VMA didnot signi1047297cantly affect the SCC properties In other wordsVMA did not improve the bleeding and segregation o SCCFigure 983092 shows the U-box test setup or the LS983089 mixture Asthe difference o two sides in this case is zero the de1047297nitiono sel-leveling concrete can be assigned to this concrete

Te result o the L-box test shows the negative value orthe SF983089 SF983090 ZE983089 and ZE983090 mixes containing silica ume andzeolite It means thatthe level o concrete atthe end o the boxexceeded the level at the beginning o the box Te negative






983137983138983148983141 983093 V-unnel afer 983093 minutes visual stability index (VSI) and Orimet with J-ring test results

Mixture V-unnel (sec) VSI VSI classi1047297cation Orimet with J-ring (cm)

PL983089 983094983097 983089 Acceptable 983089983097

PL983090 983090983097983089 983091 Unacceptable 983090983092

VMA983089 983089983089983093 983090 Needs improvement 983088983093

VMA983090 983089983092983093 983090 Needs improvement 983090983089ME983089 983091983095 983089 Acceptable 983089983089

ME983090 983090983093 983090 Needs improvement mdash

SF983089 983089983092 983091 Unacceptable 983088

SF983090 983089983097 983091 Unacceptable 983088

ZE983089 983089983090 983090 Needs improvement 983088

ZE983090 983089983094 983091 Unacceptable mdash

LS983089 983093983091 983088 Excellent mdash

LS983090 983094983095 983088 Excellent 983088983093

CC983089 983092983093 983088 Excellent 983088983093

CC983090 983090983088983089 983088 Excellent 983090983089

F983145983143983157983154983141 983093 SCC containing silica ume

VMA did not signi1047297cantly affect the 1047298ow properties o SCCand could not compensate the adverse effect o impropersand gradation Tereore one may expect consequentialsegregation and bleeding in SCC made with VMA and coarsesand

Te results o SCC containing metakaolin reveal thatmetakaolin could not introduce signi1047297cant effects on theresh properties o SCC Te sand gradation shows a strongereffect compared to metakaolin Te results o the U-box testclearly demonstrate that the metakaolin could not enhance

the resh properties o concrete made with coarse sandSilica ume could improve the 1047298ow properties o SCC

Sel-compacting concrete made with silica ume did 1047298ow athigh speed causing the concrete to expel rom horizontal parto L-box without segregation as shown in Figure 983093

It is important to note that although the mix containingsilica ume meets the criteria proposed or resh propertieso SCC its low viscosity makes it unusable in concretestructures Tereore it is recommended to restrict thelimitations offered by EFNARC [983091983092] Consequently in mixescontaining silica ume upper and lower limits or the L-boxandU-box tests should be applied In the L-box test the heightratio at both ends should be higher than 983088983096 and smaller

than 983089983088 Te lower limit in the U-box test can be de1047297ned by limiting the height difference to zero

Te same results observed or concrete containingmetakaolin could be observed when zeolite powder wasadded to the mix Te results o the J-ring test exhibit thatthe viscosity o concrete decreased signi1047297cantly and concretedid quickly spread when metakaolin and zeolite powderswere introduced to the mixes Tus afer the 1047298ow o concretestoppeda ldquopetal-shaperdquo pattern wasormed Tistype o con-crete could not be classi1047297ed as sel-compacting as it is not ableto 1047297ll the entire ree space o the orm due to its weak 1047297llingability Figure 983094 shows the ldquouniorm-shaperdquo and the ldquopetal-shaperdquo patterns created in the J-ring test

Utilization o limestone powder as inert powder couldimprove the workability o SCC without changing the viscos-ity Yahia et al [983092983097] also showed that the addition o limestone1047297ller within a certain range did not affect the viscosityTe only exception o this improvement was observed inthe results o the Orimet test where limestone was utilizedTereore the use o limestone powder as 1047297ller in SCC couldoffer cost bene1047297t

983092983090 Mechanical Properties Te compressive strength resultso hardened concrete are shown in Figure 983095 SCC containingzeolite powder exhibits a lower compressive strength com-pared to the mixtures incorporating other powders Due to

the high absorption capacity o zeolite the water to cementratio o mixture increased or reaching the required 1047298owabil-ity Tis increase in WC decreased the compressive strengthby 983093983088 Te same conclusion was taken by Cioffi et al[983091983094] Tey showed that the 983095-day compressive strength o traditional concrete containing natural zeolite was 983091983088 lowercompared to the reerence one

In the ME983089 ME983090 ZE983089 and ZE983090 mixes the 1047297ner sandresults in the higher compressive strength Te values o 983091983093-day compressive strength indicate that silica ume did notchange the compressive strength o reerence mix that is inagreement with results o a study perormed by Kwan and Ng[983092983095]




(a) (b)

F983145983143983157983154983141 983094 SCC distributed as (a) uniorm and (b) petal-shape in the J-ring test

0

10

20

30

40

50

60

70

C o m p r e s s i v e s t r e n g t h ( M P a )

7 days

35 days

L i m e s t o n e 2

L i m e s t o n e 1

Z e o l i t e

S i l i c a f u m e

V M A

P L 1

P L 2

V M A 1

V M A 2

M E 1

M E 2

S F 1

S F 2

Z E 1

Z E 2

L S 1

L S 2

C C 1

C C 2

M e t a k a o l i n

F983145983143983157983154983141 983095 Compressive strenght at 983095 and 983091983093 days

In the plain concrete and concrete containing VMAwhere segregation and bleeding occurred complete consoli-dation could not be obtained Poor compaction led to porousconcrete as well as to low compressive strength Te resultsalso show that VMA did not improve the 983095-day compressivestrength o SCC Te same conclusion was also drawn by Lachemi et al [983092983093] Tey used 983093 different types o VMA andreported that the compressive strength o the reerenceconcrete at 983095 days was not in1047298uenced by the VMAs Leemann

and Winneeld [983093983088] also revealed that VMA does not changethe 983090983096-day compressive strength o SCC

Comparison o the values o compressive strength orPL983089 and LS983089 at 983095 days suggests that the incorporation o limestone increased the compressive strength by 983089983088983088 Tesame conclusion was observed by Zhu and Gibbs [983090983091] Tey showed that the 983095-day compressive strength o SCC contain-ing limestone was higher by 983094983088ndash983096983088 compared to the corre-sponding reerence concrete Boel et al [983093983089] also showed thatlimestone 1047297ller increases the compressive strength o SCCcompared to the plain SCC with no 1047297ller Ye et al [ 983090983095]con1047297rmed that the limestone in SCC behaves as an accel-erator during early cement hydration However Uysal and

0

05

1

15

2

25

3

35

4

45

T e n s i l e s t r e n g t h ( M P a )

