Research Article Strength Development of High-Strength Ductile Concrete …downloads.hindawi.com/journals/tswj/2014/387259.pdf · 2019-07-31 · the improvement in exural toughness

Research ArticleStrength Development of High-Strength Ductile ConcreteIncorporating Metakaolin and PVA Fibers

Muhammad Fadhil Nuruddin Sadaqat Ullah Khan Nasir Shafiq and Tehmina Ayub

Civil Engineering Department Universiti Teknologi PETRONAS Block 13 Level III 31750 Tronoh Perak Malaysia

Correspondence should be addressed to Sadaqat Ullah Khan sadaquat78hotmailcom

Received 30 August 2013 Accepted 22 December 2013 Published 23 February 2014

Academic Editors B Kumar and E Yasar

Copyright copy 2014 Muhammad Fadhil Nuruddin et al This 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

Themechanical properties of high-strength ductile concrete (HSDC) have been investigated usingMetakaolin (MK) as the cementreplacing material and PVA fibers Total twenty-seven (27) mixes of concrete have been examined with varying content of MKand PVA fibers It has been found that the coarser type PVA fibers provide strengths competitive to control or higher than controlConcrete with coarser type PVAfibers has also refinedmicrostructure but themicrostructure has been undergonewith the increasein aspect ratio of fibersThemicrostructure of concrete with MK has also more refined and packing of material is much better withMK PVA fibers not only give higher stiffness but also showed the deflection hardening response Toughness Index of HSDC reflectsthe improvement in flexural toughness over the plain concrete and the maximum toughness indices have been observed with 10MK and 2 volume fraction of PVA fibers

1 Introduction

Since the industrial revolution large economic and industrialgrowth caused a massive increase in cement and steel usagewhich are main building constructionmaterialsThe require-ment of cement and steel has been amplified about 84 and64 during the last decade [1 2] especially the race of tallestbuilding construction augmented the consumption of cementand steel greatly Also the cement and steel producing indus-tries contribute about 5 and 7 of global CO

2emissions [3

4] and today concrete industry is the largest consumer of nat-ural resources such as water sand gravel and crushed rock[5] Indeed the volume of depletion of natural resources andproduction of CO

2is very large Each year about 14 and

20 of global industrial energy are consumed by cement andsteel manufacturing industries [6] therefore for sustainableand environmentally viable development large production ofcement and steel is undesirable and gradual reduction in theuse of cement and steel is needed Till date several researchersinvestigated the supplementary materials for cement andsteel but cement and steel cannot be completely replacedwith any other supplementary material Cement can only bepartially supplemented bymineral admixtures such as fly ash

silica fume ground granulated blast furnace slag rice huskash and Metakaolin (MK) and use of steel can be partiallyreduced by introducing ductility in concrete

Metakaolin (MK) during the last two decades getsrecognition as mineral admixture The general chemical andphysical properties ofMKwith othermineral admixtures andordinary Portland cement (OPC) are shown in Table 1 MKpossesses substantial content of silica and alumina in com-parison with cement and other mineral admixtures showingthe capability to produce both strengthening gel that is cal-cium silicate hydrate (CSH) and calcium aluminates hydrate(CAH) by reacting with the primary hydrate of cement Themaximum compressive strength achieved by using MK inconcrete is 134MPa [7] The early strength gained is higherwith the addition of MK in comparison with fly ash andsilica fume [8] Also increase in the tensile and bendingstrength of concrete andmortar with 10 to 15MK is 32 and38 respectively and it is better than silica fume [9 10] In2002 effect of metakaolin and silica fume on compressivestrength chloride diffusivity and shrinkage has been studied[11] and it has been found thatmetakaolin and silica fume arecomparable and give higher early strength reduce chloridediffusivity and reduce drying shrinkage In 2005 these results

Hindawi Publishing Corporatione Scientific World JournalVolume 2014 Article ID 387259 11 pageshttpdxdoiorg1011552014387259

2 The Scientific World Journal

Table 1 Chemical and physical properties of OPC and mineral admixtures () [29]

OPC FA GGBS SF MK RHASpecific gravity 305 22ndash28 279 26ndash38 25 211SiO2 2044 35ndash60 344 914 5387 8832Al2O3 284 10ndash30 90 009 3857 046Fe2O3 464 4ndash20 258 004 14 067CaO 6773 1ndash35 448 093 004 067MgO 143 198 443 078 096 044SO3 220 035 226 001 mdash mdashNa2O 002 048 062 039 004 012K2O 026 04 05 241 268 291MnO 016 mdash mdash 005 001 mdashTiO2 017 mdash mdash 00 095 mdashParticle size 120583m 10ndash40 le45 mdash 01 05ndash20 115ndash313Specific surface (m2g) 175 5ndash9 04ndash0599 16455 12174 304ndash274FA fly ash GGBS ground granulated blast furnace slag SF silica fume RHA rice husk ash MK metakaolin

have been reconfirmed and it has also been reported that bothmetakaolin and silica fume give lowporosity and smaller poresize and results improved microstructure of concrete [12]

Low tensile strength of concrete is due to the propagationof single internal crack If the crack restrained locally byextending into another matrix adjacent to it the initiationof crack is retarded and higher tensile strength of concrete isachieved [13]This restrained can be achieved by adding smalllength fibers to concrete In addition to increasing the tensilestrength addition of fibers enhances fatigue resistance [14]energy absorption toughness ductility and durability [15]Properties of few reinforcing fibers that have been used incementitious composites are shown in Table 2 Based onmodulus of elasticity fibers are further classified into twobasic categories namely hard intrusion and soft intrusionThose fibers having a high modulus of elasticity than cementmortar are called hard intrusion and those with lower mod-ulus of elasticity than cement mortar are called soft intrusion[16] Steel carbon and glass are the hard intrusion fibersand polypropylene and vegetable fibers are the soft intrusionfibers fibers having a low modulus of elasticity are unlikelyto improve strength but improve the resistance againstimpact and shock due to elongation ability However fibershaving a higher modulus of elasticity make concrete strongand stiff [16]

Polyvinyl alcohol (PVA) an organic fiber was explored50 years ago by Japanese and has been used in cementapplications since the 1980s due to suitable characteristicsas reinforcing materials for cementitious composites PVAfibers have tensile strength and youngrsquos modulus higher thanother organic fibers Because of higher modulus of elasticityPVA fibers perform better for cracking control Finer typePVA fiber has been used for fiber cement roofing replacingasbestos Coarse PVA has been used in tunnel lining indus-trial floor and roadbed overlays [17] The most importantcharacteristics of PVA fiber is the strong bond with cementmatrix higher modulus of elasticity and bond strength ofPVA These add more flexibility and tensile strength inconcrete [18] PVA fibers like steel and glass fibers are most

promising in terms of tensile strength youngrsquos modulus andfiber elongation as shown in Table 2

Using mineral admixtures along with superplasticizerwith low water content very dense high-strength concrete(HSC) has been obtained [19] but due to brittle nature itrequires steel reinforcement in most of engineering applica-tions [20] Ultrahigh performance fiber reinforced concrete(UHPFRC) addresses the issue of the brittleness of HSC byutilizing steel fiber in high-strength concrete to induce duc-tility in concrete UHPFRC is a high-strength durable andductile concrete but there are few concerns such as high cost[21] fire resistance [22] and high thermal conductivity [23]In UHPFRC to avoid improper packing of material due tofibers fibers are used withwithout the coarse aggregatesAbsence of coarse aggregate requires increase in fine aggre-gate Also higher content of cement is required due to thehigher content of fine aggregates Further the modulus ofelasticity of UHPFRC is decreased due to absence of coarseaggregates

The use of steel fibers in fiber reinforced concrete (FRC)and in UHPFRC has been widely studied however limitedresearch has been carried out on the effect of other rein-forcing fibers in concrete Moreover High-performance fiberreinforced concrete has been studied with silica fume andmetakaolin with the steel fiber and it has been found thatmetakaolin has better performance with steel fibers [24]Cementitious materials such as fly ash silica fume or groundgranulated blast furnace slag with steel polypropylene orPVA fibers have been studied widely [25ndash27] but MK withPVA fibers has not been studied for developing of high-strength ductile concrete (HSDC)

The basic focus of the current study is to useMK and PVAfibers together in order to lessen the use of cement and steelwithout compromising the performance The performancecriteria are the mechanical properties of concrete with MKand PVA fibers Cube compressive strength splitting tensilestrength and flexural strength of concrete have beenobserved to check the effect of MK and PVA fibers Also themicrostructure of HSDC has been examined through field

The Scientific World Journal 3

Table 2 Properties of reinforcing fibers for cementitious composites [16 17 33]

Fiber type Tensile strength (MPa) Youngrsquos modulus (GPa) Fiber elongation () Specific gravity RemarksPVA fiber 880sim1600 25sim40 6sim10 13 mdashPolypropylene 500sim700 6sim7 20 091 mdashNylon fiber 750sim900 34sim49 13sim25 110 mdashSteel fiber 1200 200 3sim4 785 Heavy rustsGlass fiber 2200 80 0sim4 278 Weak in alkaliAsbestos 620 160 06 255 Health riskyKevlar 3600 65 41 145 Costly specialized useBasalt fiber 992 76 256 26 mdash

emission scanning electron microscope and results of micro-structure and compressive strength has been compared

2 Experimental Program

Twenty-seven (27) mixes of concrete have been preparedthree (03) out of twenty-seven (27) are control mixes withoutPVA fibers Nomenclature and detail of mix proportion ofconcrete have been mentioned in Table 3 Three specimensfor all concrete mixes have been prepared to determine theaverage of each mechanical property that is compressivestrength splitting tensile strength and flexural strength Theeffect of volume fraction of PVA fibers the aspect ratioof PVA fibers and cement replacement with MK on thecompressive strength splitting tensile strength and flexuralstrength of concrete at 7 days 28 days 56 days and 90 dayshas been investigated

