theeffectsoffiberlengthandvolumeonmaterialpropertiesand ... · 2019. 10. 3. ·...

Research ArticleTheEffectsofFiberLengthandVolumeonMaterialProperties andCrack Resistance of Basalt Fiber Reinforced Concrete (BFRC)

Xinzhong Wang1 Jun He 23 Ayman S Mosallam4 Chuanxi Li2 and Haohui Xin 5

1School of Civil Engineering Hunan City University Yiyang China2School of Civil Engineering Changsha University of Science amp Technology Changsha China3Institute for Infrastructure and Environment Heriot-Watt University Edinburgh UK4Department of Civil and Environment Engineering University of California Irvine CA USA5Civil Engineering and Geosciences Delft University and Technology Delft Netherlands

Correspondence should be addressed to Jun He frankhejun163com and Haohui Xin hxintudelftnl

Received 24 April 2019 Revised 2 August 2019 Accepted 3 September 2019 Published 3 October 2019

Academic Editor Marıa Criado

Copyright copy 2019 Xinzhong Wang et al 1is is an open access article distributed under the Creative Commons AttributionLicense which permits unrestricted use distribution and reproduction in any medium provided the original work isproperly cited

Basalt fiber reinforced concrete (BFRC) has been widely utilized in various constructions such as buildings large industrial floorsand highways due to its excellent physical and mechanical properties as well as low production cost In order to address theinfluence of basic parameters such as fiber volume fraction (005sim040) fiber length (12sim36mm) of BF and compressivestrength (30 40 and 50MPa) of concrete on both physical and mechanical properties of BFRC including compressive strengthtensile and flexural strength workability and anti-dry-shrinkage cracking properties a series of standard material tests wereconducted Experimental results indicated that clumping of fibers may occur at relatively higher fiber volume fraction resulting inmixing and casting problems Based on experimental values of mechanical properties and anti-dry-shrinkage cracking resistanceof BFRC the reasonable basalt fiber length and fiber volume fractions are identified1e addition of a small amount of short basaltfibers can result in a considerable increase in both compressive strength and modulus of rupture (MoR) of BFRC and that theproposed fiber length and content are 120mm and 010sim015 respectively As the length of basalt fibers increases thedevelopment of early shrinkage cracks decreases initially and then increases slowly and the optimal fiber length is 180mm Resultsof the study also indicated that early shrinkage cracks decrease with the increase of fiber volume fraction and when the volumefraction of 020 is used no cracks were observed All the findings of the present study may provide reference for the materialproportion design of BFRC

1 Introduction

Concrete is known as one of the most conventionally andwidely consumed construction materials which has severaladvantages such as economic durability componentsavailability good performance in service environment andhigh compressive strength However plain concrete (PC) isa brittle material with poor tensile properties and lowductility [1ndash5] Consequently plain concrete is susceptible tocracking under tensile stress When mixed into concreterandomly distributed fibers are able to bridge these cracksand arrest their development therefore the addition of fi-bers can enhance the mechanical behavior of plain concrete

such as rheology tensile strength flexural strength fatigueand abrasion resistance impact as well as ductility energyabsorption toughness and postcracking capacity [6ndash15]

Different types of fibers such as asbestos cellulose steelcarbon basalt aramid polypropylene and glass have beenused to reinforce cement products [16ndash18] and to strengthenconcrete and steel structures in civil engineering in-frastructures and military applications due to their highstrength-to-weight ratio good fatigue performance andexcellent durability properties [19ndash22]

Although a variety of fiber reinforcing materials existsteel fiber is one of the most used types in fiber reinforcedconcrete (FRC) for structural applications [23ndash25] However

HindawiAdvances in Materials Science and EngineeringVolume 2019 Article ID 7520549 17 pageshttpsdoiorg10115520197520549

steel fiber reinforced concrete (SFRC) has a low strength-to-weight ratio weaker corrosion resistance and fiber balling athigh dosages 1us glass fiber is a good alternative Glassfiber reinforced concrete (GFRC) has been used extensivelyto produce thin lightweight structural elements [26] ButGFRC may be easily degraded in the alkaline environment ofconcrete Although carbon fiber is chemically inert andstiffer the cost is too high for common engineering appli-cations In terms of synthetic fibers like polymeric fiber theirlow elastic modulus low melting point and poor interfacialbonding with inorganic matrices limited their applications[27]

Basalt fiber (BF) is extruded from melted basalt rockwith environmentally friendly and nonhazardous natureand is currently available commercially [28 29] 1e BFshave better tensile strength but cheaper than the E-glassfibers In addition in comparison with carbon fibers the BFshave good resistance to chemical attack impact load and fireand greater failure strain [30] In comparison with syntheticfibers such as polypropylene fibers and polyvinyl alcoholfibers the BFs have higher elastic modulus In all BFpossesses excellent physical and mechanical properties in-cluding high chemical stability [31] noncombustible andnonexplosive nature [32] resistance to high temperature[29] and high strength and durability [32ndash34] 1ese fa-vorable characteristics qualify BF to be a good alternative tosteel glass carbon or aramid fiber as a reinforcing materialfor enhancing mechanical properties of plain concrete[35 36] In addition the availability of surplus raw materialsand the low production cost of basalt fiber increase itswidespread utilization as a concrete reinforcing material

For the past decade or so the majority of publishedresearch studies related to the use of basalt fiber reinforcedconcrete (BFRC) have focused mainly on identifying thefundamental physical and mechanical properties 1e effectof basalt fiber utilization on the workability of concrete hasbeen investigated by Borhan [37] and Zeynep and Mustafa[38] they concluded that the increase in the percentage offiber volume leads to a reduction in the slump resulting inthe decrease of the workability which was the same as othertype FRCs

Considering BFRC tensile strength and crack resistancethe effect of different lengths of BF [39 40] inclusion dosage[4 41 42 43] and different types (bundle dispersion fibersandminibars) [44] were investigated Results of these studiesindicated that the increase in the length and fiber dosage ofbasalt fibers causes a rise in the tensile strength both types ofbasalt fibers increase precracking strength but only minibarsenhance the postcracking behavior