28 days

L i m e s t o n e 2

L i m e s t o n e 1

Z e o l i t e

S i l i c a f u m e

V M A

P L 1

P L 2

V M A 1

V M A 2

M E 1

M E 2

S F 1

S F 2

Z E 1

Z E 2

L S 1

L S 2

C C 1

C C 2

M e t a k a o l i n

F983145983143983157983154983141 983096 ensile strength at 983090983096 days

Yilmaz [983093983090] showed that limestone decreases the compressivestrength o SCC that is in contrast with the results o currentand previous studies Te compressive strength o LS983089 andCC983089 at 983095 and 983090983096 days exhibits the same values indicating thatthe particle size o limestone does not affect the compressivestrength However the values o the compressive strength testor LS983090 and CC983090 demonstrate that a 1047297ner limestone led toa higher compressive strength Poppe and De Schutter [983090983093]showed that the compressive strength o SCC is more in1047298u-

enced by the cement content rather than the gradation curveo limestone

Te results o tensile strength o SCC mixtures are shownin Figure 983096 Generally speaking the tensile strength o SCCcontaining different powders except zeolite was o the close

values Similar to the compressive strength value high waterto cement ratio is considered as the reason o the low tensilestrength o concrete incorporating zeolite

5 Conclusion

Te effect o different powder materials incorporated at high volume and 1047297ne aggregate with different 1047297neness modulus on




the 1047298ow and mechanical properties o SCC was investigatedBased on the results o the current research the ollowingconclusions can be drawn

(983089) I 1047297ne aggregate exhibits a low 1047297neness modulusand proper gradation there is no need to use any powder as 1047297ller to help the 1047298ow properties Te best

value o the 1047297neness modulus or 1047297ne aggregate isrecommended to be 983090983094983093

(983090) VMA cannot signi1047297cantly improve the 1047298ow proper-ties o SCC when it is utilized in a mix containingcoarse sand When coarse sand is incorporated in themixture the addition o VMA shows no effect on thestability including bleeding and segregation

(983091) Metakaolin powder cannot improve the 1047298ow proper-ties o SCC

(983092) Silica ume compensates the poor sand quality How-ever it results in SCC with low viscosity that may attribute to some problems in practice although SCC

made with silica ume can successully pass the tests

(983093) Limestone powder greatly increases the stability andhomogeneity o SCC Tese 1047297llers are relatively o low cost and are widely available

(983094) Due to the high water absorption o zeolite and silicaume the mechanical strength o SCC containingthese powders deteriorates In comparison with thereerence mix compressive and tensile strength o SCC exhibits a decrease o about 983093983088 and 983094983088respectively when zeolite powder is used

Conflict of Interests

Te authors declare that there is no con1047298ict o interestsregarding the publication o this paper

References

[983089] K Ozawa K Maekawa and H Okamura ldquoDevelopment o thehigh perormance concreterdquo Proceeding of JSI vol 983089983089 pp 983094983097983097ndash983095983088983092 983089983097983096983097

[983090] K H Khayat C Hu and H Monty ldquoStability o sel con-solidating concrete advantages and potential applicationsrdquoin Proceedings of the 983089st International RILEM Symposium onSelf-Compacting Concrete (SCC rsquo983097983097) pp 983089983091983092ndash983089983092983090 StockholmSweden 983089983097983097983097

[983091] A Skarendahl and O Petersson ldquoSel compacting concreterdquoState o the Art Report o RILEM echnical Committee 983089983095983092SCC RILEM Publications 983089983097983097983097

[983092] X-W Yu Y-H Gao D Hao S-Z Li and L-Y Wang ldquoTeresearch and application o sel-compacting concreterdquo Key Engineering Materials vol 983091983088983090-983091983088983091 pp 983091983096983092ndash983091983097983088 983090983088983088983094

[983093] G Shahidokht and M Jabaruti ldquoMixture design o sel com-pacting concrete in Resalet unnel projectrdquo in Proceeding of the983089st Workshopof SelfCompacted Concrete (SCCrsquo983088983095) ehran IranFebruary 983090983088983088983095 (Persian)

[983094] K H Khayat ldquoWorkability testing and perormance o sel-consolidating concreterdquo ACI Materials Journal vol 983097983094 no 983091pp 983091983092983094ndash983091983093983091 983089983097983097983097

[983095] I Yadegran M Mahoutian M Shekarchi and N A LibreldquoEffect o polypropylene 1047297bers on shrinkage o sel compactingconcreterdquo in Proceedings of the 983093th International RILEM Sympo-sium on Self Compacting Concrete pp 983095983088983095ndash983095983089983091 Gent BelgiumSeptember 983090983088983088983095

[983096] K M A Hossain and M Lachemi ldquoBond behavior o sel-consolidating concrete with mineral and chemical admixturesrdquo Journal of Materials in Civil Engineering vol 983090983088 no 983097 pp 983094983088983096ndash983094983089983094 983090983088983088983096

[983097] O Boukendakdji S Kenai E H Kadri and F Rouis ldquoEffect o slag on the rheology o resh sel-compacted concreterdquo Con-struction and Building Materials vol 983090983091 no 983095 pp 983090983093983097983091ndash983090983093983097983096983090983088983088983097

[983089983088] B opcu and Uygunoglu ldquoIn1047298uence o mineral additive typeon slump-1047298ow and yield stress o sel consolidating mortarrdquoScienti1047297c Research and Essays vol 983093 pp 983089983092983097983090ndash983089983093983088983088 983090983088983089983088

[983089983089] M Liu ldquoIncorporating ground glass in sel-compacting con-creterdquo Construction and Building Materials vol 983090983093 no 983090 pp983097983089983097ndash983097983090983093 983090983088983089983089

[983089983090] A Sivakumar G Elumalai and V Srinivasan ldquoA conceptual

approach o the mixingproportion technique or producingsel compacting concreterdquo Journal of Civil Engineering and Con-struction echnology vol 983090 pp 983094983093ndash983095983089 983090983088983089983089

[983089983091] V Kannan and K Ganesan ldquoEvaluation o mechanical andpermeability related properties o sel compacting concretecontainingmetakaolinrdquo Scienti1047297c Research and Essaysvol983095pp983092983088983096983089ndash983092983088983097983089 983090983088983089983090

[983089983092] S urkel and A Kandemir ldquoFresh and hardened propertieso scc made with different aggregate and mineral admixturesrdquo Journal of Materialsin Civil Engineering vol983090983090no983089983088pp983089983088983090983093ndash983089983088983091983090 983090983088983089983088

[983089983093] V M Malhotra and P K Mehta High Performance HighVolume Fly Ash Concrete Suppementary Cementing Materials

or Sustainable Development Ottawa Canada 983090983088983088983090[983089983094] D W S Ho A M M Sheinn C C Ng and C am ldquoTe

use o quarry dust or SCC applicationsrdquo Cement and ConcreteResearch vol 983091983090 no 983092 pp 983093983088983093ndash983093983089983089 983090983088983088983090

[983089983095] Y Xie B Liu J Yin and S Zhou ldquoOptimum mix parameters o high-strength sel-compacting concrete with ultrapulverized1047298y ashrdquo Cement and Concrete Research vol 983091983090 no 983091 pp 983092983095983095ndash983092983096983088983090983088983088983090