21 Materials Ordinary Portland cement (OPC) has beenused Sand passing through 3125mm (18

10158401015840

) opening sieveand retained on sieve no 200 has been used as fine aggregatesin all concrete mix 20mm (34

10158401015840

) opening sieve passing and10mm (38

10158401015840

) opening sieve passing have been used as coarseaggregates Polyvinyl alcohol (PVA) fibers have been selecteddue to their reinforcing properties Length-diameter ratio isone of the parameters of the current study which has beenvaried from 45 to 120 and fiber volume fraction has beenvaried from 1 to 2 by volume of concrete PVA fiber ofaspect ratio 45 is coarser (Diameter 0667mm) while PVAfibers of aspect ratio higher than 45 are finer (Diameter02mm) Locally available kaolin has been calcined to formMK and it has been used as mineral admixture The physicaland chemical properties of MK have been mentioned inTable 1 MK has been used 5 to 10 by weight of cement inconcretemixes as cement replacingmaterial Superplasticizerof Type F or G of ASTMC 494 with a dosage 025 to 125 byweight of binder with a variation of 025 has been addedin concrete mixes to achieve the slump of 50 plusmn 10mm in allconcrete mix and water binder ratio has been taken as 04 inall concrete mixes

22 Details of Experiments Mechanical properties (compres-sive strength splitting tensile strength and flexural strength)of HSDC have been tested based on BS standards Prior to

testing all concrete mixes have been tested for slump test toset a slumpof 50plusmn10mm Size of all specimens has been set upas per BS standard to determinemechanical properties Spec-imens have been cast using steel moulds to avoid any attackof cement Slump test has been performed according to BS1881 to set up the optimum content of superplasticizer for theworkability of concrete Apparatus operation and standardshave been adapted to comply with BS 1881 Part 102 standards

221 Compressive Strength All concrete mixes have beenprepared to determine themechanical properties of concreteSpecimens for determining compressive strength of concretehave been cast according to BS 1881 Part 108 Specimenof 100 times 100 times 100mm cube has been used for testing ofcompressive strength

222 Splitting Tensile Strength Specimens for determiningthe splitting tensile strength of concrete have been cast as perBS 1881 Part 110 Cylinder of 150mm diameter and 150mmheight has been used for testing of splitting tensile strength

223 Flexural Strength Specimens for determining the flex-ural strength of concrete have been cast as per BS 1881 Part109 Beam of 100times 100times 500mm has been used for testing offlexural strength

3 Results and Discussion

From Figure 1 to Figure 3 cube compressive strength ofconcrete has been plotted Compressive strength has beenplotted against aspect ratio while volume fraction and age ofspecimen have been shown in the series Control mixes havebeen plotted by putting aspect ratio zero The most obvioustrend in these plots is the increase in compressive strengthwith the age and with increase in volume fraction of fibersfrom 1 to 2 The highest cube compressive strength hasbeen observed with 2 volume fraction of fibers havingaspect ratio 45 and 5ndash10MK (A2-5 A2-10) as shown inFigures 2 and 3

In Figure 1 compressive strength of concrete withoutMKhas been shown Compressive strength of concrete with thefibers having aspect ratio 45 is higher as shown in Figure 1however it is comparable with control With the increasein aspect ratio from 60 to 90 the compressive strength hasbeen marginally increased however increase of aspect ratio


Table 3 Nomenclature and detail of mix proportion of HSDC

MIX MK OPCFine

aggregates Superplasticizer Coarse aggregates PVA fiberlt10mm 10ndash20mm weight 119881

119891Aspect ratio

kgm3 kgm3 kgm3 kgm3 kgm3 kgm3 lengthdia00-0 0 450 670 025 600 500 0 0 mdashA1-0 0 450 670 1 600 500 13 1 45A2-0 0 450 670 125 600 500 26 2B1-0 0 450 670 1 600 500 13 1 60B2-0 0 450 670 125 600 500 26 2C1-0 0 450 670 1 600 500 13 1 90C2-0 0 450 670 125 600 500 26 2D1-0 0 450 670 1 600 500 13 1 120D2-0 0 450 670 125 600 500 26 200-5 225 4275 670 05 600 500 0 0 mdashA1-5 225 4275 670 1 600 500 13 1 45A2-5 225 4275 670 125 600 500 26 2B1-5 225 4275 670 1 600 500 13 1 60B2-5 225 4275 670 125 600 500 26 2C1-5 225 4275 670 1 600 500 13 1 90C2-5 225 4275 670 125 600 500 26 2D1-5 225 4275 670 1 600 500 13 1 120D2-5 225 4275 670 125 600 500 26 200-10 45 405 670 075 600 500 0 0 mdashA1-10 45 405 670 1 600 500 13 1 45A2-10 45 405 670 125 600 500 26 2B1-10 45 405 670 1 600 500 13 1 60B2-10 45 405 670 125 600 500 26 2C1-10 45 405 670 1 600 500 13 1 90C2-10 45 405 670 125 600 500 26 2D1-10 45 405 670 1 600 500 13 1 120D2-10 45 405 670 125 600 500 26 2

Aspect ratio (ld)

Cube

com

pres

sive s

treng

th (M

Pa)

Cube

com

pres

sive s

treng

th (k

si)

0 010 14520 2930 43540 5850 72560 8770 101580 11690 1305

100 145

0 45 45 60 60 90 90 120 120

00-0 A1-0 A2-0 B1-0 B2-0 C1-0 C2-0 D1-0 D2-0

Plain concrete withwithout fibers age 7 daysPlain concrete withwithout fibers age 28 daysPlain concrete withwithout fibers age 56 daysPlain concrete withwithout fibers age 90 days

Figure 1 Cube compressive strength of HSDC without metakaolin

Cube

com

pres

sive s

treng

th (M

Pa)

5 MK concrete withwithout fibers age 7 days5 MK concrete withwithout fibers age 28 days5 MK concrete withwithout fibers age 56 days5 MK concrete withwithout fibers age 90 days

0102030405060708090

100110

Aspect ratio (ld)0 45 45 60 60 90 90 120 120

Cube

com

pres

sive s

treng

th (k

si)

0145294355872587101511613051451595

00-5 A1-5 A2-5 B1-5 B2-5 C1-5 C2-5 D1-5 D2-5

Figure 2 Cube compressive strength of HSDCwith 5metakaolin



Aspect ratio (ld)

Cube

com

pres

sive s

treng

th (M

Pa)

Cube

com

pres

sive s

treng

th (k

si)

0 010 14520 2930 43540 5850 72560 8770 101580 11690 1305

100 145110 1595

0 45 45 60 60 90 90 120 120

00-10 A1-10 A2-10 B1-10 B2-10 C1-10 C2-10 D1-10 D2-10

Figure 3 Cube compressive strength of HSDC with 10 metak-aolin

from 90 to 120 has not been found favorable and compressivestrength has been slightly decreased Although with thefibers of high aspect ratio the compressive strength has beenincreased it is still slightly lesser than control (00-0) Thismay be explained by considering the fiber and concretematrix interface As the addition of fibers in the presence ofcoarse aggregates tends to create voids in the concrete andresults improper packing of material in the concrete Theimproper packing of material due to addition of fiberscauses decrease in compressive strength Though the volumefraction of fibers of different aspect ratio is same the numbersof fibers are different due to variation in length and diameterFor example the numbers of fibers of aspect ratio 45 dueto longest length and higher diameter are lesser than theother fibers in the mix having the same volume fractionof fibers Additionally PVA fibers of aspect ratio 45 havebeen found to create less resistance in mixing and give betterworkability [28] while fiber of aspect ratio 120 has been foundto create maximum resistance during mixing and gives leastworkability [28] Based on this tendency it may comprehendthat PVA fibers of aspect ratio up to 90 are better in termsof compressive strengthThe coarser type PVA fibers providegood workability and results in least problems of workabilityin the concrete in the presence of coarse aggregates and pro-vides compressive strength comparable to concrete withoutfibers

In HSDC the target is to reduce the cement content andinduce ductility without compromising the performance Toprovide better packingwithout increasing the cement contentandwith the coarse aggregate mineral admixturemetakaolinhas been utilized to increase the paste in the concrete Asshown in Figures 2 and 3 the compressive strength of con-crete with 5 and 10MK has been increased about 5 and165 at age of 28 days as compared to control (00-0)respectively The high surface area and fineness of MK areresponsible for this behaviorMK together with PVAfibers of

aspect ratios 45 60 and 90 up to 2fiber volume fraction hasbeen found to be comparable with control (00-0) Only PVAfibers of aspect ratio 45 substantially increased the compres-sive strength in comparison with 5MK concrete (00-5) asshown in Figure 2 Concrete with fiber having aspect ratio 120(D1-5 D2-5) showed lesser strength as compared to concretewith PVA fibers of smaller aspect ratio The reason for thistrend is the fact that concrete mix has the relatively lesserworkability with increase in fiber volume and aspect ratioBy keeping the waterbinder ratio constant concrete witha larger aspect ratio gives lesser workability [28] and tendsto reduce the packing of material and hence gives lesserstrength MK through vibration or pumping demonstratedbetter workability similar to silica fume [29] Therefore thesituation improves little bit with 10MK in concretemix (D1-10 D2-10) because of the increase of binder in the mix asshown in Figure 3 By comparing the results in Figures 2 and3 from aspect ratio 60 to 90 with 5 and 10MK compres-sive strength of HSDC is consistent and compressive strengthofHSDCwithPVAfibers of aspect ratio 120 has been reduced