As for the flexural modulus and strength the addition ofbasalt fibers can improve the flexural strength even at lowcontents [34 43] as well the flexural toughness especiallywhen large fiber volume fractions are used [45]

1e effect of the addition of basalt fibers on the staticcompressive strength of normal concrete [34 37 39 42] andhigh-strength concrete [4 46] as well as on the dynamiccompressive strength of concrete [47] has been investigatedextensively over the past few years Borhan [37] showed thatthe compressive strength of concrete is increased with

increasing the content of basalt fiber up to 03 and thisenhancement gradually decreases by the further increase offiber volume fraction However Ma et al [39] highlightedthat the variation in content (01sim03) and length ofpresoaked basalt fiber does not induce an increase at thecompressive strength of concrete Results of several studies(eg [42 43 47 48]) also found that the effect of fiberaddition (002sim01 [42] 004sim04 [43] 01sim03 [47]01 [48]) on the compressive strength and modulus ofelasticity of the mixtures is insignificant In contrast Kabay[34] found that the inclusion of BF (007sim014) in concreteresulted in a decrease in the compressive strength1ereforethe effect of basalt fiber on the compressive strength is stillnot clear based on the conclusions drawn by several researchstudies

Based on the literature review one can see that there islimited number of studies that address the influence of basicparameters such as (i) fiber volume fraction and fiber lengthon both physical and mechanical properties of BFRC (ii) thequantitative relationship between mechanical properties ofdifferent basalt fiber lengths and fiber content and (iii) theearly shrinkage cracking resistance of BFRC Accordinglythe main objective of this investigation is to study the effectof the fundamental parameters namely fiber volumefraction and BF length on the mechanical behavior of BFRCas compared with that of plain concrete In addition thisstudy aims at identifying the reasonable basalt fiber lengthand fiber contents that could significantly enhance the plainconcrete mechanical properties 1e fundamental propertiesof BFRC such as slump flexural strength compressivestrength splitting tensile strength and early shrinkagecracking resistance are assessed and analyzed

2 Materials and Sample Preparation

21 Materials In this study ordinary Portland cement (PO425) is used for fabricating test specimens evaluated in thisstudy Table 1 presents chemical compositions and somephysical properties of Portland cement Gravel with a di-ameter of 5ndash10mm and 10ndash25mm are mixed with the ratioof 2 3 with a crushing value of 105 1e fine aggregate usedin the mixes was in the form of sand with a fineness modulusof 285 In all mixes tap water without any water reducer isused Short-cut basalt fibers with different lengths (L) in-cluding 120mm 180mm 240mm 300mm and 360mmare chosen and provided by Zhengjiang GBF Basalt FiberCo LTD [49] (refer to Figure 1) 1e diameter of basaltfibers used in this study is 17 μm the density is 2650 kgm3and the tensile strength and Youngrsquos modulus are 3000MPaand 900GPa respectively

22 Mix Proportions and Test Samples In order to evaluatethe influence of adding different fiber volume fractions andbasalt fiber length on the mechanical properties of plainconcrete (PC) with different design compressive strength(300 400 and 500MPa) several different test mix pro-portions were designed and evaluated 1e basalt fibers arenonmetallic fibers and when using high fiber volume

2 Advances in Materials Science and Engineering

fractions it easily agglomerates 1erefore basalt fibervolume fractions with different fiber lengths (L 120 180240 300 and 360mm) were varied from 0075 to 040Mix proportion of PC with a design compressive strength of300 400 and 500Nmm2 is shown in Table 2

1e test matrix is shown in Table 3 Five series of me-chanical tests on fundamental properties of BFRC includingslump (S) compressive strength (CS) flexural strength (FS)splitting tensile strength (ST) and anti-dry-shrinkagecracking resistance (AC) were conducted 1e effect of thefundamental parameters of test specimens namely fibervolume fraction (from 005 to 04) BF length(12sim36mm) and concrete compressive strength (30 40 and50MPa) on the mechanical behavior of BFRC is investigatedand compared with that of plain concrete (PC30 and PC40)Each specimen type was assigned to a designated code re-lated to the type of fibers concrete compressive strength(CS) fiber length and fibers volume fraction for identifi-cation purpose For example BF 30-12-010 BF refers tofiber type which is basalt while the next numerical code (30)represents that the design compressive concrete strengthwhich in this case is 30MPa 1e following number 12refers to the length of fiber which is 12mm and 010identifies the fiber volume fraction which in this specimen is010 Specimens labeled PC30 and PC40 indicate that theyare plain concrete specimens with design CS of 30 and40MPa hence they have no fiber in them and thesespecimens are used as ldquocontrolrdquo or ldquoreferencerdquo that are usedfor comparison purposes All test specimens are satisfiedwith the requirements of the related standard and the detailsare described in the following section

3 Experimental Program

31 Slump Test A slump test was conducted to monitor theworkability of the plastic concrete mixes 1e workability ofthe mix was established using a brass frustum mold with abase diameter of 100mm dropping table with 25 times in 15seconds in accordance with ASTM C143 [50] standard testrequirements For each slump value two specimens were

prepared and tested and the higher flow values were ob-tained with the increase of mix workability

32 Compressive Strength Test Standard cubes with1500mm side lengths and with different ages (7 days and 28days) were fabricated and compressive strength standardtests were performed following the procedures described inthe Chinese Standard (JTG E51-2009) [51] Two seriesspecimens were fabricated (i) one series of BFRC specimenswith the same fiber length (12 or 24mm) but different fibervolume fractions (0075 to 040) to identify the optimalfiber volume that results in an improved compressivestrength and (ii) another series of BFRC specimens with thesame fiber volume fractions (0075 or 010) but differentfiber lengths (from 120mm to 360mm) that are used toobtain the optimal fiber length resulting in an improvedcompressive strength All specimens were tested using acalibrated compression testing machine with a maximumload capacity of 10000 kN A loading rate of 01 and 02 kNs was adopted for all compressive strength tests