[983089983096] A Ghezal and K H Khayat ldquoOptimizing sel-consolidatingconcretewith limestone 1047297ller by usingstatistical actorial designmethodsrdquo ACI Materials Journal vol 983097983097 no 983091 pp 983090983094983092ndash983090983095983090983090983088983088983090

[983089983097] E Mnahoncakova M Pavlikova S Grzezczyk P Rovnanikovaand R Cerny ldquoTermal and mechanical properties o sel compacting concrete containing different 1047297llersrdquo Constructionand Building Materials vol 983090983090 pp 983089983093983097983092ndash983089983094983088983088 983090983088983088983096

[983090983088] B Sukumar K Nagamani and R S Raghavan ldquoEvaluation o strength at early ages o sel-compacting concrete with high volume 1047298y ashrdquo Construction and Building Materials vol 983090983090 no983095 pp 983089983091983097983092ndash983089983092983088983089 983090983088983088983096

[983090983089] N Bouzoubaa and M Lachemi ldquoSel-compacting concreteincorporating high volumes o class F 1047298y ash preliminary resultsrdquo Cement and Concrete Research vol 983091983089 no 983091 pp 983092983089983091ndash983092983090983088 983090983088983088983089

[983090983090] J M Khatib ldquoPerormance o sel-compacting concrete con-taining 1047298y ashrdquo Construction and Building Materials vol 983090983090 no983097 pp 983089983097983094983091ndash983089983097983095983089 983090983088983088983096




[983090983091] W Zhu and J C Gibbs ldquoUse o different limestone and chalk powders in sel-compacting concreterdquo Cement and ConcreteResearch vol 983091983093 no 983096 pp 983089983092983093983095ndash983089983092983094983090 983090983088983088983093

[983090983092] C Shi ldquoEffect o different mineral powders on properties o resh and hardened sel consolidating concreterdquo ACI Special Publication vol 983090983091983091 pp 983094983093ndash983095983094 983090983088983088983094

[983090983093] A Poppe and G De Schutter ldquoIn1047298uence o the nature and thegrading curve o thepowder on therheology o sel-compactingconcreterdquo International Concrete Abstracts Portal vol 983090983088983088 pp983091983097983097ndash983092983089983092 983090983088983088983089

[983090983094] A Nazari and S Riahi ldquoMicrostructural thermal physical andmechanical behavior o the sel compacting concrete containingSiO

2 nanoparticlesrdquo Materials Science and Engineering A vol

983093983090983095 no 983090983097-983091983088 pp 983095983094983094983091ndash983095983094983095983090 983090983088983089983088

[983090983095] G Ye X Liu G De Schutter A-M Poppe and L aerweldquoIn1047298uence o limestone powder used as 1047297ller in SCC onhydration and microstructure o cement pastesrdquo Cement and Concrete Composites vol 983090983097 no 983090 pp 983097983092ndash983089983088983090 983090983088983088983095

[983090983096] M Sahmaran H A Christianto and I O Yaman ldquoTe effecto chemical admixtures and mineral additives on the properties

o sel-compacting mortarsrdquo Cement and Concrete Composites vol 983090983096 no 983093 pp 983092983091983090ndash983092983092983088 983090983088983088983094

[983090983097] I urkmen A Oz and A C Aydin ldquoCharacteristics o workability strength and ultrasonic pulse velocity o SCCcontaining zeolite and slagrdquo Scienti1047297c Research and Essays vol983093 no 983089983093 pp 983090983088983093983093ndash983090983088983094983092 983090983088983089983088

[983091983088] H Yazici ldquoTe effect o silica ume and high-volume Class C 1047298y ash on mechanical properties chloride penetration and reeze-thaw resistance o sel-compacting concreterdquo Construction and Building Materials vol 983090983090 no 983092 pp 983092983093983094ndash983092983094983090 983090983088983088983096

[983091983089] E Ashley and L Lemay ldquoConcretersquos contribution to sustainabledevelopmentrdquo Journal of Green Building vol 983091 no 983092 pp 983091983095ndash983092983097983090983088983088983096

[983091983090] H Szilagyi A Mircea and Z Kiss ldquoTe use o waste materialsand by-products in Lightweight Concreterdquo in Proceedings of theInternational Conference on Cement Combinations for DurableConcrete pp 983090983094983089ndash983090983094983096 Dundee UK 983090983088983088983093

[983091983091] V M Malhotra ldquoFly ash slag silica ume and rice-husk ashin concrete A reviewrdquo Concrete International vol 983089983093 no 983092 pp983090983091ndash983090983096 983089983097983097983091

[983091983092] EFNARC Te European Guidelines for Self-Compacting Con-crete Speci1047297cation Production and Use EFNARC 983090983088983088983093

[983091983093] American Standard est Method ASM C983091983091 Standard Spec-i1047297cation for Concrete Aggregates ASM International Con-shohocken Pa USA 983090983088983088983089

[983091983094] A Cioffi F Colangelo D Caputo and B Liguori ldquoIn1047298uenceo high volumes o ultra-1047297ne additions on sel-compactingconcreterdquo ACI Special Publication vol 983090983091983097 pp 983089983089983095ndash983089983091983094 983090983088983088983094

[983091983095] B Ahmadi and M Shekarchi ldquoUse o natural Zeolite as asupplementary cementitious materialrdquo Cement and ConcreteComposites vol 983091983090 no 983090 pp 983089983091983092ndash983089983092983089 983090983088983089983088

[983091983096] K A Gruber RamlochanA Boddy R D Hootonand M DA Tomas ldquoIncreasing concrete durability with high-reactivity metakaolinrdquo Cement and Concrete Compositesvol983090983091no983094pp983092983095983097ndash983092983096983092 983090983088983088983089

[983091983097] A Bonakdar M Bakhshi and M Ghaliba1047297an ldquoPropertieso high perormance concrete containing high reactivity metakaolinrdquo in Proceedings of the 983095th ACI International Sympo-sium on Utilization of High Strength High Performance Concrete vol 983090983090983096 pp 983090983096983095ndash983090983097983094 983090983088983088983093

[983092983088] B Mobasher M Shekarchi A Bonakdar M Bakhshi and AMirdamadi ldquoransport properties in metakaolin blended con-creterdquo Construction and Building Materials vol 983090983092 no 983089983089 pp983090983090983089983095ndash983090983090983090983091 983090983088983089983088

[983092983089] BIBM CEMBUREAU EFCA EFNARC and ERMCO Euro- pean Guidelines for Self-Compacting Concrete Speci1047297cationProduction and Use 983090983088983088983093

[983092983090] American Standard est Method ASM C983091983097 Standard est Method for Compressive Strength of Cylindrical Concrete Spec-imens ASM International Conshohocken Pa USA 983090983088983089983088

[983092983091] V M Malhotra and G Carette ldquoSilica ume concretemdashproperties applications and limitationsrdquo Concrete Interna-tional vol 983093 pp 983092983088ndash983092983094 983089983097983096983091