The behavior of MK and PVA fibers may also be under-stood by images of microstructure of concrete through fieldemission scanning electronmicroscope (FESEM) as shown inFigure 4 The images of plain concrete withwithout MK andwithwithout PVAfibers of different aspect ratiowith 2fibervolume fraction have been shown in Figure 4The small blackspots in the images are due to microvoids in the concrete Bycomparing first column of the images which is without PVAfibers it is clear thatwithMKmicrostructure has been refinedand packing of material is much better withMKwhich is alsoreported by Poon et al [12]There are none to negligible blackspots in concretewith 10MKAfter this the second columnin which images of concrete with PVA fibers of aspect 45 havebeen presented hasmore refinedmicrostructure From left toright the images have been arranged in the order of increas-ing aspect ratio and it is quite clear that microstructure hassuffered with the increase in aspect ratio There are quitenumbered black spots (voids) in concrete having PVA fibersof aspect ratio 120 Hence the results of the microstructureof HSDC depicted in Figure 4 are coherent with the cubecompressive strength

From Figures 5 6 and 7 splitting tensile strength hasbeen plotted against fiber aspect ratio and the fiber volumefraction has been indicated as a series Similar to compressivestrength splitting tensile strength increases with the age andwith increase in volume fraction of fibers from 1 to 2 Incomparison with control (00-0) splitting tensile strength ofconcrete is increasing with the increase in the aspect ratio upto 90 with fiber volume fraction 1 to 2 as shown in Figure 5however the maximum splitting strength has been observedwith aspect ratio 45 with 2 fiber volume fraction It mayinfer that increase in aspect ratio and volume fraction of fibersgives higher splitting tensile strength

Inclusion of 5 and 10MK (00-5 and 00-10) caused 165and 24 increase in splitting tensile strength at age of 28days as compared to control (00-0) as shown in Figure 5 toFigure 7 This indicates that MK is providing dense matrix toconcrete that increases the lateral confinement as well andresults in higher splitting tensile strength 5MK together


00-0

00-5

00-10

A2-0

A2-5

A2-10

B2-0

B2-5

B2-10

C2-0

C2-5

C2-10

D2-0

D2-5

D2-10

Figure 4 Microstructure of HSDC through field emission scanning electron microscope (FESEM)

Split

ting

tens

ile st

reng

th (M

Pa)

Split

ting

tens

ile st

reng

th (k

si)

0 000

151

05 007

2

014

25

022

3

029

35

036

4

043

45

051

5

058

55

065

6

072080087


Aspect ratio (ld)0 45 45 60 60 90 90 120 120

00-0 A1-0 A2-0 B1-0 B2-0 C1-0 C2-0 D1-0 D2-0

Figure 5 Splitting tensile strength of HSDC without metakaolin

with PVA fibers has higher splitting tensile strength withPVA fiber having aspect ratio 45 60 and 90 with 2 volumefraction Even though the fiber showed slightly lesser or com-parable strength as compared to 5MKwithout fibers (00-5)the splitting tensile strengths are quite higher than control(00-0) Also from aspect ratio 60 to 90 there is a trend ofincrease in splitting tensile strength with 5MK which issimilar to compressive strength 10MK gives peak splittingtensile strength with PVA fibers having aspect ratio 45 and2 volume fraction as shown in Figure 7 In general all mixeswith fiber showed higher strength with 10MK as comparedto control (00-0) Also splitting tensile strength is more con-sistent and higher in early age with 10MK and PVA fibers


Split

ting

tens

ile st

reng

th (M

Pa)

Split

ting

tens

ile st

reng

th (k

si)

0 000

105 007

15 022029

014

203625043305135058406545

550725080

6 087

Aspect ratio (ld)0 45 45 60 60 90 90 120 120

00-5 A1-5 A2-5 B1-5 B2-5 C1-5 C2-5 D1-5 D2-5

Figure 6 Splitting tensile strength of HSDC with 5 metakaolin

as compared to 5MK and PVA fibers With the increase involume fraction and aspect ratio of fibers 10MK concretedemonstrated an increase in splitting tensile strength Fromthese results it may be suggested that 10MK has betterresponse with the PVA fibers and has a more consistent andhigher early strength

From Figures 8 9 and 10 flexural strength has been plot-ted against fiber aspect ratio and the fiber volume fraction hasbeen indicated as a series Similar to compressive strength andsplitting tensile strength flexural strength increases with theage and with increase in volume fraction of fibers from 1 to2 In comparison with control (00-0) flexural strength ofconcrete with fibers has been increased about 3 with fibervolume fraction 2 having aspect ratio 45 (A2-0) With PVA



Split

ting

tens

ile st

reng

th (M

Pa)

Split

ting

tens

ile st

reng

th (k

si)

0 000

105 007

15014

2022029036250433051

45

55

354 058

5065

665

072080087094

7 101

Aspect ratio (ld)0 45 45 60 60 90 90 120 120

00-10 A1-10 A2-10 B1-10 B2-10 C1-10 C2-10 D1-10 D2-10


Flex

ural

stre

ngth

(MPa

)

Flex

ural

stre

ngth

(ksi)

0 000

1 014

2 029

3 043

4 058

5 072

6 087

7 101

8 116

9 130


Aspect ratio (ld)0 45 45 60 60 90 90 120 120

00-0 A1-0 A2-0 B1-0 B2-0 C1-0 C2-0 D1-0 D2-0

Figure 8 Flexural strength of HSDC without metakaolin

fibers of other aspect ratio either the flexural strength hasbeen found to be competitive to control or lesser than controlas shown in Figure 8 Also increase in aspect ratio from 60 to120 and volume fraction of fibers gives a marginal increase inflexural strength as shown in Figure 8

With 5 and 10MK (00-5 and 00-10) the seven-dayflexural strength has been increased about 33 and 22 inrelation to concrete without MK as shown in Figure 8 toFigure 10 This is very important for construction scheduleview point as formwork and temporary supports would berequired for lesser days in HSDC On the later age thoughflexural strength is increasing the difference as compared tocontrol (00-0) is marginal With 5MK increase in aspectratio 60 to 120 and volume fraction 1 to 2 of fibersdecrease the flexural strength while fiber of aspect ratio


Flex

ural

stre

ngth

(MPa

)

Flex

ural

stre

ngth

(ksi)

0 000

1 014

2 029

3 043

4 058

5 072

6 087

7 101

8 116

9 130

Aspect ratio (ld)0 45 45 60 60 90 90 120 120

00-5 A1-5 A2-5 B1-5 B2-5 C1-5 C2-5 D1-5 D2-5

Figure 9 Flexural strength of HSDC with 5 metakaolin


Flex

ural

stre

ngth

(MPa

)

Flex

ural

stre

ngth

(ksi)

0 0001 0142 0293 0434 0585 0726 0877 1018 1169 130

10 145

Aspect ratio (ld)0 45 45 60 60 90 90 120 120

00-10 A1-10 A2-10 B1-10 B2-10 C1-10 C2-10 D1-10 D2-10


45 has different attribute (length and diameter) and doesnot fit in this scheme 10MK together with fibers havingaspect ratios 45 60 and 90 with 2 volume fraction havehigher flexural strength among all concrete mix studied asshown in Figure 8 to Figure 10 About 75 and 43 increasein flexural strength have been observed with fibers havingaspect ratio 45 2 volume fraction and 10MK (A2-10) ascompared to control 00-0 and 00-10 respectively In generalwith 10MK increase in aspect ratio from 60 to 90 andvolume fraction of 1 to 2 of fibers increases the flexuralstrength

The performance of PVA fibers has also been illustratedthrough load-deflection diagram under bending as shown inFigures 11 12 and 13 PVA fibers not only give higher stiffnessbut also demonstrate the postpeak-load trend that is absent


Deflection (mm)

Deflection (in)

Load

(kN

)

Load

(kip

)

00

000

250

010

50

020

750

031

004

125

005

15

006

175

007

20

082

250

092

50

102

750

113

012

325

013

35

014

375

015

40

164

250

174

50

184

750

195

020

0 0001 0222 0453 0674 0905 1126 1357 1578 1809 202

10 22511 24712 27013 29214 315

00-0 28 days

A2-0 28 daysB1-0 28 daysB2-0 28 days

A1-0 28 days C2-0 28 daysD1-0 28 daysD2-0 28 days

C1-0 28 days

Figure 11 Load deflection under bending without metakaolin

Deflection (mm)

Deflection (in)

Load

(kN

)

Load

(kip

)

00

000

250

010

50

020

750

031

004

125

005

15

006

175

007

20

082

250

092

50

102

750

113

012

325

013

35

014

375

015

40

164

250

174

50

184

750

195

020

0 0001 0222 0453 0674 0905 1126 1357 1578 1809 202

10 22511 24712 27013 29214 315

C2-5 28 daysD1-5 28 daysD2-5 28 days

C1-5 28 days00-5 28 days


A1-5 28 days

Figure 12 Load deflection under bending with 5 metakaolin

in case of control (00-0) and concrete with only MK (00-5 00-10) Most of postpeak-load deflection of concrete withonly PVA fibers prolongs to 4mm as shown in Figure 11but the load carrying capacity is lesser than control asshown in Figure 11 5MK together with PVA fibers furtherenhances the response under bending and most postpeak-load deflection reaches 5mm and the load carrying capacityhas been increased andnow it is comparable to control (00-0)Moreover with PVA fiber having aspect ratio 45 and 2

Deflection (mm)

Deflection (in)

Load

(kN

)

Load

(kip

)