33 Flexural Strength Test For identification of flexuralstrength beam specimens (at the age of 28 days) with thedimensions of 150times150times 550mm (widthtimes depthtimes span)were prepared and evaluated experimentally 1e flexuraltest protocol was in the form of three-point loading inaccordance with the following standard test proceduresCSA A232 (CSA 2009) [52] ASTM C78 (ASTM 2010) [53]and the Chinese Standard (JTG E30-2005) [54] in order todetermine the 28-day modulus of rupture (MoR) for eachspecimen Also two series of test specimens (i) one series ofBFRC specimens with the same fiber length (12 or 24mm)but different fiber volume fractions (0075 to 030) and(ii) another series of BFRC specimens with the same fibervolume fractions (010 or 015) but different fiber lengths(from 120mm to 360mm) were fabricated to obtain theoptimal fiber volume fraction and fiber length respectivelyfor achieving highest MoR

Table 1 Chemical composition and physical properties of cement

Chemical composition () Physical propertiesC3S C2S C3A C4AF f-CaO f-MgO Specific gravity (gcm3) Blaine fineness (m2kg)622 177 71 87 08 16 315 288

(a) (b) (c) (d) (e)

Figure 1 Short-cut basalt fibers with different lengths (a) L 12mm (b) L 18mm (c) L 24mm (d) L 30mm and (e) L 36mm

Advances in Materials Science and Engineering 3

1e MoR corresponding to flexure tests was calculatedfrom the three-point bending (flexure) experimental resultsas follows

MoR 3PL

2bd2(1)

where P is the peak load (N) L is the span length (mm) b isthe width of the specimen (mm) and d is the height of thebeam specimen (mm)

34 Splitting Tensile Strength Tests 1e splitting tensilestrength is measured using cubical specimens with di-mensions of 150 times150 times150mm as recommended by theChinese Standard (JTG E51-2009) [51] 1e preparationand fabrication of the splitting tensile strength specimens(also two series) were identical to those for the com-pressive strength described earlier 1e splitting tests wereperformed using a calibrated compression testing ma-chine with a loading rate of 01 kNs (refer to Figure 2)Using experimental results the splitting tensile strengthfor each specimen was calculated using the followingexpression

f 2P

πa2(2)

where P is the ultimate load (N) and a is the specimen edgedimension (mm) An average splitting tensile strength valuewas calculated using the results obtained from three testsconducted on each specimen fabricated from each concretemix

35 Early-Age Anti-Dry-Shrinkage Cracking Tests A total often test specimens (refer to Table 3) considering differentfiber lengths (from 120mm to 360mm) different fibervolume fractions (0 to 015) different concretestrength values (30 40 and 50MPa) were designedfabricated and tested in order to determine the anti-cracking performance of each BFRC at early stage 1esetests were conducted in accordance with the ChineseStandard (GBT50082-2009) [55] 1e standard specimensused in these tests were flat plates with dimensions of800mm times 600mm times 100mm Figure 3 shows the formingmold used for fabricating the early-age anti-dry-shrinkagecracking test specimens

1e following are the procedures used in performing theearly-age anti-dry-shrinkage cracking tests (1) Prior tomolding polyvinyl chloride film isolating layers were ap-plied on the bottom plate of the mold and then BFRC wasplaced into the mold It should be noted that in this step the

flat surface should be a little bit higher than the mold side(2) 1e mold was placed on a vibration machine and thevibration time was controlled such that over- or under-vibration is prevented After the vibration process thesurface of each specimen was flattened to ensure that theaggregates are not exposed (3) 1irty minutes aftermolding each specimen air-drying process starts 1e air-drying process is performed using an electrical fan to makesure the wind speed was not less than 5ms In this processthe fan should blow air directly to specimen surface andwind direction was adjusted to be parallel to the flat surface(4) 1e length of cracks was measured after twenty-fourhours of forming using a steel ruler with high accuracy of10mm where the straight-line distance between the twomeasured crack ends was taken as the crack length 1ecrack width was measured by a crack gauge with an ac-curacy of 001mm

In order to accurately evaluate the influence of theaddition of basalt fibers on the anticracking performance ofconcrete the evaluation method of plastic shrinkage thatrecommended in the Chinese Standard (GBT50082-2009)[55] was adopted 1e following three parameters arerecorded (i) number of cracks in a unit area α (ii) theaverage cracking area of fracture β and (iii) the total crackedarea in unit area c1e value of each of these parameters canbe determined as follows

α N

A

β 12N

1113944

N

1wimaxLi

c α middot β

(3)

where wimax is the maximumwidth of crack i unit mm Li isthe length of crack i unit mm N is the number of cracksand A is the area of specimen surface A 08times 06 048m2

In this method the evaluation criteria are as follows (i)no cracks (ii) average cracking in a unit area is less than100mm2 (iii) number of cracks in a unit area is less than 10per a unit area and (iv) the total area of cracking in unit areais less than 1000mm2m2 Using these four criteria one canevaluate the cracking resistance in accordance with thefollowing five grades (1) all four conditions are met (2)three of the four conditions are met (3) two of the fourconditions are met (4) one of the four conditions is met and(5) none of the conditions are met

4 Experimental Results and Discussions

41 Slump Measurement Slump tests were performedaccording to ASTM C143 standard test procedures [50] Foreach mix slump data were collected twice and an averagevalue was calculated for each mix (refer to Figure 4) Fromthis figure one can observe that the slump in general de-creases with the increase of volume fraction of basalt fiberswith a fiber length of 12mm and a design compressivestrength of 30MPa 1e figure also shows that the lowest

Table 2 Mix proportion of concrete

Item Strength(Nmm2)

Cement(kgm3)

Water(kgm3)

Sand(kgm3) Gravel (kgm3)

No 1 C30 355 195 703 1147No 2 C40 398 195 614 1193No 3 C50 487 195 584 1134


recorded slump value was 158mm that corresponds to thelargest fiber volume fraction of 040