[983092983092] C S Poon L Lam S C Kou and Z S Lin ldquoA study on thehydration rate o natural zeolite blended cement pastesrdquo Con-struction and BuildingMaterials vol 983089983091no 983096 pp 983092983090983095ndash983092983091983090 983089983097983097983097

[983092983093] M Lachemi K M A Hossain V Lambros P-C Nki-namubanzi and N Bouzoubaa ldquoSel-consolidating concreteincorporating new viscosity modiying admixturesrdquo Cement and Concrete Research vol 983091983092 no 983094 pp 983097983089983095ndash983097983090983094 983090983088983088983092

[983092983094] V Corinaldesi and G Moriconi ldquoCharacterization o sel-compacting concretes prepared with different 1047297bers and min-eral additionsrdquo Cement and Concrete Composites vol 983091983091 no 983093pp 983093983097983094ndash983094983088983089 983090983088983089983089

[983092983095] A K H Kwan and I Y Ng ldquoImproving perormance androbustness o SCC by adding supplementary cementitiousmaterialsrdquo Construction and Building Materials vol 983090983092 no 983089983089pp 983090983090983094983088ndash983090983090983094983094 983090983088983089983088

[983092983096] M Mahoutian I Yadegran N A Libre and M ShekarchldquoComparison between different test methods or evaluation o sel compacting concretersquos stabilityrdquo in Proceeding of the 983093thInternational RILEM Symposium on Self Compacting Concretepp 983089983088983091ndash983089983088983097 Gent Belgium 983090983088983088983095

[983092983097] A Yahia M animura and Y Shimoyama ldquoRheological prop-

erties o highly 1047298owable mortar containing limestone 1047297ller-effect o powder content and WC ratiordquo Cement and ConcreteResearch vol 983091983093 no 983091 pp 983093983091983090ndash983093983091983097 983090983088983088983093

[983093983088] A Leemann and F Winneeld ldquoTe effect o viscosity mod-iying agents on mortar and concreterdquo Cement and ConcreteComposites vol 983090983097 no 983093 pp 983091983092983089ndash983091983092983097 983090983088983088983095

[983093983089] V Boel K Audenaert G De Schutter et al ldquoransportproperties o sel compacting concrete with limestone 1047297ller or1047298y ashrdquo Materials and Structures vol 983092983088 no 983093 pp 983093983088983095ndash983093983089983094983090983088983088983095

[983093983090] M Uysal and K Yilmaz ldquoEffect o mineral admixtures onproperties o sel-compacting concreterdquo Cement and ConcreteComposites vol 983091983091 no 983095 pp 983095983095983089ndash983095983095983094 983090983088983089983089



Submit your manuscripts at

httpwwwhindawicom




Due to the considerable impact o powder speci1047297-cally high volume content on the SCC properties severalresearchers have started evaluating the effect o powders onresh and mechanical properties o sel-compacting concreteMnahoncakova et al [983089983097] introduced 1047298y ash and limestonepowders in SCC and reported that concrete containing 1047298y ash

powder displays good mechanical properties and high den-sity compared to SCCmade with limestone Tey also showedthat 1047298y ash introduces SCC with low permeability and highresistance against reeze and thaw Sukumar et al [983090983088] evalu-ated the compressive strength o SCC made with high volume1047298y ash as an indicator o the mechanical properties at early ages and reported that strength o SCC that contained 1047298y ashat early ages is greater compared to the strength o traditionalconcrete Other investigations have been also perormed toaddress the in1047298uence o 1047298y ash on other SCC rheologicalbehaviors such as setting time [983090983089 983090983090] It has been reportedthat the setting time o SCC incorporating 1047298y ash was 983091 to983092 hours longer compared to those determined on traditionalconcrete (ie normal slump and with no 1047298y ash) Tey alsodemonstrated that the use o 1047298y ash up to 983096983088 o cementweight resulted in lower segregation where an adequatestrength can be also achieved

Te effects o limestone and chalk powders on SCC areinvestigated by Zhu and Gibbs [983090983091] Tey stated that lime-stone powder can accelerate cement hydration and increaseearly strength Tey also showed that utilization o 1047297ner pow-der in the SCC mixture apparently leads to higher strengthgain Shi [983090983092] investigated the effects o our mineral powdersincluding coal 1047298y ash limestone dust blast urnace slag andground glass on the properties o SCC He ound that themorphology and particle size o the mineral powders play an important role in 1047298owability and workability o SCCs Tespherical particles o 1047298y ash can acilitate the 1047298ow o concretemixture He also concluded that SCCs containing crushedlimestone dust are set aster compared to those containing 1047298y ash or glass powder Poppe and De Schutter [983090983093] showed thatthe use o the coarser limestone powder seems to positively affect the 1047298owability o SCC In addition the air content o resh concrete was ound to be considerably smaller whencoarser limestone powder was used Tey 1047297nally indicatedthat the shape o the grading curve o the powder clearly shows no in1047298uence on the compressive strength o SCC

In addition to the resh behavior and mechanical prop-erties o SCC its microstructure has been also subjectedto investigation [983090983094 983090983095] Microstructure o cement pastes

o SCC containing limestone was studied by Ye et al [983090983095]Tey indicated that hydration is in1047298uenced by the presence o the limestone as 1047297ller and it acts as an accelerator during thecementhydration at theearly ages Te effect o other untradi-tional powders including brick powder and kaolinite on theproperties o SCC was also investigated by Sahmaran et al[983090983096] Teir 1047297ndings are not discussed here as they are beyondthe scope o this paper

Te ocus o the research presented in the above para-graphs mostly concentrates on the impact o 1047298y ash andlimestone powders on the SCC properties as these powdersare easily available across the world and thereore they can becheaply provided Tere are limited published researches

addressing the effect o other mineral powders includingsilica ume metakaolin and zeolite on the properties o SCC[983090983097 983091983088] Itshould be noted that in these ew publishedpapersthe properties o SCC containing low-volume powder (lessthan 983093983088) were investigated Meanwhile as discussed earlierhigh paste content is required to obtain SCC with proper

quality A higher paste content can be obtained by adding ahigherpowder contentintoa mixture Furthermore consum-ing the waste andor by-product materials as a part o con-crete ingredient is increasingly considered in the recent yearsto reduce carbon dioxide emission andland1047297ll wastes[983091983089ndash983091983091]Tereore the current study aims at addressing the prop-erties o SCC containing high volume o different powdersincluding silica ume zeolite metakaolin and two differentlimestone powders Tis study investigates the effect o vis-cosity modiying admixture (VMA) on the properties o SCCas well Te effect o high-volume 1047298y ash is not studied in thisresearch as this material is not commonly used in Iran