00

000

250

010

50

020

750

031

004

125

005

15

006

175

007

20

082

250

092

50

102

750

113

012

325

013

35

014

375

015

40

164

250

174

50

184

750

195

020

0 0001 0222 0453 0674 0905 1126 1357 1578 1809 202

10 22511 24712 27013 29214 315

00-10 28 days



C1-10 28 days


volume fraction (A2-5) there is a remarkable deflectionhardening zone showing that fibers are pulling and stretchingand sustaining the load up to reasonable deflection 10MKtogether with PVA fibers continues to improve the responseunder bending and gives the maximum load carrying capac-ity Stiffness has been improved further on these concretemixes and most postpeak-load deflections reached to 6mmDeflection hardening is further pronounced in almost all themix with 10MK As reported in the literature that it ismandatory for a member to undergo large deflection beforefailure and it is theminimumrequirement of flexuralmemberand hence HSDCwith the deflection hardening response sat-isfied the minimum requirement for structural applications[30] Also it has been reported that deflection hardeningresponse is achieved with moderate fiber volume content(up to 2) and it is used in beams with conventional rein-forcement such as in seismic resisting structures [31] There-fore HSDC with 2 volume fraction and 10MK is sustain-able concrete having deflection hardening response Thoughdeflection hardening response is evident in HSDC strainhardening or softening behavior is required to test in directtension

The postpeak-load behavior may further be describedby comparing the flexural toughness of concrete The areaunder a load-deflection curve is the flexural toughness for thebeam tested in third-point bending Toughness indices havebeen calculated as per ASTM C-1018 and ACI 544 as shownin Table 4 Toughness Index I for fiber-reinforced concretereflects the improvement in flexural toughness over the plainconcrete In the concrete mix without MK the toughnessindices are maximum with fiber of aspect ratio 90 with 1 and2volume fraction (C1-0 C2-0)With 5MK the toughnessindices are maximum with the fiber of aspect ratio 45with 1 and 2 volume fraction (A1-5 A2-5) and their index


Table 4 Toughness indices at various volume fraction and aspect ratio of fibers

Mix Aspect ratio Fiber length Fiber diameter Toughness indices as per ASTM C-1018 Toughness index as per ACI 544ld mm mm 119868

511986810

11986830

119868

00-0 mdash mdash mdash 10 10 10 10A1-0 45 30 0667 109 17 231 27B1-0 60 12 02 21 335 438 435C1-0 90 18 02 20 481 815 791D1-0 120 24 02 245 455 669 555A2-0 45 30 0667 388 56 638 738B2-0 60 12 02 298 457 604 557C2-0 90 18 02 345 564 993 1093D2-0 120 24 02 295 504 734 64100-5 mdash mdash mdash 10 10 10 10A1-5 45 30 0667 35 739 1477 1109B1-5 60 12 02 277 388 589 553C1-5 90 18 02 34 498 664 61D1-5 120 24 02 344 513 685 613A2-5 45 30 0667 337 645 1336 745B2-5 60 12 02 289 427 548 442C2-5 90 18 02 149 21 297 263D2-5 120 24 02 330 635 115 95600-10 mdash mdash mdash 10 10 10 10A1-10 45 30 0667 248 568 106 667B1-10 60 12 02 317 407 503 462C1-10 90 18 02 177 38 596 58D1-10 120 24 02 348 408 641 617A2-10 45 30 0667 236 473 943 68B2-10 60 12 02 551 906 1257 802C2-10 90 18 02 582 911 1581 1011D2-10 120 24 02 361 523 803 623

values are higher than concrete without MK Similarly with10MK the toughness indices are maximum with the fiberof aspect ratio 90 with 2 volume fraction (C2-10) Amongall the mixes the maximum toughness indices have beenobserved with 10MK and 2 volume fraction as shown inTable 4 The maximum value of toughness index I

30is 1581

in HSDC which is slightly lesser than the toughness indexreported with steel fiber reinforced high strength concrete[32]

4 Conclusions and Recommendations

(1) All the mixes of HSDC considered in this studyhave common trend that is all strengths have beenincreased with the age and with increase in volumefraction of fibers from 1 to 2

(2) The highest cube compressive strength has beenobserved with 2 volume fraction of fibers havingaspect ratio 45 and 5ndash10MK (A2-5 A2-10)

(3) PVA fibers of aspect ratio up to 90 are better in termsof compressive strength The coarser type PVA fibers

provide goodworkability and results in least problemsofworkability in the concrete in the presence of coarseaggregates and hence provides compressive strengthcomparable to concrete without fibers

(4) The compressive strength of concrete with 5 and10MKhas been increased about 5 and 165 at ageof 28 days as compared to control (00-0) respectively

(5) The microstructure of concrete with MK has beenrefined and packing of material is much better withMKwhich is also reported by Poon et al [12]There isnone to negligible voids in concrete with 10MK

(6) Concrete with PVA fibers of aspect 45 has alsorefined microstructure however the microstructurehas suffered with the increase in aspect ratio of fibers

(7) In comparison with control (00-0) splitting tensilestrength of concrete is increasing with the increase inthe aspect ratio up to 90with fiber volume fraction 1 to2 Based on this trend it may infer that increase inaspect ratio and volume fraction of fibers gives highersplitting tensile strength


(8) Inclusion of 5 and 10MK (00-5 and 00-10) caused165 and 24 increase in splitting tensile strength atage of 28 days as compared to control (00-0)

(9) 5MK together with PVA fibers has higher splittingtensile strength with PVA fiber having aspect ratio 4560 and 90 with 2 volume fraction Even though thefiber showed slightly lesser or comparable strength ascompared to 5MK without fibers (00-5) the split-ting tensile strengths are quite higher than control(00-0)

(10) 10MKgives peak splitting tensile strengthwith PVAfibers having aspect ratio 45 and 2volumeAllmixeswith fiber showed higher strength with 10MK ascompared to control (00-0) Also splitting tensilestrength is more consistent and higher in early agewith 10MK and PVA fibers as compared to 5MKand PVA fibers With the increase in volume fractionand aspect ratio of fibers 10MK concrete demon-strated an increase in splitting tensile strength

(11) In comparison with control (00-0) flexural strengthof concrete with PVA fibers alone has been increasedabout 3 with fiber volume fraction of 2 havingaspect ratio 45 (A2-0) With PVA fibers of otheraspect ratio the flexural strength has been found to beeither competitive to control or lesser than control

(12) With 5 and 10MK (00-5 and 00-10) the seven-dayflexural strength has been increased about 33 and22 in relation to concrete without MK This is veryimportant for construction schedule view point asformwork and temporary supports would be requiredfor lesser days in HSDC

(13) 10MK togetherwith fibers having aspect ratio 45 60and 90 with 2 volume fraction have higher flexuralstrength among all concretemixAbout 75and43increase in flexural strength have been observed withfibers having aspect ratio 45 2 volume fraction and10MK (A2-10) as compared to control 00-0 and 00-10 respectively

(14) PVA fibers not only give higher stiffness but alsoshowed the postpeak-load trend that is absent in caseof control (00-0) and concrete with only MK (00-500-10)

(15) Most of postpeak-load deflections of concrete withonly PVA fibers prolong to 4mm but the load carry-ing capacity is lesser than control however 5MKtogether with PVA fibers not only increased thepostpeak-load deflection but also increased the loadcarrying capacity

(16) 10MK together with PVA fibers continues toimprove the response under bending and gives themaximum load carrying capacity Stiffness has beenimproved further on these concrete mixes and mostpostpeak-load deflection reached to 6mmDeflectionhardening is further pronounced in almost all themixwith 10MK

(17) HSDC with 2 volume fraction and 10MK issustainable concrete having deflection hardeningresponse Toughness Index I for fiber-reinforced con-crete reflects the improvement in flexural toughnessover the plain concrete

(18) Among all the mix the maximum toughness indiceshave been observed with 10MK and 2 volumefraction The maximum value of toughness index I

30

is 1581 in HSDC which is slightly lesser than thetoughness index reported with steel fiber reinforcedhigh strength concrete [32]

Conflict of Interests

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

References

[1] ldquoHistorical statistics for mineral and material commodities inthe United Statesrdquo US Geological Survey Data 140 httpworldsteelorg

[2] World Steel Association ldquoSteel statistical yearbook 2009rdquo TechRep 2010

[3] R J Andres GMarland T Boden and S BischofCarbonDiox-ide Emissions from Fossil Fuel Consumption and Cement MAn-ufacture 1751ndash1991 and an Estimate of their Isotopic Composi-tion and Latitudinal Distribution Cambridge University PressNew York NY USA 2000

[4] Y Kim and E Worrell ldquoInternational comparison of CO2

emission trends in the iron and steel industryrdquo Energy Policyvol 30 no 10 pp 827ndash838 2002

[5] P K Mehta ldquoConcrete technology for sustainable develop-mentrdquoMiddle East vol 65 79 pages 1999

[6] httpwwwabbcomproductapdb0003db0040528f52c6eeb06032a3c12578630043f84faspx

[7] C-S Poon L Lam S C Kou Y-L Wong and R Wong ldquoRateof pozzolanic reaction of metakaolin in high-performancecement pastesrdquoCement and Concrete Research vol 31 no 9 pp1301ndash1306 2001

[8] T Ayub S U Khan and F A Memon ldquoMechanical character-istics of hardened concrete with different mineral admixturesa reviewrdquo The Scientific World Journal vol 2014 Article ID875082 15 pages 2014

[9] X Qian and Z Li ldquoThe relationships between stress and strainfor high-performance concrete with metakaolinrdquo Cement andConcrete Research vol 31 no 11 pp 1607ndash1611 2001

[10] S Wild and J M Khatib ldquoPortlandite consumption inmetakaolin cement pastes and mortarsrdquo Cement and ConcreteResearch vol 27 no 1 pp 137ndash146 1997