As expected the low slump value corresponds to thehighest fiber volume fraction which resulted in a lowerworkability that caused inconveniences in fabricating testspecimens indicating that the same issue will be faced in

field applications In such cases slump (workability) can beenhanced by adding more water or other additives How-ever in this study these parameters were not investigatedOne of the issues related to the low workability of mixes withhigher fiber volume fractions is clumping (balling) of fiberswhich poses serious problems during mixing of concrete

Table 3 Test matrix

Specimen type Concrete design (CS) (MPa) Fiber type Fiber length (mm) Fiber volume () Test contentsPC30 30 No fiber NA 0 S CS ST FS ACPC40 40 No fiber NA 0 CSBF 30-12-0075 30 BF 12 0075 ST FSBF 30-12-010 30 BF 12 010 S CS ST FSBF 30-12-015 30 BF 12 015 S CS ST FSBF 30-12-020 30 BF 12 020 S CS ST FSBF 30-12-025 30 BF 12 025 S CS ST FSBF 30-12-030 30 BF 12 030 S CS ST FSBF 30-12-040 30 BF 12 040 S CS STBF 30-24-0075 30 BF 24 0075 CS ST FSBF 30-24-010 30 BF 24 010 CS ST FSBF 30-24-015 30 BF 24 015 S CS ST FSBF 30-24-020 30 BF 24 020 CS ST FSBF 30-24-025 30 BF 24 025 CS ST FSBF 30-24-030 30 BF 24 030 CS ST FSBF 30-24-040 30 BF 24 040 CS STBF 40-12-0075 40 BF 12 0075 CSBF 40-12-010 40 BF 12 010 CSBF 40-12-015 40 BF 12 015 CSBF 40-12-020 40 BF 12 020 CSBF 40-12-025 40 BF 12 025 CSBF 40-12-030 40 BF 12 030 CSBF 40-12-040 40 BF 12 040 CSBF 40-24-0075 40 BF 24 0075 CSBF 40-24-010 40 BF 24 010 CSBF 40-24-015 40 BF 24 015 CSBF 40-24-020 40 BF 24 020 CSBF 40-24-025 40 BF 24 025 CSBF 40-24-030 40 BF 24 030 CSBF 40-24-040 40 BF 24 040 CSBF 30-12-005 30 BF 12 005 S ACBF 30-18-005 30 BF 18 005 ACBF 30-24-005 30 BF 24 005 ACBF 30-30-005 30 BF 30 005 ACBF 30-36-005 30 BF 36 005 ACBF 30-18-0075 30 BF 18 0075 CSBF 30-30-0075 30 BF 30 0075 CSBF 30-36-0075 30 BF 36 0075 CSBF 30-18-010 30 BF 18 010 CS ST FS ACBF 30-30-010 30 BF 30 010 CS ST FSBF 30-36-010 30 BF 36 010 CS ST FSBF 30-18-015 30 BF 18 015 S ST FS ACBF 30-30-015 30 BF 30 015 S ST FSBF 30-36-015 30 BF 36 015 S ST FSBF 40-18-0075 40 BF 18 0075 CSBF 40-30-0075 40 BF 30 0075 CSBF 40-36-0075 40 BF 36 0075 CSBF 40-18-010 40 BF 18 010 CSBF 40-30-010 40 BF 30 010 CSBF 40-36-010 40 BF 36 010 CSBF 40-18-005 40 BF 18 005 ACBF 50-18-005 50 BF 18 005 ACNote S slump test CS compressive strength test FS flexural strength test ST splitting tensile strength test AC anti-dry-shrinkage cracking test


when the fiber amount of 12mm long fibers is around 040Figure 4(b) shows the relation between slump and differentfiber length values for a fiber volume fraction of 015 Asthis figure indicates initially the slump decreases with anincreasing fiber length (less than 240mm) and then theslump slightly increases with an increasing length of basaltfibers 1e more fiber volume and large fiber length will

cause the lower slump and poorer workability but undercertain fiber volume the fiber number is reduced when thefiber length is increased resulting in no decrease in slumpvalue

42 Compressive Strength

421 Effect of Fiber Length In this study both the 7-day and28-day compressive strength values of the different BFRCmixes were determined experimentally Figure 5(a) showsthe effect of varying fiber length on the compressive strengthof 30MPa BFRC specimens with fiber volume fraction of0075 and 010 From this figure one can see that ingeneral the compressive strength decreases with the in-creasing fiber length Also the 7-day compressive strengthvalues of BFRC specimen BF 30-12-010 is 254MPa whichis almost the same as that for the plain concrete specimenwith a compressive strength of 267MPa However the 28-day compressive strength values of BFRC specimen BF 30-12-010 is 374MPa indicating an increase of 123 incompressive strength as compared to the plain concretecompressive value of 333MPa

Figure 5(b) shows fiber length effects on the compressivestrength of BFRC with design value of 40MPa when thefiber amount is 0075 and 010 1is figure also shows ingeneral an increasing compressive strength for an increasingfiber length 1e 7-day compressive strength of BFRCspecimen BF 40-12-0075 and BF 40-12-010 was found to be321MPa and 303MPa which were almost the same as thatof the PC specimen (313MPa) however the 28-day CS ofthe BFRC specimens BF 40-12-0075 and BF 40-12-010 is454 and 445MPa respectively indicating that an increaseof 10 in the compressive strength of these specimens wasachieved as compared to the plain concrete specimen with acompressive strength of 413MPa In addition experimentalresults indicated that no significant increases in both 7-dayand 28-day compressive strength were observed for BFRCspecimens with fiber length more than 12mm as comparedto the compressive strength obtained from specimens BF 40-12-0075010 Experimental results also showed that for thefiber volume fractions of 0075 or 010 the compressivestrength of BFRC can be improved by 8 to 238 ascompared to that of plain concrete However the degree ofcompressive strength enhancement decreases with in-creasing fiber length 1e optimal fiber length was found tobe 12sim18mm for the fiber volume fractions of 0075 and0101is could be attributed to the clumping problem that