Another goal o this study was to examine the in1047298uence o

sandrsquos 1047297neness on the 1047298ow andmechanical properties o SCCEach powder or VMA was mixed with two different types o sand (ie low and high modulus o 1047297neness) to consider theeffect o sand gradation and 1047297neness on SCC properties aswell Te current study investigated i incorporation o VMAor powders could improve the resh properties o mixes madewith the courser sand Most acceptedrecommended tests[983091983092] including slump 1047298ow V-unnel o resh concrete and 983093-minute old concrete J-ring Orimet with and without J-ringand L-box and U-box tests designed to evaluate the reshbehavior o SCC were perormed on all 983089983092 resh concretemixtures Visual stability indexes (VSI) were also determinedor all the mixtures Te compressive strength test wasconducted at 983095 and 983091983093 days when the tensile test was carriedout at 983090983096 days

2 Experimental Program

983090983089 Materials As mentioned in the previous section in thisstudy the effect o three pozzolanic powders two inert pow-ders two 1047297ne aggregates and two VMAs on the properties o SCC was investigated Te ollowing paragraphs describe theproperties o these additives cement and sands used in thecurrent study

Portland cement conorming to ASM type I with spe-

ci1047297c gravity andBlaine 1047297neness o 983091983089and 983091983090983088 m2

kgwas usedrespectivelywo limestone-basednatural types o sand were used Te

nominal size and the speci1047297c gravity o the sand weremeasured as 983092983095983093 mm and 983090983094 respectively Te 1047297nenessmodulus o the courser and 1047297ner sands was calculated as 983090983094983093and 983091983091983088 respectively

Coarse aggregate displayed the maximum nominal size

and bulk density o983089983097 mm and 983089983093983088983088 kgm3 Figure 983089 shows thegradation curves o the two sands and the coarse aggregateTe sand satis1047297es the limitation o the standard test methodASM C983091983091 [983091983093] where its gradation curves lay down betweenthe recommended upper and lower curves For gravel the




01 1 10

Sieve size (mm)

0

10

20

30

40

50

60

70

80

90

100

ASTM lower limit

ASTM lower limit


0

10

20

30

40

50

60

70

80

90

100

001 01 1 10

P a s s i n g

( )

P a s s i n g

( )

Sieve size (mm)


ASTM upper limit

(A1) (A2)

(a)


0

10

20

30

40

50

60

70

80

90

100

ASTM lower limit

ASTM upper limit

P a s s i n g ( )

(b)

























Limestone 983089 983090983095983092 983088983090983093 983088983091983092 983093983088983097983096 983089983092983088 mdash 983088983089983090 983088983092983090 983092983091983088983088

Limestone 983090 983089983091983094 983088983089983088 983088983090983088 983093983088983097983094 983090983094983088 mdash 983088983089983089 983088983092983088 983092983092983092983089

250

200

150

100

50

00 10 20 30 40 50 60

Q quartz

M mulite

M

M M

Q

Q

Q

QQ


















3 Testing Procedure










983089 PL983089 mdash mdash 983089 983089983095983088983088 983089 983088983092983095 983088983092983095

983090 PL983090 mdash mdash 983090 983089983095983088983088 983089 983088983091983095 983088983091983095


983093 ME983089 Metakaolin 983090983093983088 983089 983089983092983093983088 983089 983088983094983089 983088983092983089

983094 ME983090 Metakaolin 983090983093983088 983090 983089983092983093983088 983089 983088983094983090 983088983092983089

983095 SF983089 Silica ume 983090983093983088 983089 983089983092983093983088 983089 983088983094983096 983088983092983093

983096 SF983090 Silica ume 983090983093983088 983090 983089983092983093983088 983089 983088983094983093 983088983092983091

983097 ZE983089 Zeolite 983090983093983088 983089 983089983092983093983088 983089 983088983097983094 983088983094983091

983089983088 ZE983090 Zeolite 983090983093983088 983090 983089983092983093983088 983089 983088983095983095 983088983093983089

983089983089 LS983089 Limestone 983089 983090983093983088 983089 983089983092983093983088 983089 983088983093983090 983088983091983093

983089983090 LS983090 Limestone 983089 983090983093983088 983090 983089983092983093983088 983089 983088983092983091 983088983090983097

983089983091 CC983089 Limestone 983090 983090983093983088 983089 983089983092983093983088 983089 983088983092983094 983088983091983089

983089983092 CC983090 Limestone 983090 983090983093983088 983090 983089983092983093983088 983089 983088983091983097 983088983090983094

0

01

02

03

04

05

06

07

P L 1

P L 2

V M A 1

V M A 2

M E 1

M E 2

S F 1

S F 2

Z E 1

Z E 2

L S 1

L S 2

C C 1

C C 2

W P



(a)

0

100

200

300

400

500

600

L i m e s t o n e 2

L i m e s t o n e 1

Z e o l i t e

S i l i c a f u m e

V M A


P L 1

P L 2

V M A 1

V M A 2

M E 1

M E 2

S F 1

S F 2

Z E 1

Z E 2

L S 1

L S 2

C C 1

C C 2


3

)

M e t a k a o l i n

(b)















PL983089 983094983094983093 SF983090 983092983096 VF983089 983090983095

PL983090 983094983095983093 SF983090 983090983091983093 VF983090 983094

VMA983089 983094983093983088 SF983089 983091983092 VF983089 983088983097

VMA983090 983094983094983093 SF983090 983096 VF983090 983089983091983091ME983089 983094983091983093 SF983089 983090983095 VF983089 983090983093

ME983090 983093983092983088 mdash 983089983097 VF983089 983090

SF983089 983094983093983088 SF983089 983089983091 VF983089 983088983097

SF983090 983094983092983088 SF983089 983089983096 VF983089 983089

ZE983089 983095983089983093 SF983090 983089983090 VF983089 983088983094

ZE983090 983094983093983093 SF983090 983089983091 VF983089 983089983089

LS983089 983095983093983093 SF983091 983092 VF983089 983091

LS983090 983095983093983093 SF983091 983093983092 VF983089 983090983093

CC983089 983095983088983093 SF983090 983090983092 VF983089 983089983093

CC983090 983094983094983088 SF983090 983095983097 VF983089 983095983093


















PL983089 983094983097 983089 Acceptable 983089983097

PL983090 983090983097983089 983091 Unacceptable 983090983092




SF983089 983089983092 983091 Unacceptable 983088

SF983090 983089983097 983091 Unacceptable 983088




LS983090 983094983095 983088 Excellent 983088983093

CC983089 983092983093 983088 Excellent 983088983093

CC983090 983090983088983089 983088 Excellent 983090983089
















(a) (b)


0

10

20

30

40

50

60

70


7 days

35 days

L i m e s t o n e 2

L i m e s t o n e 1

Z e o l i t e

S i l i c a f u m e

V M A

P L 1

P L 2

V M A 1

V M A 2

M E 1

M E 2

S F 1

S F 2

Z E 1

Z E 2

L S 1

L S 2

C C 1

C C 2

M e t a k a o l i n





0

05

1

15

2

25

3

35

4

45


28 days

L i m e s t o n e 2

L i m e s t o n e 1

Z e o l i t e

S i l i c a f u m e

V M A

P L 1

P L 2

V M A 1

V M A 2

M E 1

M E 2

S F 1

S F 2

Z E 1

Z E 2

L S 1

L S 2

C C 1

C C 2

M e t a k a o l i n






5 Conclusion
















References

































983093983090983095 no 983090983097-983091983088 pp 983095983094983094983091ndash983095983094983095983090 983090983088983089983088
































httpwwwhindawicom




01 1 10

Sieve size (mm)