[11] J-T Ding and Z Li ldquoEffects of metakaolin and silica fume onproperties of concreterdquoACIMaterials Journal vol 99 no 4 pp393ndash398 2002

[12] C S Poon S C Kou and L Lam ldquoCompressive strengthchloride diffusivity and pore structure of high performancemetakaolin and silica fume concreterdquoConstruction andBuildingMaterials vol 20 no 10 pp 858ndash865 2006

[13] J P Romualdi and G B Batson ldquoBehavior of reinforcedconcrete beams with closely spaced reinforcementrdquo Journal of


the American Concrete Institute Proceedings vol 60 no 6 pp775ndash789 1963

[14] J P Ramualdi M Ramey and S C Sanday Prevention andControl of Cracking by Use of Short Random Fibers vol 20American Concrete Institute Special Publication 1968

[15] S P Shah and B V Rangan ldquoFiber reinforced concrete proper-tiesrdquo American Concrete Institute Journal Proceedings vol 68no 2 pp 126ndash135 1971

[16] V S Parameswaran ldquoFibre-reinforced concrete a versatile con-structionmaterialrdquo Building and Environment vol 26 no 3 pp301ndash305 1991

[17] T Horikoshi A Ogawa T Saito H Hoshiro G Fischer and VLi ldquoProperties of polyvinyl alcohol fiber as reinforcingmaterialsfor cementitious compositesrdquo in Proceedings of the Interna-tional RILEM Workshop on High Performance Fiber Rein-forced Cementitious Composites in Structural Applications pp145ndash153 2006

[18] S M Kazem and K Mohammad ldquoImproving the mechanicalproperties of concrete elements by bendable concretesrdquo in Pro-ceedings of the 3rd ACF International Conference-ACFVCA pp571ndash577 2008

[19] P K Mehta ldquoAdvancements in concrete technologyrdquo ConcreteInternational vol 21 pp 69ndash76 1999

[20] H Marzouk and Z W Chen ldquoFracture energy and tensionproperties of high-strength concreterdquo Journal of Materials inCivil Engineering vol 7 no 2 pp 108ndash116 1995

[21] S L Yang S G Millard M N Soutsos S J Barnett and T TLe ldquoInfluence of aggregate and curing regimeon themechanicalproperties of ultra-high performance fibre reinforced concrete(UHPFRC)rdquoConstruction and BuildingMaterials vol 23 no 6pp 2291ndash2298 2009

[22] M Empelmann M Teutsch and G Steven ldquoImprovement ofthe post fracture behaviour ofUHPCby fibresrdquo inProceedings ofthe Second International Symposium on Ultra High PerformanceConcrete (UHPC rsquo08) p 177 Kassel Germany March 2008

[23] V Corinaldesi and GMoriconi ldquoMechanical and thermal eval-uation of ultra high performance fiber reinforced concretes forengineering applicationsrdquo Construction and Building Materialsvol 26 no 1 pp 289ndash294 2012

[24] A Dubey and N Banthia ldquoInfluence of high-reactivitymetakaolin and silica fume on the flexural toughness of high-performance steel fiber-reinforced concreterdquo ACI MaterialsJournal vol 95 no 3 pp 284ndash292 1998

[25] V C Li and M Li ldquoDurability performance of ductile concretestructuresrdquo in Proceedings of the 8th International Conferenceon Creep Shrinkage and Durability Mechanics of Concrete andConcrete Structures pp 761ndash767 October 2008

[26] F Koksal F Altun I Yigit and Y Sahin ldquoCombined effect ofsilica fume and steel fiber on the mechanical properties of highstrength concretesrdquo Construction and Building Materials vol22 no 8 pp 1874ndash1880 2008

[27] A M Alhozaimy P Soroushian and F Mirza ldquoMechanicalproperties of polypropylene fiber reinforced concrete and theeffects of pozzolanic materialsrdquo Cement and Concrete Compos-ites vol 18 no 2 pp 85ndash92 1996

[28] S U Khan M F Nuruddin N Shafiq and T Ayub ldquoEffect ofmetakaolin and PVA fibres on the workability and mechanicalproperties of concreterdquo Advanced Materials Research In press

[29] S U Khan M F Nuruddin T Ayub and N Shafiq ldquoEffectof different mineral admixtures on the properties of fresh con-creterdquoThe Scientific World Journal vol 2014 Article ID 98656711 pages 2014

[30] J K Wight and J G Macgregor Reinforced Concrete Mechanicsand Design Pearson Education Upper Saddle River NJ USA2009

[31] A E Naaman and H W Reinhardt ldquoHigh performancefiber reinforced cement composites HPFRCC-4 internationalRILEM workshop Ann Arbor Michigan June 2003rdquoMaterialsand Structures vol 36 no 264 pp 710ndash712 2003

[32] P S Song and S Hwang ldquoMechanical properties of high-strength steel fiber-reinforced concreterdquo Construction andBuilding Materials vol 18 no 9 pp 669ndash673 2004

[33] J Sim C Park and D Y Moon ldquoCharacteristics of basalt fiberas a strengthening material for concrete structuresrdquo CompositesPart B vol 36 no 6-7 pp 504ndash512 2005

International Journal of

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RoboticsJournal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014


Active and Passive Electronic Components

Control Scienceand Engineering

Journal of



RotatingMachinery


Hindawi Publishing Corporation httpwwwhindawicom

Journal ofEngineeringVolume 2014

Submit your manuscripts athttpwwwhindawicom

VLSI Design



Shock and Vibration


Civil EngineeringAdvances in

Acoustics and VibrationAdvances in



Electrical and Computer Engineering

Journal of

Advances inOptoElectronics


Volume 2014

The Scientific World JournalHindawi Publishing Corporation httpwwwhindawicom Volume 2014

SensorsJournal of


Modelling amp Simulation in EngineeringHindawi Publishing Corporation httpwwwhindawicom Volume 2014


Chemical EngineeringInternational Journal of Antennas and

Propagation




Navigation and Observation



DistributedSensor Networks



Table 1 Chemical and physical properties of OPC and mineral admixtures () [29]

OPC FA GGBS SF MK RHASpecific gravity 305 22ndash28 279 26ndash38 25 211SiO2 2044 35ndash60 344 914 5387 8832Al2O3 284 10ndash30 90 009 3857 046Fe2O3 464 4ndash20 258 004 14 067CaO 6773 1ndash35 448 093 004 067MgO 143 198 443 078 096 044SO3 220 035 226 001 mdash mdashNa2O 002 048 062 039 004 012K2O 026 04 05 241 268 291MnO 016 mdash mdash 005 001 mdashTiO2 017 mdash mdash 00 095 mdashParticle size 120583m 10ndash40 le45 mdash 01 05ndash20 115ndash313Specific surface (m2g) 175 5ndash9 04ndash0599 16455 12174 304ndash274FA fly ash GGBS ground granulated blast furnace slag SF silica fume RHA rice husk ash MK metakaolin

have been reconfirmed and it has also been reported that bothmetakaolin and silica fume give lowporosity and smaller poresize and results improved microstructure of concrete [12]

Low tensile strength of concrete is due to the propagationof single internal crack If the crack restrained locally byextending into another matrix adjacent to it the initiationof crack is retarded and higher tensile strength of concrete isachieved [13]This restrained can be achieved by adding smalllength fibers to concrete In addition to increasing the tensilestrength addition of fibers enhances fatigue resistance [14]energy absorption toughness ductility and durability [15]Properties of few reinforcing fibers that have been used incementitious composites are shown in Table 2 Based onmodulus of elasticity fibers are further classified into twobasic categories namely hard intrusion and soft intrusionThose fibers having a high modulus of elasticity than cementmortar are called hard intrusion and those with lower mod-ulus of elasticity than cement mortar are called soft intrusion[16] Steel carbon and glass are the hard intrusion fibersand polypropylene and vegetable fibers are the soft intrusionfibers fibers having a low modulus of elasticity are unlikelyto improve strength but improve the resistance againstimpact and shock due to elongation ability However fibershaving a higher modulus of elasticity make concrete strongand stiff [16]

Polyvinyl alcohol (PVA) an organic fiber was explored50 years ago by Japanese and has been used in cementapplications since the 1980s due to suitable characteristicsas reinforcing materials for cementitious composites PVAfibers have tensile strength and youngrsquos modulus higher thanother organic fibers Because of higher modulus of elasticityPVA fibers perform better for cracking control Finer typePVA fiber has been used for fiber cement roofing replacingasbestos Coarse PVA has been used in tunnel lining indus-trial floor and roadbed overlays [17] The most importantcharacteristics of PVA fiber is the strong bond with cementmatrix higher modulus of elasticity and bond strength ofPVA These add more flexibility and tensile strength inconcrete [18] PVA fibers like steel and glass fibers are most

promising in terms of tensile strength youngrsquos modulus andfiber elongation as shown in Table 2

Using mineral admixtures along with superplasticizerwith low water content very dense high-strength concrete(HSC) has been obtained [19] but due to brittle nature itrequires steel reinforcement in most of engineering applica-tions [20] Ultrahigh performance fiber reinforced concrete(UHPFRC) addresses the issue of the brittleness of HSC byutilizing steel fiber in high-strength concrete to induce duc-tility in concrete UHPFRC is a high-strength durable andductile concrete but there are few concerns such as high cost[21] fire resistance [22] and high thermal conductivity [23]In UHPFRC to avoid improper packing of material due tofibers fibers are used withwithout the coarse aggregatesAbsence of coarse aggregate requires increase in fine aggre-gate Also higher content of cement is required due to thehigher content of fine aggregates Further the modulus ofelasticity of UHPFRC is decreased due to absence of coarseaggregates