20

1 Top press plate

3 Plywood strip (20 times 4mm)4

4

2 Bottom press plate

R75

4 Steel arc shape pad (mm)

5 Test sample

Figure 2 Dimensions and details of the typical splitting tensile test setup

50800

600

5057

8020

ang901 2 4 6 73 5

Figure 3 Forming mold of anti-dry-shrinkage cracking perfor-mance test specimens (mm)


occurred when higher fiber volume fraction is used espe-cially for longer fiber lengths Considering the mixing dif-ficulty the use of high fiber volume fraction and relativelyshort fibers of 12mm can produce optimal results

422 Effect of Fiber Amount Figure 6 shows the effect ofdifferent fiber amounts on the compressive strength of BFRCas compared to those obtained from plain concrete tests1eeffect of fiber volume fraction for specimens with a designcompressive strength of 30MPa and basalt fiber length of12mm and 24mm is presented in Figure 6(a) From this

figure one can observe that the 7-day compressive strengthof BFRC specimensmade with 12mm and 24mm long fibersand with all fiber volume fraction values used in this study isalmost the same as that of plain concrete specimens with acompressive strength of 267MPa except for the specimenBF 30-12-015 (CS 294MPa) which was improved by 10However the 28-day compressive strength of BFRC speci-mens made with 12mm and 24mm long fibers and with allfiber volume fraction values used in this study is higher thanthe compressive strength of plain concrete In addition thefiber volume fraction of 015 produced maximum com-pressive strength improvement up to 252 for specimens

000 005 010 015 020 025 030 035 040 04510

15

20

25

30

35

40

BF 30-12-040

BF 30-12-030

BF 30-12-025BF 30-12-020

BF 30-12-015

BF 30-12-010

BF 30-12-005

Slum

p (m

m)

Fiber volume ()

12 mm filament

PC30

(a)

10

15

20

25

30

35

40

Slum

p (m

m)

0 6 12 18 24 30 36

BF 30-36-015

BF 30-30-015

BF 30-24-015

BF 30-18-015

BF 30-12-015

Fiber length (mm)

015 volume

PC30

(b)

Figure 4 Effect of changing fiber volume fractions and fiber lengths on average slump values (a) Slump change with different fiber volumefractions for specimens PC30 and BF 30-12-(005sim040) (b) Slump change with different fiber lengths for specimens PC30 and BF 30-(12sim36)-015

0 6 12 18 24 30 3620

25

30

35

40

45

50

BF 30-36-075(01)

BF 30-30-075(01)BF 30-24-075(01)

BF 30-18-075(01)

7d CS-00757d CS-01

28d CS-007528d CS-01

Com

pres

sive s

tren

gth

(MPa

)

Fiber length (mm)

PC30

BF 30-12-01

(a)

20

25

30

35

40

45

50

Com

pres

sive s

tren

gth

(MPa

)

0 6 12 18 24 30 36Fiber length (mm)

BF 40-36-075(01)

BF 40-30-075(01)

BF 40-24-075(01)

BF 40-18-075(01)

BF 40-12-075(01)

7d CS-00757d CS-010

28d CS-007528d CS-010

PC40

(b)

Figure 5 Effect of fiber length variation on compressive strength for specimens PC30 (40) and BF 30(40)-(12sim36)-0075(01) (a) design CSof 30MPa and (b) design CS of 40MPa


with a design compressive strength of 30MPa as comparedto plain concrete specimensrsquo compressive strength Resultsof this study also concluded that for short basalt fibers with alength of 12mm the effect of fiber volume fraction on thecompressive strength is obvious only when a relatively lowerfiber volume fraction is used 1e maximum 28-day com-pressive strength based on BFRC with 12mm long fibers and015 fiber volume is 417MPa which is 252 larger thanthe compressive strength of plain concrete specimens

Figure 6(b) shows the effect of varying the fiber volumefraction for specimens with a design compressive strength of40MPa with basalt fiber lengths of 120mm and 240mmFrom this figure one can see that the 7-day compressivestrength of BFRC with 12mm and 24mm long fibers andwith all fiber volume fraction values used in this study isalmost the same as that of plain concrete (313MPa) exceptfor the specimen BF 40-24-0075 (339MPa) 1is representsan improvement in the compressive strength by 8 How-ever the 28-day compressive strength of BFRC specimensfabricated with 12mm and 24mm long fibers and with allfiber volume fraction values used in this study is higher thanthe corresponding plain concrete value In addition based onexperimental results it is concluded that the maximumcompressive strength improvement of 114 can be achievedwhen using fiber volume fraction of 015 for specimens witha design compressive strength of 40MPa as compared toplain concrete specimensrsquo strength For basalt fibers with12mm length the fiber volume fraction effects on com-pressive strength are obvious only when this value is rela-tively small 1e maximum 28-day compressive strengthobtained from BFRC with 120mm long fibers and 015fiber volume fraction is 446MPa which is 114 higher thanthe plain concrete compressive strength Test results alsoshowed that the use of basalt fiber volume fraction rangingbetween 0075 and 040 improves the BFRC compressivestrength by 10 to 252 as compared to that of plain

concrete Initially the percentage of compressive strengthenhancement increases and then decreases with increasingfiber volume fraction thus the optimal fiber volume was015 for the fiber lengths of 120 and 240mm In additionfor the same fiber volume fraction the compressive strengthof BFRC specimens with a fiber length of 120mm is largerthan that of BFRC specimens using fiber length of 24mm theimprovement for specimen with design CS of 300MPa ishigher than that for specimen with design CS of 400MPaFor example the maximum percentage of CS improvementfor specimen with design CS of 300MPa is 252 while forspecimen with design CS of 400MPa is only 114