0

10

20

30

40

50

60

70

80

90

100

ASTM lower limit

ASTM lower limit


0

10

20

30

40

50

60

70

80

90

100

001 01 1 10

P a s s i n g

( )

P a s s i n g

( )

Sieve size (mm)


ASTM upper limit

(A1) (A2)

(a)


0

10

20

30

40

50

60

70

80

90

100

ASTM lower limit

ASTM upper limit

P a s s i n g ( )

(b)

























Limestone 983089 983090983095983092 983088983090983093 983088983091983092 983093983088983097983096 983089983092983088 mdash 983088983089983090 983088983092983090 983092983091983088983088

Limestone 983090 983089983091983094 983088983089983088 983088983090983088 983093983088983097983094 983090983094983088 mdash 983088983089983089 983088983092983088 983092983092983092983089

250

200

150

100

50

00 10 20 30 40 50 60

Q quartz

M mulite

M

M M

Q

Q

Q

QQ


















3 Testing Procedure










983089 PL983089 mdash mdash 983089 983089983095983088983088 983089 983088983092983095 983088983092983095

983090 PL983090 mdash mdash 983090 983089983095983088983088 983089 983088983091983095 983088983091983095


983093 ME983089 Metakaolin 983090983093983088 983089 983089983092983093983088 983089 983088983094983089 983088983092983089

983094 ME983090 Metakaolin 983090983093983088 983090 983089983092983093983088 983089 983088983094983090 983088983092983089

983095 SF983089 Silica ume 983090983093983088 983089 983089983092983093983088 983089 983088983094983096 983088983092983093

983096 SF983090 Silica ume 983090983093983088 983090 983089983092983093983088 983089 983088983094983093 983088983092983091

983097 ZE983089 Zeolite 983090983093983088 983089 983089983092983093983088 983089 983088983097983094 983088983094983091

983089983088 ZE983090 Zeolite 983090983093983088 983090 983089983092983093983088 983089 983088983095983095 983088983093983089

983089983089 LS983089 Limestone 983089 983090983093983088 983089 983089983092983093983088 983089 983088983093983090 983088983091983093

983089983090 LS983090 Limestone 983089 983090983093983088 983090 983089983092983093983088 983089 983088983092983091 983088983090983097

983089983091 CC983089 Limestone 983090 983090983093983088 983089 983089983092983093983088 983089 983088983092983094 983088983091983089

983089983092 CC983090 Limestone 983090 983090983093983088 983090 983089983092983093983088 983089 983088983091983097 983088983090983094

0

01

02

03

04

05

06

07

P L 1

P L 2

V M A 1

V M A 2

M E 1

M E 2

S F 1

S F 2

Z E 1

Z E 2

L S 1

L S 2

C C 1

C C 2

W P



(a)

0

100

200

300

400

500

600

L i m e s t o n e 2

L i m e s t o n e 1

Z e o l i t e

S i l i c a f u m e

V M A


P L 1

P L 2

V M A 1

V M A 2

M E 1

M E 2

S F 1

S F 2

Z E 1

Z E 2

L S 1

L S 2

C C 1

C C 2


3

)

M e t a k a o l i n

(b)















PL983089 983094983094983093 SF983090 983092983096 VF983089 983090983095

PL983090 983094983095983093 SF983090 983090983091983093 VF983090 983094

VMA983089 983094983093983088 SF983089 983091983092 VF983089 983088983097

VMA983090 983094983094983093 SF983090 983096 VF983090 983089983091983091ME983089 983094983091983093 SF983089 983090983095 VF983089 983090983093

ME983090 983093983092983088 mdash 983089983097 VF983089 983090

SF983089 983094983093983088 SF983089 983089983091 VF983089 983088983097

SF983090 983094983092983088 SF983089 983089983096 VF983089 983089

ZE983089 983095983089983093 SF983090 983089983090 VF983089 983088983094

ZE983090 983094983093983093 SF983090 983089983091 VF983089 983089983089

LS983089 983095983093983093 SF983091 983092 VF983089 983091

LS983090 983095983093983093 SF983091 983093983092 VF983089 983090983093

CC983089 983095983088983093 SF983090 983090983092 VF983089 983089983093

CC983090 983094983094983088 SF983090 983095983097 VF983089 983095983093


















PL983089 983094983097 983089 Acceptable 983089983097

PL983090 983090983097983089 983091 Unacceptable 983090983092




SF983089 983089983092 983091 Unacceptable 983088

SF983090 983089983097 983091 Unacceptable 983088




LS983090 983094983095 983088 Excellent 983088983093

CC983089 983092983093 983088 Excellent 983088983093

CC983090 983090983088983089 983088 Excellent 983090983089
















(a) (b)


0

10

20

30

40

50

60

70


7 days

35 days

L i m e s t o n e 2

L i m e s t o n e 1

Z e o l i t e

S i l i c a f u m e

V M A

P L 1

P L 2

V M A 1

V M A 2

M E 1

M E 2

S F 1

S F 2

Z E 1

Z E 2

L S 1

L S 2

C C 1

C C 2

M e t a k a o l i n





0

05

1

15

2

25

3

35

4

45


28 days

L i m e s t o n e 2

L i m e s t o n e 1

Z e o l i t e

S i l i c a f u m e

V M A

P L 1

P L 2

V M A 1

V M A 2

M E 1

M E 2

S F 1

S F 2

Z E 1

Z E 2

L S 1

L S 2

C C 1

C C 2

M e t a k a o l i n






5 Conclusion
















References

































983093983090983095 no 983090983097-983091983088 pp 983095983094983094983091ndash983095983094983095983090 983090983088983089983088
































httpwwwhindawicom










Limestone 983089 983090983095983092 983088983090983093 983088983091983092 983093983088983097983096 983089983092983088 mdash 983088983089983090 983088983092983090 983092983091983088983088

Limestone 983090 983089983091983094 983088983089983088 983088983090983088 983093983088983097983094 983090983094983088 mdash 983088983089983089 983088983092983088 983092983092983092983089

250

200

150

100

50

00 10 20 30 40 50 60

Q quartz

M mulite

M

M M

Q

Q

Q

QQ


















3 Testing Procedure










983089 PL983089 mdash mdash 983089 983089983095983088983088 983089 983088983092983095 983088983092983095

983090 PL983090 mdash mdash 983090 983089983095983088983088 983089 983088983091983095 983088983091983095


983093 ME983089 Metakaolin 983090983093983088 983089 983089983092983093983088 983089 983088983094983089 983088983092983089

983094 ME983090 Metakaolin 983090983093983088 983090 983089983092983093983088 983089 983088983094983090 983088983092983089

983095 SF983089 Silica ume 983090983093983088 983089 983089983092983093983088 983089 983088983094983096 983088983092983093