The use of steel fibers in fiber reinforced concrete (FRC)and in UHPFRC has been widely studied however limitedresearch has been carried out on the effect of other rein-forcing fibers in concrete Moreover High-performance fiberreinforced concrete has been studied with silica fume andmetakaolin with the steel fiber and it has been found thatmetakaolin has better performance with steel fibers [24]Cementitious materials such as fly ash silica fume or groundgranulated blast furnace slag with steel polypropylene orPVA fibers have been studied widely [25ndash27] but MK withPVA fibers has not been studied for developing of high-strength ductile concrete (HSDC)

The basic focus of the current study is to useMK and PVAfibers together in order to lessen the use of cement and steelwithout compromising the performance The performancecriteria are the mechanical properties of concrete with MKand PVA fibers Cube compressive strength splitting tensilestrength and flexural strength of concrete have beenobserved to check the effect of MK and PVA fibers Also themicrostructure of HSDC has been examined through field








10158401015840


10158401015840


10158401015840












MIX MK OPCFine


119891Aspect ratio


Aspect ratio (ld)

Cube

com

pres

sive s

treng

th (M

Pa)

Cube

com

pres

sive s

treng

th (k

si)

0 010 14520 2930 43540 5850 72560 8770 101580 11690 1305

100 145

0 45 45 60 60 90 90 120 120

00-0 A1-0 A2-0 B1-0 B2-0 C1-0 C2-0 D1-0 D2-0



Cube

com

pres

sive s

treng

th (M

Pa)


0102030405060708090

100110

Aspect ratio (ld)0 45 45 60 60 90 90 120 120

Cube

com

pres

sive s

treng

th (k

si)

0145294355872587101511613051451595

00-5 A1-5 A2-5 B1-5 B2-5 C1-5 C2-5 D1-5 D2-5




Aspect ratio (ld)

Cube

com

pres

sive s

treng

th (M

Pa)

Cube

com

pres

sive s

treng

th (k

si)

0 010 14520 2930 43540 5850 72560 8770 101580 11690 1305

100 145110 1595

0 45 45 60 60 90 90 120 120

00-10 A1-10 A2-10 B1-10 B2-10 C1-10 C2-10 D1-10 D2-10









00-0

00-5

00-10

A2-0

A2-5

A2-10

B2-0

B2-5

B2-10

C2-0

C2-5

C2-10

D2-0

D2-5

D2-10


Split

ting

tens

ile st

reng

th (M

Pa)

Split

ting

tens

ile st

reng

th (k

si)

0 000

151

05 007

2

014

25

022

3

029

35

036

4

043

45

051

5

058

55

065

6

072080087


Aspect ratio (ld)0 45 45 60 60 90 90 120 120

00-0 A1-0 A2-0 B1-0 B2-0 C1-0 C2-0 D1-0 D2-0




Split

ting

tens

ile st

reng

th (M

Pa)

Split

ting

tens

ile st

reng

th (k

si)

0 000

105 007

15 022029

014

203625043305135058406545

550725080

6 087

Aspect ratio (ld)0 45 45 60 60 90 90 120 120

00-5 A1-5 A2-5 B1-5 B2-5 C1-5 C2-5 D1-5 D2-5






Split

ting

tens

ile st

reng

th (M

Pa)

Split

ting

tens

ile st

reng

th (k

si)

0 000

105 007

15014

2022029036250433051

45

55

354 058

5065

665

072080087094

7 101

Aspect ratio (ld)0 45 45 60 60 90 90 120 120

00-10 A1-10 A2-10 B1-10 B2-10 C1-10 C2-10 D1-10 D2-10


Flex

ural

stre

ngth

(MPa

)

Flex

ural

stre

ngth

(ksi)

0 000

1 014

2 029

3 043

4 058

5 072

6 087

7 101

8 116

9 130


Aspect ratio (ld)0 45 45 60 60 90 90 120 120

00-0 A1-0 A2-0 B1-0 B2-0 C1-0 C2-0 D1-0 D2-0





Flex

ural

stre

ngth

(MPa

)

Flex

ural

stre

ngth

(ksi)

0 000

1 014

2 029

3 043

4 058

5 072

6 087

7 101

8 116

9 130

Aspect ratio (ld)0 45 45 60 60 90 90 120 120

00-5 A1-5 A2-5 B1-5 B2-5 C1-5 C2-5 D1-5 D2-5



Flex

ural

stre

ngth

(MPa

)

Flex

ural

stre

ngth

(ksi)

0 0001 0142 0293 0434 0585 0726 0877 1018 1169 130

10 145

Aspect ratio (ld)0 45 45 60 60 90 90 120 120

00-10 A1-10 A2-10 B1-10 B2-10 C1-10 C2-10 D1-10 D2-10





Deflection (mm)

Deflection (in)

Load

(kN

)

Load

(kip

)

00

000

250

010

50

020

750

031

004

125

005

15

006

175

007

20

082

250

092

50

102

750

113

012

325

013

35

014

375

015

40

164

250

174

50

184

750

195

020

0 0001 0222 0453 0674 0905 1126 1357 1578 1809 202

10 22511 24712 27013 29214 315

00-0 28 days



C1-0 28 days


Deflection (mm)

Deflection (in)

Load

(kN

)

Load

(kip

)

00

000

250

010

50

020

750

031

004

125

005

15

006

175

007

20

082

250

092

50

102

750

113

012

325

013

35

014

375

015

40

164

250

174

50

184

750

195

020

0 0001 0222 0453 0674 0905 1126 1357 1578 1809 202

10 22511 24712 27013 29214 315


C1-5 28 days00-5 28 days


A1-5 28 days



Deflection (mm)

Deflection (in)

Load

(kN

)

Load

(kip

)

00

000

250

010

50

020

750

031

004

125

005

15

006

175

007

20

082

250

092

50

102

750

113

012

325

013

35

014

375

015

40

164

250

174

50

184

750

195

020

0 0001 0222 0453 0674 0905 1126 1357 1578 1809 202

10 22511 24712 27013 29214 315

00-10 28 days



C1-10 28 days







511986810

11986830

119868



30is 1581























30




References







































RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation
















10158401015840


10158401015840


10158401015840












MIX MK OPCFine


119891Aspect ratio


Aspect ratio (ld)

Cube

com

pres

sive s

treng

th (M

Pa)

Cube

com

pres

sive s

treng

th (k

si)

0 010 14520 2930 43540 5850 72560 8770 101580 11690 1305

100 145

0 45 45 60 60 90 90 120 120

00-0 A1-0 A2-0 B1-0 B2-0 C1-0 C2-0 D1-0 D2-0



Cube

com

pres

sive s

treng

th (M

Pa)


0102030405060708090

100110

Aspect ratio (ld)0 45 45 60 60 90 90 120 120

Cube

com

pres

sive s

treng

th (k

si)

0145294355872587101511613051451595

00-5 A1-5 A2-5 B1-5 B2-5 C1-5 C2-5 D1-5 D2-5




Aspect ratio (ld)

Cube

com

pres

sive s

treng

th (M

Pa)

Cube

com

pres

sive s

treng

th (k

si)

0 010 14520 2930 43540 5850 72560 8770 101580 11690 1305

100 145110 1595

0 45 45 60 60 90 90 120 120

00-10 A1-10 A2-10 B1-10 B2-10 C1-10 C2-10 D1-10 D2-10









00-0

00-5

00-10

A2-0

A2-5

A2-10

B2-0

B2-5

B2-10

C2-0

C2-5

C2-10

D2-0

D2-5

D2-10


Split

ting

tens

ile st

reng

th (M

Pa)

Split

ting

tens

ile st

reng

th (k

si)

0 000

151

05 007

2

014

25

022

3

029

35

036

4

043

45

051

5

058

55

065

6

072080087


Aspect ratio (ld)0 45 45 60 60 90 90 120 120

00-0 A1-0 A2-0 B1-0 B2-0 C1-0 C2-0 D1-0 D2-0




Split

ting

tens

ile st

reng

th (M

Pa)

Split

ting

tens

ile st

reng

th (k

si)

0 000

105 007

15 022029

014

203625043305135058406545

550725080

6 087

Aspect ratio (ld)0 45 45 60 60 90 90 120 120

00-5 A1-5 A2-5 B1-5 B2-5 C1-5 C2-5 D1-5 D2-5






Split

ting

tens

ile st

reng

th (M

Pa)

Split

ting

tens

ile st

reng

th (k

si)

0 000

105 007

15014

2022029036250433051

45

55

354 058

5065

665

072080087094

7 101

Aspect ratio (ld)0 45 45 60 60 90 90 120 120

00-10 A1-10 A2-10 B1-10 B2-10 C1-10 C2-10 D1-10 D2-10


Flex

ural

stre

ngth

(MPa

)

Flex

ural

stre

ngth

(ksi)

0 000

1 014

2 029

3 043

4 058

5 072

6 087

7 101

8 116

9 130


Aspect ratio (ld)0 45 45 60 60 90 90 120 120

00-0 A1-0 A2-0 B1-0 B2-0 C1-0 C2-0 D1-0 D2-0





Flex

ural

stre

ngth

(MPa

)

Flex

ural

stre

ngth

(ksi)

0 000

1 014

2 029

3 043

4 058

5 072

6 087

7 101

8 116

9 130

Aspect ratio (ld)0 45 45 60 60 90 90 120 120

00-5 A1-5 A2-5 B1-5 B2-5 C1-5 C2-5 D1-5 D2-5



Flex

ural

stre

ngth

(MPa

)

Flex

ural

stre

ngth

(ksi)