43 Modulus of Rupture (MoR)

431 Effect of Fiber Length Figure 7 illustrates the effect ofchanging fiber length used in the mix on modulus of rupture(MoR) for mixes with fiber volume fractions of 01 and015 1e values of MoR increases with the increasing fiberlength 1e values of MoR for the plain concrete and BFRCspecimens made of 120mm long fibers and 010 fibervolume fraction (eg BF 30-12-010) are 52 and 61MParespectively Hence the MoR for specimen BF 30-12-010 is17 higher than that of plain concrete 1e maximumexperimental value of MoR was 62MPa when 240mm longfibers and 010 fiber volume fraction (eg specimen BF 30-24-010) are used producing MoR value that is 19 higherthan that of plain concrete which is considered to be asignificant increment in the MoR However the value ofMoR reduces with the fiber length increasing from 240mm(eg specimen BF 30-24-010015) to 360mm for specimenBF 30-36-0100151is reduction may be attributed to fiberclumping described earlier that commonly occurs whenusing relatively higher fiber volume fractions especially forlonger fiber lengths Experimental results indicated that it

000 005 010 015 020 025 030 035 040 04520

25

30

35

40

45

50

BF 30-12(24)-04

BF 30-12(24)-03

BF 30-12(24)-025

BF 30-12(24)-02BF 30-12(24)-015

BF 30-12(24)-01

7d CS-12mm7d CS-24mm


Com

pres

sive s

tren

gth

(MPa

)

Fiber volume ()

PC30

BF 30-24-005

(a)

20

25

30

35

40

45

50

Com

pres

sive s

tren

gth

(MPa

)

000 005 010 015 020 025 030 035 040 045Fiber volume ()

BF 40-12(24)-04

BF 40-12(24)-03

BF 40-12(24)-025

BF 40-12(24)-02

BF 40-12(24)-015

BF 40-12(24)-01

7d CS-12mm 28d CS-12mm7d CS-24mm 28d CS-24mm

PC40

BF 40-12(24)-0075

(b)

Figure 6 Effect of fiber volume fraction on BFRC compressive strength for specimens PC30 (40) and BF 30(40)-12(24)-(0075sim04)(a) design CS of 30MPa and (b) design CS of 40MPa


does not improve the flexural strength when fiber volumefractions of 010 and 015 are used and when the fiberlength is beyond 240mm 1erefore in order to effectivelyimprove the MoR of BFRC mixes fiber length should be lessthan 240mm especially for relatively higher fiber volumefraction

432 Effect of Fiber Volume Fraction Figure 8 shows theeffect of six different fiber volume fractions (from 0075 to030) on theMoR of BFRC in terms of the fiber lengths 120and 240mm From Figure 8 one can observe that for BFRCspecimens made of 12- and 240mm long basalt fibers theMoR initially increases as the amount of fiber increases up to010 and then decreases when the fiber volume is largerthan 010

1emaximumMoR of 62MPa was obtained when usingfiber volume fraction of 010 and with fiber length of240mm In this case a considerable enhancement in MoRup to 19 as compared to plain concrete is achieved 1eMoR of specimen BF 30-24-030 decreases by 11 or07MPa as compared to maximum MoR for specimen BF30-24-010 Again this reduction may be attributed to theclumping of fibers during mixing for higher fiber volumefractions 1erefore it is concluded that the proposed fibervolume fraction for BFRC made of 120 and 240mm longfibers is 010 of volume

44 Splitting Tensile Strength

441 Effect of Fiber Length Figure 9 shows the effect ofchanging fiber length on splitting tensile strength (STS)when the fiber volume fraction is in the range of 010 and015 It indicates STS increases with the increasing fiberlength For example the STS values for the plain concreteand for BFRC with 120mm long and 015 fiber volumefraction (BF 30-12-015) are 38MPa and 43MPa respectively

Hence the STS of BF 30-12-015 is 13 higher than that ofplain concrete 1e maximum STS value of 440MPa (ie16 improvement over plain concrete) is obtained when240mm long fibers and 015 fiber volume fraction areused (eg BF 30-24-015) However the STS value reduceswith the fiber length increasing from 240mm for specimenBF 30-24-010015 to 360mm for specimen BF 30-36-010015 Again this reduction is most properly caused due tofiber clumping that is prominent when higher fiber volumefraction is used especially for relatively longer fiberlengths Experimental results indicated that STS was notimproved when the fiber length is beyond 240mm and thefiber amount is 010 or 015 which has the same trendsas that for MoR 1erefore basalt fibers with length lessthan 240mm are recommended especially for relativelyhigher fiber volume fractions

0 6 12 18 24 30 3645

50

55

60

65

70

BF 30-36-01(015)

BF 30-30-01(015)

BF 30-24-01(015)

BF 30-18-01(015)

BF 30-12-01(015)

28d MoR-01028d MoR-015

Mod

ulus

of r

uptu

re (M

Pa)

Fiber length (mm)

PC30

Figure 7 Effect of fiber length on the BFRC modulus of rupture(MoR) for specimens PC30 and BF 30-(12sim36)-01(015)

000 005 010 015 020 025 030 035 04045

50

55

60

65

70

BF 30-12(24)-03

BF 30-12(24)-025

BF 30-12(24)-02

BF 30-12(24)-015

BF 30-12(24)-01

BF 30-12(24)-0075

28d MoR-12 mm28d MoR-24 mm

Mod

ulus

of r

uptu

re (M

Pa)

Fiber volume ()

PC30

Figure 8 Effect of fiber volume fraction on MoR for specimensPC30 and BF 30-12(24)-(0075sim03)

0 6 12 18 24 30 3630

35

40

45

50

55

BF 30-30-01(015)

BF 30-36-01(015)BF 30-24-01(015)

BF 30-18-01(015)

BF 30-12-01(015)

28d STS-01028d STS-015

Split

ting

tens

ile st

reng

th (M

Pa)

Fiber length (mm)

PC30

Figure 9 Effect of fiber length on splitting tensile strength (STS)for specimens PC30 and BF 30-(12sim36)-01(015)


442 Effect of Fiber Volume Fractions Figure 10 shows theeffect of using six different fiber volume fractions (from0075 to 040) on the STS with the fiber lengths of 120and 240mm1e figure also provides a comparison betweenBFRC and plain concrete STS experimental values From thisfigure one can observe that the splitting tensile strength isenhanced by the addition of basalt fibers As compared withthe STS of plain concrete the STS of BFRC is increased by3ndash16 Experimental results showed that the addition ofbasalt fiber forms a three-dimensional chaotic distributionin the concrete which can delay the crack formation and canresult in an increase in splitting tensile strength For BFRCspecimens made of 120 and 240mm long basalt fibers theSTS initially increases as the fiber volume fraction increasesto 015 and this is followed by a decrease in STS for fibervolume fractions larger than 015