983096 SF983090 Silica ume 983090983093983088 983090 983089983092983093983088 983089 983088983094983093 983088983092983091

983097 ZE983089 Zeolite 983090983093983088 983089 983089983092983093983088 983089 983088983097983094 983088983094983091

983089983088 ZE983090 Zeolite 983090983093983088 983090 983089983092983093983088 983089 983088983095983095 983088983093983089

983089983089 LS983089 Limestone 983089 983090983093983088 983089 983089983092983093983088 983089 983088983093983090 983088983091983093

983089983090 LS983090 Limestone 983089 983090983093983088 983090 983089983092983093983088 983089 983088983092983091 983088983090983097

983089983091 CC983089 Limestone 983090 983090983093983088 983089 983089983092983093983088 983089 983088983092983094 983088983091983089

983089983092 CC983090 Limestone 983090 983090983093983088 983090 983089983092983093983088 983089 983088983091983097 983088983090983094

0

01

02

03

04

05

06

07

P L 1

P L 2

V M A 1

V M A 2

M E 1

M E 2

S F 1

S F 2

Z E 1

Z E 2

L S 1

L S 2

C C 1

C C 2

W P



(a)

0

100

200

300

400

500

600

L i m e s t o n e 2

L i m e s t o n e 1

Z e o l i t e

S i l i c a f u m e

V M A


P L 1

P L 2

V M A 1

V M A 2

M E 1

M E 2

S F 1

S F 2

Z E 1

Z E 2

L S 1

L S 2

C C 1

C C 2


3

)

M e t a k a o l i n

(b)















PL983089 983094983094983093 SF983090 983092983096 VF983089 983090983095

PL983090 983094983095983093 SF983090 983090983091983093 VF983090 983094

VMA983089 983094983093983088 SF983089 983091983092 VF983089 983088983097

VMA983090 983094983094983093 SF983090 983096 VF983090 983089983091983091ME983089 983094983091983093 SF983089 983090983095 VF983089 983090983093

ME983090 983093983092983088 mdash 983089983097 VF983089 983090

SF983089 983094983093983088 SF983089 983089983091 VF983089 983088983097

SF983090 983094983092983088 SF983089 983089983096 VF983089 983089

ZE983089 983095983089983093 SF983090 983089983090 VF983089 983088983094

ZE983090 983094983093983093 SF983090 983089983091 VF983089 983089983089

LS983089 983095983093983093 SF983091 983092 VF983089 983091

LS983090 983095983093983093 SF983091 983093983092 VF983089 983090983093

CC983089 983095983088983093 SF983090 983090983092 VF983089 983089983093

CC983090 983094983094983088 SF983090 983095983097 VF983089 983095983093


















PL983089 983094983097 983089 Acceptable 983089983097

PL983090 983090983097983089 983091 Unacceptable 983090983092




SF983089 983089983092 983091 Unacceptable 983088

SF983090 983089983097 983091 Unacceptable 983088




LS983090 983094983095 983088 Excellent 983088983093

CC983089 983092983093 983088 Excellent 983088983093

CC983090 983090983088983089 983088 Excellent 983090983089
















(a) (b)


0

10

20

30

40

50

60

70


7 days

35 days

L i m e s t o n e 2

L i m e s t o n e 1

Z e o l i t e

S i l i c a f u m e

V M A

P L 1

P L 2

V M A 1

V M A 2

M E 1

M E 2

S F 1

S F 2

Z E 1

Z E 2

L S 1

L S 2

C C 1

C C 2

M e t a k a o l i n





0

05

1

15

2

25

3

35

4

45


28 days

L i m e s t o n e 2

L i m e s t o n e 1

Z e o l i t e

S i l i c a f u m e

V M A

P L 1

P L 2

V M A 1

V M A 2

M E 1

M E 2

S F 1

S F 2

Z E 1

Z E 2

L S 1

L S 2

C C 1

C C 2

M e t a k a o l i n






5 Conclusion
















References

































983093983090983095 no 983090983097-983091983088 pp 983095983094983094983091ndash983095983094983095983090 983090983088983089983088
































httpwwwhindawicom








983089 PL983089 mdash mdash 983089 983089983095983088983088 983089 983088983092983095 983088983092983095

983090 PL983090 mdash mdash 983090 983089983095983088983088 983089 983088983091983095 983088983091983095


983093 ME983089 Metakaolin 983090983093983088 983089 983089983092983093983088 983089 983088983094983089 983088983092983089

983094 ME983090 Metakaolin 983090983093983088 983090 983089983092983093983088 983089 983088983094983090 983088983092983089

983095 SF983089 Silica ume 983090983093983088 983089 983089983092983093983088 983089 983088983094983096 983088983092983093

983096 SF983090 Silica ume 983090983093983088 983090 983089983092983093983088 983089 983088983094983093 983088983092983091

983097 ZE983089 Zeolite 983090983093983088 983089 983089983092983093983088 983089 983088983097983094 983088983094983091

983089983088 ZE983090 Zeolite 983090983093983088 983090 983089983092983093983088 983089 983088983095983095 983088983093983089

983089983089 LS983089 Limestone 983089 983090983093983088 983089 983089983092983093983088 983089 983088983093983090 983088983091983093

983089983090 LS983090 Limestone 983089 983090983093983088 983090 983089983092983093983088 983089 983088983092983091 983088983090983097

983089983091 CC983089 Limestone 983090 983090983093983088 983089 983089983092983093983088 983089 983088983092983094 983088983091983089

983089983092 CC983090 Limestone 983090 983090983093983088 983090 983089983092983093983088 983089 983088983091983097 983088983090983094

0

01

02

03

04

05

06

07

P L 1

P L 2

V M A 1

V M A 2

M E 1

M E 2

S F 1

S F 2

Z E 1

Z E 2

L S 1

L S 2

C C 1

C C 2

W P



(a)

0

100

200

300

400

500

600

L i m e s t o n e 2

L i m e s t o n e 1

Z e o l i t e

S i l i c a f u m e

V M A


P L 1

P L 2

V M A 1

V M A 2

M E 1

M E 2

S F 1

S F 2

Z E 1

Z E 2

L S 1

L S 2

C C 1

C C 2


3

)

M e t a k a o l i n

(b)















PL983089 983094983094983093 SF983090 983092983096 VF983089 983090983095

PL983090 983094983095983093 SF983090 983090983091983093 VF983090 983094

VMA983089 983094983093983088 SF983089 983091983092 VF983089 983088983097

VMA983090 983094983094983093 SF983090 983096 VF983090 983089983091983091ME983089 983094983091983093 SF983089 983090983095 VF983089 983090983093