0 0001 0142 0293 0434 0585 0726 0877 1018 1169 130

10 145

Aspect ratio (ld)0 45 45 60 60 90 90 120 120

00-10 A1-10 A2-10 B1-10 B2-10 C1-10 C2-10 D1-10 D2-10





Deflection (mm)

Deflection (in)

Load

(kN

)

Load

(kip

)

00

000

250

010

50

020

750

031

004

125

005

15

006

175

007

20

082

250

092

50

102

750

113

012

325

013

35

014

375

015

40

164

250

174

50

184

750

195

020

0 0001 0222 0453 0674 0905 1126 1357 1578 1809 202

10 22511 24712 27013 29214 315

00-0 28 days



C1-0 28 days


Deflection (mm)

Deflection (in)

Load

(kN

)

Load

(kip

)

00

000

250

010

50

020

750

031

004

125

005

15

006

175

007

20

082

250

092

50

102

750

113

012

325

013

35

014

375

015

40

164

250

174

50

184

750

195

020

0 0001 0222 0453 0674 0905 1126 1357 1578 1809 202

10 22511 24712 27013 29214 315


C1-5 28 days00-5 28 days


A1-5 28 days



Deflection (mm)

Deflection (in)

Load

(kN

)

Load

(kip

)

00

000

250

010

50

020

750

031

004

125

005

15

006

175

007

20

082

250

092

50

102

750

113

012

325

013

35

014

375

015

40

164

250

174

50

184

750

195

020

0 0001 0222 0453 0674 0905 1126 1357 1578 1809 202

10 22511 24712 27013 29214 315

00-10 28 days



C1-10 28 days







511986810

11986830

119868



30is 1581























30




References







































RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation











MIX MK OPCFine


119891Aspect ratio


Aspect ratio (ld)

Cube

com

pres

sive s

treng

th (M

Pa)

Cube

com

pres

sive s

treng

th (k

si)

0 010 14520 2930 43540 5850 72560 8770 101580 11690 1305

100 145

0 45 45 60 60 90 90 120 120

00-0 A1-0 A2-0 B1-0 B2-0 C1-0 C2-0 D1-0 D2-0



Cube

com

pres

sive s

treng

th (M

Pa)


0102030405060708090

100110

Aspect ratio (ld)0 45 45 60 60 90 90 120 120

Cube

com

pres

sive s

treng

th (k

si)

0145294355872587101511613051451595

00-5 A1-5 A2-5 B1-5 B2-5 C1-5 C2-5 D1-5 D2-5




Aspect ratio (ld)

Cube

com

pres

sive s

treng

th (M

Pa)

Cube

com

pres

sive s

treng

th (k

si)

0 010 14520 2930 43540 5850 72560 8770 101580 11690 1305

100 145110 1595

0 45 45 60 60 90 90 120 120

00-10 A1-10 A2-10 B1-10 B2-10 C1-10 C2-10 D1-10 D2-10









00-0

00-5

00-10

A2-0

A2-5

A2-10

B2-0

B2-5

B2-10

C2-0

C2-5

C2-10

D2-0

D2-5

D2-10


Split

ting

tens

ile st

reng

th (M

Pa)

Split

ting

tens

ile st

reng

th (k

si)

0 000

151

05 007

2

014

25

022

3

029

35

036

4

043

45

051

5

058

55

065

6

072080087


Aspect ratio (ld)0 45 45 60 60 90 90 120 120

00-0 A1-0 A2-0 B1-0 B2-0 C1-0 C2-0 D1-0 D2-0




Split

ting

tens

ile st

reng

th (M

Pa)

Split

ting

tens

ile st

reng

th (k

si)

0 000

105 007

15 022029

014

203625043305135058406545

550725080

6 087

Aspect ratio (ld)0 45 45 60 60 90 90 120 120

00-5 A1-5 A2-5 B1-5 B2-5 C1-5 C2-5 D1-5 D2-5






Split

ting

tens

ile st

reng

th (M

Pa)

Split

ting

tens

ile st

reng

th (k

si)

0 000

105 007

15014

2022029036250433051

45

55

354 058

5065

665

072080087094

7 101

Aspect ratio (ld)0 45 45 60 60 90 90 120 120

00-10 A1-10 A2-10 B1-10 B2-10 C1-10 C2-10 D1-10 D2-10


Flex

ural

stre

ngth

(MPa

)

Flex

ural

stre

ngth

(ksi)

0 000

1 014

2 029

3 043

4 058

5 072

6 087

7 101

8 116

9 130


Aspect ratio (ld)0 45 45 60 60 90 90 120 120

00-0 A1-0 A2-0 B1-0 B2-0 C1-0 C2-0 D1-0 D2-0





Flex

ural

stre

ngth

(MPa

)

Flex

ural

stre

ngth

(ksi)

0 000

1 014

2 029

3 043

4 058

5 072

6 087

7 101

8 116

9 130

Aspect ratio (ld)0 45 45 60 60 90 90 120 120

00-5 A1-5 A2-5 B1-5 B2-5 C1-5 C2-5 D1-5 D2-5



Flex

ural

stre

ngth

(MPa

)

Flex

ural

stre

ngth

(ksi)

0 0001 0142 0293 0434 0585 0726 0877 1018 1169 130

10 145

Aspect ratio (ld)0 45 45 60 60 90 90 120 120

00-10 A1-10 A2-10 B1-10 B2-10 C1-10 C2-10 D1-10 D2-10





Deflection (mm)

Deflection (in)

Load

(kN

)

Load

(kip

)

00

000

250

010

50

020

750

031

004

125

005

15

006

175

007

20

082

250

092

50

102

750

113

012

325

013

35

014

375

015

40

164

250

174

50

184

750

195

020

0 0001 0222 0453 0674 0905 1126 1357 1578 1809 202

10 22511 24712 27013 29214 315

00-0 28 days



C1-0 28 days


Deflection (mm)

Deflection (in)

Load

(kN

)

Load

(kip

)

00

000

250

010

50

020

750

031

004

125

005

15

006

175

007

20

082

250

092

50

102

750

113

012

325

013

35

014

375

015

40

164

250

174

50

184

750

195

020

0 0001 0222 0453 0674 0905 1126 1357 1578 1809 202

10 22511 24712 27013 29214 315


C1-5 28 days00-5 28 days


A1-5 28 days



Deflection (mm)

Deflection (in)

Load

(kN

)

Load

(kip

)

00

000

250

010

50

020

750

031

004

125

005

15

006

175

007

20

082

250

092

50

102

750

113

012

325

013

35

014

375

015

40

164

250

174

50

184

750

195

020

0 0001 0222 0453 0674 0905 1126 1357 1578 1809 202

10 22511 24712 27013 29214 315

00-10 28 days



C1-10 28 days







511986810

11986830

119868



30is 1581























30




References







































RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation











Aspect ratio (ld)

Cube

com

pres

sive s

treng

th (M

Pa)

Cube

com

pres

sive s

treng

th (k

si)

0 010 14520 2930 43540 5850 72560 8770 101580 11690 1305

100 145110 1595

0 45 45 60 60 90 90 120 120

00-10 A1-10 A2-10 B1-10 B2-10 C1-10 C2-10 D1-10 D2-10









00-0

00-5

00-10

A2-0

A2-5

A2-10

B2-0

B2-5

B2-10

C2-0

C2-5

C2-10

D2-0

D2-5

D2-10


Split

ting

tens

ile st

reng

th (M

Pa)

Split

ting

tens

ile st

reng

th (k

si)

0 000

151

05 007

2

014

25

022

3

029

35

036

4

043

45

051

5

058

55

065

6

072080087


Aspect ratio (ld)0 45 45 60 60 90 90 120 120

00-0 A1-0 A2-0 B1-0 B2-0 C1-0 C2-0 D1-0 D2-0




Split

ting

tens

ile st

reng

th (M

Pa)

Split

ting

tens

ile st

reng

th (k

si)

0 000

105 007

15 022029

014

203625043305135058406545

550725080

6 087

Aspect ratio (ld)0 45 45 60 60 90 90 120 120

00-5 A1-5 A2-5 B1-5 B2-5 C1-5 C2-5 D1-5 D2-5






Split

ting

tens

ile st

reng

th (M

Pa)

Split

ting

tens

ile st

reng

th (k

si)

0 000

105 007

15014

2022029036250433051

45

55

354 058

5065

665

072080087094

7 101

Aspect ratio (ld)0 45 45 60 60 90 90 120 120

00-10 A1-10 A2-10 B1-10 B2-10 C1-10 C2-10 D1-10 D2-10


Flex

ural

stre

ngth

(MPa

)

Flex

ural

stre

ngth

(ksi)

0 000

1 014

2 029

3 043

4 058

5 072

6 087

7 101

8 116

9 130


Aspect ratio (ld)0 45 45 60 60 90 90 120 120

00-0 A1-0 A2-0 B1-0 B2-0 C1-0 C2-0 D1-0 D2-0





Flex

ural

stre

ngth

(MPa

)

Flex

ural

stre

ngth

(ksi)

0 000

1 014

2 029

3 043

4 058

5 072

6 087

7 101

8 116

9 130

Aspect ratio (ld)0 45 45 60 60 90 90 120 120

00-5 A1-5 A2-5 B1-5 B2-5 C1-5 C2-5 D1-5 D2-5



Flex

ural

stre

ngth

(MPa

)

Flex

ural

stre

ngth

(ksi)

0 0001 0142 0293 0434 0585 0726 0877 1018 1169 130

10 145

Aspect ratio (ld)0 45 45 60 60 90 90 120 120

00-10 A1-10 A2-10 B1-10 B2-10 C1-10 C2-10 D1-10 D2-10





Deflection (mm)

Deflection (in)

Load

(kN

)

Load

(kip

)