1e maximum STS value of 44MPa was obtained whenthe fiber volume fraction is 015 and basalt fiber length is240mm1is value is 16 higher than that of plain concretesplitting tensile strength 1e splitting tensile strength ofspecimen BF 30-24-040 decreases by 9 or 04MPa ascompared to the maximum STS for specimen BF 30-24-0151is reduction could again be caused by fibers clumpingduring mixing when a relatively higher volume fraction isused Test results indicated that the proposed fiber volumefraction for BFRCwith 120 and 240mm long fibers is 015

45 Anti-Dry-Shrinkage Cracking Performance

451 Effect of Fiber Length Experimental results of earlycracking tests including crack length (CL) and width (CW)are shown in Tables 4 and 5 respectively Also the crackresistance indices (α β and c) and the crack resistance level(G) are presented in Table 6 Figure 11 shows the crackdistributions of both the plain concrete (PC) specimen andBFRC specimens with different fiber lengths (BF 30-12sim36-005) Figure 12 shows the comparison of the crack re-sistance indices ratio for test specimens with different fiberlengths and the ratio is defined as crack resistance indices ofBFRC to those of PC specimen

From Tables 4 and 5 it can be found that the maximumcrack length was reduced from 567mm (PC30) to 398mm(BF 30-24-005) while the maximum crack width was de-creased from 064mm (PC30) to 028mm (BF 30-18-005)indicating that the BFwith the length of 18 and 24mmunderfixed volume (005) can significantly reduce the cracklength and width Figure 11 demonstrates that the shrinkagecracking of PC30 is more serious and seven cracks appearedon the surface of this specimen with the maximum cracklength and width of 5670mm and 064mm respectivelyand a total crack area of 927mm2m2 As Figure 12 andTable 6 indicate adding 005 basalt fiber volume fractionresults in 47sim76 decrease in the crack area for BFRCspecimens while the average crack area decreased by35sim67 Also the number of cracks decreases slightly (only1 or 2 cracks) as compared to the case of plain concretespecimen1is indicates that the basalt fibers can improve itsanticracking of dry shrinkage performance However the

28d STS-12mm28d STS-24mm

30

35

40

45

50

55

Split

ting

tens

ile st

reng

th (M

Pa)

000 005 010 015 020 025 030 035 040 045

BF 30-12(24)-04

BF 30-12(24)-03

BF 30-12(24)-025

BF 30-12(24)-02

BF 30-12(24)-015

BF 30-12(24)-01

BF 30-12(24)-0075

Fiber volume ()

PC30

Figure 10 Effect of fiber volume fraction on splitting tensilestrength (STS)

Table 4 Crack length of test specimens with different fiber lengths

Specimens Fiber length(mm)

Crack length at eachknife-edge (mm)

1 2 3 4 5 6 7PC30 0 483 567 502 468 545 407 502BF 30-12-005 12 480 196 0 347 324 mdash 245BF 30-18-005 18 204 mdash 327 469 mdash 401 163BF 30-24-005 24 197 127 300 mdash 208 398 325BF 30-30-005 30 mdash 334 mdash 574 126 155 391BF 30-36-005 36 mdash 114 181 590 234 165 175

Table 5 Crack width of test specimens with different fiber lengths


Crack width at each knife-edge (mm)1 2 3 4 5 6 7

PC30 0 004 018 032 064 031 022 01BF 30-12-005 12 004 008 mdash 032 013 mdash 01

BF 30-18-005 18 005 mdash 028 013 mdash 01 004

BF 30-24-005 24 012 mdash 026 mdash 042 014 01

BF 30-30-005 30 mdash 02 mdash 044 021 01 012

BF 30-36-005 36 mdash 005 012 058 018 016 018

Table 6 Crack resistance indices of test specimens with differentfiber lengths

Specimens N α β c GPC30 7 1458 6359 92732 VBF 30-12-005 5 1042 2125 22140 VBF 30-18-005 5 1042 2094 21807 VBF 30-24-005 5 1042 2772 28877 VBF 30-30-005 5 1042 4082 42525 VBF 30-36-005 6 1250 3914 48921 V


anticracking improvement using basalt fibers varies withdifferent fiber lengths 1e maximum crack width and thetotal crack area of BFRC specimen with a fiber length of180mm reduced to minimum with values only 50 and20 respectively as compared to those of plain concretespecimen 1erefore the optimal fiber length is suggested tobe 18mm for BFRCmixes with 005 volume basalt fibers inorder to achieve highest anticracking performance

452 Effect of Fiber Volume Fractions In order to evaluatethe effect of fiber volume fractions on shrinkage crackingbehavior PC30 specimen and BFRC with different fibervolume fractions (BF 30-18-005sim020) were subjected to theearly cracking test Test results including crack length andwidth are presented in Tables 7 and 8 respectively Table 9presents values of crack resistance indices (α β and c) andcrack resistance level (G) 1e crack distributions for both

PC specimen and BFRC specimens with different fibervolume fractions are presented in Figure 13 Also Figure 14shows the comparison of the crack resistance indices ratiofor test specimens with different fiber volume fractions

Experimental results indicated that the early cracking ofdry shrinkage specimen without basalt fibers (PC30) is se-rious as shown in Figure 13 However when basalt fibers areadded to the mix with relatively higher volume fractions theanticracking ability of dry shrinkage is obviously improvedIn addition the crack length and crack width reducegradually with the increasing fiber volume as shown inTables 7 and 8 From Figure 14 and Table 9 it can be foundthat the crack area per unit area of BFRC decreases by76sim100 while the average crack area decreases by 29sim100and the number of cracks decreases by 67sim100 in com-parison with PC specimen For specimens with 020 basaltfiber volume fraction no cracks appeared on the surface ofthese specimens1erefore the change of basalt fiber volume