ME983090 983093983092983088 mdash 983089983097 VF983089 983090

SF983089 983094983093983088 SF983089 983089983091 VF983089 983088983097

SF983090 983094983092983088 SF983089 983089983096 VF983089 983089

ZE983089 983095983089983093 SF983090 983089983090 VF983089 983088983094

ZE983090 983094983093983093 SF983090 983089983091 VF983089 983089983089

LS983089 983095983093983093 SF983091 983092 VF983089 983091

LS983090 983095983093983093 SF983091 983093983092 VF983089 983090983093

CC983089 983095983088983093 SF983090 983090983092 VF983089 983089983093

CC983090 983094983094983088 SF983090 983095983097 VF983089 983095983093


















PL983089 983094983097 983089 Acceptable 983089983097

PL983090 983090983097983089 983091 Unacceptable 983090983092




SF983089 983089983092 983091 Unacceptable 983088

SF983090 983089983097 983091 Unacceptable 983088




LS983090 983094983095 983088 Excellent 983088983093

CC983089 983092983093 983088 Excellent 983088983093

CC983090 983090983088983089 983088 Excellent 983090983089
















(a) (b)


0

10

20

30

40

50

60

70


7 days

35 days

L i m e s t o n e 2

L i m e s t o n e 1

Z e o l i t e

S i l i c a f u m e

V M A

P L 1

P L 2

V M A 1

V M A 2

M E 1

M E 2

S F 1

S F 2

Z E 1

Z E 2

L S 1

L S 2

C C 1

C C 2

M e t a k a o l i n





0

05

1

15

2

25

3

35

4

45


28 days

L i m e s t o n e 2

L i m e s t o n e 1

Z e o l i t e

S i l i c a f u m e

V M A

P L 1

P L 2

V M A 1

V M A 2

M E 1

M E 2

S F 1

S F 2

Z E 1

Z E 2

L S 1

L S 2

C C 1

C C 2

M e t a k a o l i n






5 Conclusion
















References

































983093983090983095 no 983090983097-983091983088 pp 983095983094983094983091ndash983095983094983095983090 983090983088983089983088
































httpwwwhindawicom






PL983089 983094983094983093 SF983090 983092983096 VF983089 983090983095

PL983090 983094983095983093 SF983090 983090983091983093 VF983090 983094

VMA983089 983094983093983088 SF983089 983091983092 VF983089 983088983097

VMA983090 983094983094983093 SF983090 983096 VF983090 983089983091983091ME983089 983094983091983093 SF983089 983090983095 VF983089 983090983093

ME983090 983093983092983088 mdash 983089983097 VF983089 983090

SF983089 983094983093983088 SF983089 983089983091 VF983089 983088983097

SF983090 983094983092983088 SF983089 983089983096 VF983089 983089

ZE983089 983095983089983093 SF983090 983089983090 VF983089 983088983094

ZE983090 983094983093983093 SF983090 983089983091 VF983089 983089983089

LS983089 983095983093983093 SF983091 983092 VF983089 983091

LS983090 983095983093983093 SF983091 983093983092 VF983089 983090983093

CC983089 983095983088983093 SF983090 983090983092 VF983089 983089983093

CC983090 983094983094983088 SF983090 983095983097 VF983089 983095983093


















PL983089 983094983097 983089 Acceptable 983089983097

PL983090 983090983097983089 983091 Unacceptable 983090983092




SF983089 983089983092 983091 Unacceptable 983088

SF983090 983089983097 983091 Unacceptable 983088




LS983090 983094983095 983088 Excellent 983088983093

CC983089 983092983093 983088 Excellent 983088983093

CC983090 983090983088983089 983088 Excellent 983090983089
















(a) (b)


0

10

20

30

40

50

60

70


7 days

35 days

L i m e s t o n e 2

L i m e s t o n e 1

Z e o l i t e

S i l i c a f u m e

V M A

P L 1

P L 2

V M A 1

V M A 2

M E 1

M E 2

S F 1

S F 2

Z E 1

Z E 2

L S 1

L S 2

C C 1

C C 2

M e t a k a o l i n





0

05

1

15

2

25

3

35

4

45


28 days

L i m e s t o n e 2

L i m e s t o n e 1

Z e o l i t e

S i l i c a f u m e

V M A

P L 1

P L 2

V M A 1

V M A 2

M E 1

M E 2

S F 1

S F 2

Z E 1

Z E 2

L S 1

L S 2

C C 1

C C 2

M e t a k a o l i n






5 Conclusion
















References

































983093983090983095 no 983090983097-983091983088 pp 983095983094983094983091ndash983095983094983095983090 983090983088983089983088
































httpwwwhindawicom








PL983089 983094983097 983089 Acceptable 983089983097

PL983090 983090983097983089 983091 Unacceptable 983090983092




SF983089 983089983092 983091 Unacceptable 983088

SF983090 983089983097 983091 Unacceptable 983088




LS983090 983094983095 983088 Excellent 983088983093

CC983089 983092983093 983088 Excellent 983088983093

CC983090 983090983088983089 983088 Excellent 983090983089
















(a) (b)


0

10

20

30

40

50

60

70


7 days

35 days

L i m e s t o n e 2

L i m e s t o n e 1

Z e o l i t e

S i l i c a f u m e

V M A

P L 1

P L 2

V M A 1

V M A 2

M E 1

M E 2

S F 1

S F 2

Z E 1

Z E 2

L S 1

L S 2

C C 1

C C 2

M e t a k a o l i n





0

05

1

15

2

25

3

35

4

45


28 days

L i m e s t o n e 2

L i m e s t o n e 1

Z e o l i t e

S i l i c a f u m e

V M A

P L 1

P L 2

V M A 1

V M A 2

M E 1

M E 2

S F 1

S F 2

Z E 1

Z E 2

L S 1

L S 2

C C 1

C C 2

M e t a k a o l i n






5 Conclusion
















References

































983093983090983095 no 983090983097-983091983088 pp 983095983094983094983091ndash983095983094983095983090 983090983088983089983088
































httpwwwhindawicom




(a) (b)


0

10

20

30

40

50

60

70


7 days

35 days

L i m e s t o n e 2

L i m e s t o n e 1

Z e o l i t e

S i l i c a f u m e

V M A

P L 1

P L 2

V M A 1

V M A 2

M E 1

M E 2

S F 1

S F 2

Z E 1

Z E 2

L S 1

L S 2

C C 1

C C 2

M e t a k a o l i n





0

05

1

15

2

25

3

35

4

45


28 days

L i m e s t o n e 2

L i m e s t o n e 1

Z e o l i t e

S i l i c a f u m e

V M A

P L 1

P L 2

V M A 1

V M A 2

M E 1

M E 2

S F 1

S F 2

Z E 1

Z E 2

L S 1

L S 2

C C 1

C C 2

M e t a k a o l i n






5 Conclusion
















References

































983093983090983095 no 983090983097-983091983088 pp 983095983094983094983091ndash983095983094983095983090 983090983088983089983088
































httpwwwhindawicom















References

































983093983090983095 no 983090983097-983091983088 pp 983095983094983094983091ndash983095983094983095983090 983090983088983089983088
































httpwwwhindawicom









983093983090983095 no 983090983097-983091983088 pp 983095983094983094983091ndash983095983094983095983090 983090983088983089983088
































httpwwwhindawicom




httpwwwhindawicom

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