00

000

250

010

50

020

750

031

004

125

005

15

006

175

007

20

082

250

092

50

102

750

113

012

325

013

35

014

375

015

40

164

250

174

50

184

750

195

020

0 0001 0222 0453 0674 0905 1126 1357 1578 1809 202

10 22511 24712 27013 29214 315

00-0 28 days



C1-0 28 days


Deflection (mm)

Deflection (in)

Load

(kN

)

Load

(kip

)

00

000

250

010

50

020

750

031

004

125

005

15

006

175

007

20

082

250

092

50

102

750

113

012

325

013

35

014

375

015

40

164

250

174

50

184

750

195

020

0 0001 0222 0453 0674 0905 1126 1357 1578 1809 202

10 22511 24712 27013 29214 315


C1-5 28 days00-5 28 days


A1-5 28 days



Deflection (mm)

Deflection (in)

Load

(kN

)

Load

(kip

)

00

000

250

010

50

020

750

031

004

125

005

15

006

175

007

20

082

250

092

50

102

750

113

012

325

013

35

014

375

015

40

164

250

174

50

184

750

195

020

0 0001 0222 0453 0674 0905 1126 1357 1578 1809 202

10 22511 24712 27013 29214 315

00-10 28 days



C1-10 28 days







511986810

11986830

119868



30is 1581























30




References







































RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation










00-0

00-5

00-10

A2-0

A2-5

A2-10

B2-0

B2-5

B2-10

C2-0

C2-5

C2-10

D2-0

D2-5

D2-10


Split

ting

tens

ile st

reng

th (M

Pa)

Split

ting

tens

ile st

reng

th (k

si)

0 000

151

05 007

2

014

25

022

3

029

35

036

4

043

45

051

5

058

55

065

6

072080087


Aspect ratio (ld)0 45 45 60 60 90 90 120 120

00-0 A1-0 A2-0 B1-0 B2-0 C1-0 C2-0 D1-0 D2-0




Split

ting

tens

ile st

reng

th (M

Pa)

Split

ting

tens

ile st

reng

th (k

si)

0 000

105 007

15 022029

014

203625043305135058406545

550725080

6 087

Aspect ratio (ld)0 45 45 60 60 90 90 120 120

00-5 A1-5 A2-5 B1-5 B2-5 C1-5 C2-5 D1-5 D2-5






Split

ting

tens

ile st

reng

th (M

Pa)

Split

ting

tens

ile st

reng

th (k

si)

0 000

105 007

15014

2022029036250433051

45

55

354 058

5065

665

072080087094

7 101

Aspect ratio (ld)0 45 45 60 60 90 90 120 120

00-10 A1-10 A2-10 B1-10 B2-10 C1-10 C2-10 D1-10 D2-10


Flex

ural

stre

ngth

(MPa

)

Flex

ural

stre

ngth

(ksi)

0 000

1 014

2 029

3 043

4 058

5 072

6 087

7 101

8 116

9 130


Aspect ratio (ld)0 45 45 60 60 90 90 120 120

00-0 A1-0 A2-0 B1-0 B2-0 C1-0 C2-0 D1-0 D2-0





Flex

ural

stre

ngth

(MPa

)

Flex

ural

stre

ngth

(ksi)

0 000

1 014

2 029

3 043

4 058

5 072

6 087

7 101

8 116

9 130

Aspect ratio (ld)0 45 45 60 60 90 90 120 120

00-5 A1-5 A2-5 B1-5 B2-5 C1-5 C2-5 D1-5 D2-5



Flex

ural

stre

ngth

(MPa

)

Flex

ural

stre

ngth

(ksi)

0 0001 0142 0293 0434 0585 0726 0877 1018 1169 130

10 145

Aspect ratio (ld)0 45 45 60 60 90 90 120 120

00-10 A1-10 A2-10 B1-10 B2-10 C1-10 C2-10 D1-10 D2-10





Deflection (mm)

Deflection (in)

Load

(kN

)

Load

(kip

)

00

000

250

010

50

020

750

031

004

125

005

15

006

175

007

20

082

250

092

50

102

750

113

012

325

013

35

014

375

015

40

164

250

174

50

184

750

195

020

0 0001 0222 0453 0674 0905 1126 1357 1578 1809 202

10 22511 24712 27013 29214 315

00-0 28 days



C1-0 28 days


Deflection (mm)

Deflection (in)

Load

(kN

)

Load

(kip

)

00

000

250

010

50

020

750

031

004

125

005

15

006

175

007

20

082

250

092

50

102

750

113

012

325

013

35

014

375

015

40

164

250

174

50

184

750

195

020

0 0001 0222 0453 0674 0905 1126 1357 1578 1809 202

10 22511 24712 27013 29214 315


C1-5 28 days00-5 28 days


A1-5 28 days



Deflection (mm)

Deflection (in)

Load

(kN

)

Load

(kip

)

00

000

250

010

50

020

750

031

004

125

005

15

006

175

007

20

082

250

092

50

102

750

113

012

325

013

35

014

375

015

40

164

250

174

50

184

750

195

020

0 0001 0222 0453 0674 0905 1126 1357 1578 1809 202

10 22511 24712 27013 29214 315

00-10 28 days



C1-10 28 days







511986810

11986830

119868



30is 1581























30




References







































RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation











Split

ting

tens

ile st

reng

th (M

Pa)

Split

ting

tens

ile st

reng

th (k

si)

0 000

105 007

15014

2022029036250433051

45

55

354 058

5065

665

072080087094

7 101

Aspect ratio (ld)0 45 45 60 60 90 90 120 120

00-10 A1-10 A2-10 B1-10 B2-10 C1-10 C2-10 D1-10 D2-10


Flex

ural

stre

ngth

(MPa

)

Flex

ural

stre

ngth

(ksi)

0 000

1 014

2 029

3 043

4 058

5 072

6 087

7 101

8 116

9 130


Aspect ratio (ld)0 45 45 60 60 90 90 120 120

00-0 A1-0 A2-0 B1-0 B2-0 C1-0 C2-0 D1-0 D2-0





Flex

ural

stre

ngth

(MPa

)

Flex

ural

stre

ngth

(ksi)

0 000

1 014

2 029

3 043

4 058

5 072

6 087

7 101

8 116

9 130

Aspect ratio (ld)0 45 45 60 60 90 90 120 120

00-5 A1-5 A2-5 B1-5 B2-5 C1-5 C2-5 D1-5 D2-5



Flex

ural

stre

ngth

(MPa

)

Flex

ural

stre

ngth

(ksi)

0 0001 0142 0293 0434 0585 0726 0877 1018 1169 130

10 145

Aspect ratio (ld)0 45 45 60 60 90 90 120 120

00-10 A1-10 A2-10 B1-10 B2-10 C1-10 C2-10 D1-10 D2-10





Deflection (mm)

Deflection (in)

Load

(kN

)

Load

(kip

)

00

000

250

010

50

020

750

031

004

125

005

15

006

175

007

20

082

250

092

50

102

750

113

012

325

013

35

014

375

015

40

164

250

174

50

184

750

195

020

0 0001 0222 0453 0674 0905 1126 1357 1578 1809 202

10 22511 24712 27013 29214 315

00-0 28 days



C1-0 28 days


Deflection (mm)

Deflection (in)

Load

(kN

)

Load

(kip

)

00

000

250

010

50

020

750

031

004

125

005

15

006

175

007

20

082

250

092

50

102

750

113

012

325

013

35

014

375

015

40

164

250

174

50

184

750

195

020

0 0001 0222 0453 0674 0905 1126 1357 1578 1809 202

10 22511 24712 27013 29214 315


C1-5 28 days00-5 28 days


A1-5 28 days



Deflection (mm)

Deflection (in)

Load

(kN

)

Load

(kip

)

00

000

250

010

50

020

750

031

004

125

005

15

006

175

007

20

082

250

092

50

102

750

113

012

325

013

35

014

375

015

40

164

250

174

50

184

750

195

020

0 0001 0222 0453 0674 0905 1126 1357 1578 1809 202

10 22511 24712 27013 29214 315

00-10 28 days



C1-10 28 days







511986810

11986830

119868



30is 1581























30




References







































RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation










Deflection (mm)

Deflection (in)

Load

(kN

)

Load

(kip

)

00

000

250

010

50

020

750

031

004

125

005

15

006

175

007

20

082

250

092

50

102

750

113

012

325

013

35

014

375

015

40

164

250

174

50

184

750

195

020

0 0001 0222 0453 0674 0905 1126 1357 1578 1809 202

10 22511 24712 27013 29214 315

00-0 28 days



C1-0 28 days


Deflection (mm)

Deflection (in)

Load

(kN

)

Load

(kip

)

00

000

250

010

50

020

750

031

004

125

005

15

006

175

007

20

082

250

092

50

102

750

113

012

325

013

35

014

375

015

40

164

250

174

50

184

750

195

020

0 0001 0222 0453 0674 0905 1126 1357 1578 1809 202

10 22511 24712 27013 29214 315


C1-5 28 days00-5 28 days


A1-5 28 days



Deflection (mm)

Deflection (in)

Load

(kN

)

Load

(kip

)

00

000

250

010

50

020

750

031

004

125

005

15

006

175

007

20

082

250

092

50

102

750

113

012

325

013

35

014

375

015

40

164

250

174

50

184

750

195

020

0 0001 0222 0453 0674 0905 1126 1357 1578 1809 202

10 22511 24712 27013 29214 315

00-10 28 days



C1-10 28 days







511986810

11986830

119868



30is 1581























30




References







































RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation












511986810

11986830

119868



30is 1581























30




References







































RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation





















30




References







































RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation

































RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation











RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation









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