CLmax = 567mm

CWmax = 064mm

(a)

CLmax = 480mm

CWmax = 032mm

(b)

CLmax = 469mm

CWmax = 028mm

(c)

CLmax = 398mm

CWmax = 042mm

(d)

CLmax = 574mm

CWmax = 044mm

(e)

CLmax = 590mm

CWmax = 058mm

(f )

Figure 11 Crack distributions of specimens PC30 and BFRC with different fiber lengths (a) PC30 (L 0mm) (b) BF 30-12-005(L 12mm) (c) BF 30-18-005 (L 18mm) (d) BF 30-24-005 (L 24mm) (e) BF 30-30-005 (L 30mm) and (f) BF 30-36-005(L 36mm)


fraction plays a decisive role in the BFRC early crackingcharacteristics and the cracking resistance level can beimproved from V (PC30) to IV (BF 30-18-010) III (BF 30-18-015) I (BF 30-18-020) as shown in Table 9 But thehigher fiber volume fractions may cause the lower slump andpoorer workability 1erefore the determination of fiber

volume should be comprehensively considered on the as-pects of shrinkage cracking behavior workability and so on

453 Effect of BFRC Compressive Strength Early crackingtests were performed on BFRC specimens with differentcompressive strength (BF 30sim50-18-005) and with anidentical fiber length of 180mm and fiber volume fraction of005 Test results with respect to crack length and width arepresented in Tables 10 and 11 respectively Table 12 presentsthe crack resistance indices (α β and c) as well as crackresistance level (G) Figure 15 shows the crack distributionsof BFRC specimens with different compressive strength

From these Tables 10sim12 one can see that the crackresistance indices (crack length width and area) of BFRCdecrease gradually with the increase of concrete compressivestrength especially the average and total crack area decreasegreatly When concrete compressive strength changes from300MPa to 500MPa the crack area per unit area of BFRCspecimens decreases by 73 while the average crack areadecreases by 55 and the number of cracks decreases by40 Also the maximum crack width and length were re-duced obviously Based on the experimental results (Table 12and Figure 15) it is concluded that as the compressivestrength of BFRC rises the anticracking ability of dryshrinkage gradually increases For the same basalt fibervolume fraction value the cracking resistance level can be

0 12 18 24 30 3600

02

04

06

08

10

Crac

k re

sista

nce i

ndic

es ra

tio

Fiber length (mm)

αβγ

Figure 12 Ratio of crack resistance index for BFRC specimens with different fiber lengths as compared to plain concrete (PC) specimen

Table 7 Crack length of test specimens with different fiber volumefractions

Specimens Fiber volume()

Crack length at each knife-edge(mm)

1 2 3 4 5 6 7PC30 0 483 567 502 468 545 407 502BF 30-18-005 005 204 0 327 469 0 401 163

BF 30-18-010 010 134 0 57 379 0 0 275

BF 30-18-015 015 301 mdash mdash mdash 210 mdash mdash

BF 30-18-020 020 mdash mdash mdash mdash mdash mdash mdash

Table 8 Crack width of test specimens with different fiber volumefractions

Specimens Fibervolume ()


PC30 0 004 018 022 064 031 012 01BF 30-18-005 005 005 mdash 028 013 mdash 01 004

BF 30-18-010 010 008 mdash 01 022 mdash mdash 008

BF 30-18-015 015 006 mdash mdash 006 mdash mdash

BF 30-18-020 020 mdash mdash mdash mdash mdash mdash

Table 9 Crack resistance indices of test specimens with differentfiber volume fractions

Specimen code N α β c GPC30 7 1458 6359 92732 VBF 30-18-005 5 1042 2094 21807 VBF 30-18-010 4 833 1523 12688 IVBF 30-18-015 2 417 616 2567 IIIBF 30-18-020 0 mdash mdash mdash I


CLmax = 567mm

CWmax = 064mm

(a)

CLmax = 469mm

CWmax = 028mm

(b)

CLmax = 379mmCWmax = 022mm

(c)


(d)

(e)

Figure 13 1e crack distributions of specimens PC30 and BFRC with different fiber volume fractions (a) PC30 (0) (b) BF 30-18-005(005) (c) BF 30-18-010 (010) (d) BF 30-18-015 (015) and (e) BF 30-18-020 (020)

00

02

04

06

08

10

Crac

k re

sista

nce i

ndic

es ra

tio

αβγ

0 005 01 015 02Fiber volume ()

No crack

Figure 14 Ratio of crack resistance index for BFRC for specimens with different fiber volume fractions (BF 30-18-005sim020) as comparedto plain concrete (PC) specimen


Table 10 Crack length of test specimens with different concrete strength values

Specimen code Concrete strength (MPa)Crack length at each knife-edge (mm)

1 2 3 4 5 6 7BF 30-18-005 30 204 0 327 469 0 401 163BF 40-18-005 40 mdash 313 mdash 188 mdash 224 mdashBF 50-18-005 50 mdash 106 mdash 301 mdash mdash 189

Table 11 Crack width of test specimens with different concrete strength values

Specimen code Concrete strength (MPa)Crack width at each knife-edge (mm)

1 2 3 4 5 6 7BF 30-18-005 30 005 mdash 028 013 mdash 01 004BF 40-18-005 40 mdash 016 mdash 008 mdash 006 mdashBF 50-18-005 50 mdash 004 mdash 01 mdash mdash 012

Table 12 Crack resistance indices of test specimens with different concrete strength values

Specimen code Concrete strength (MPa) N α β c GBF 30-18-005 30 5 1042 2094 21807 VBF 40-18-005 40 3 625 1309 8183 IVBF 50-18-005 50 3 625 950 5940 III

CLmax = 469mm

CWmax = 028mm

(a)

CWmax = 016mm

CLmax = 313mm

(b)

CLmax = 301mm

CWmax = 012mm

(c)

Figure 15 Crack distributions of different specimens with different compressive strength values (a) BF 30-18-005 (b) BF 40-18-005 and(c) BF 50-18-005


increased from V (specimen BF 30-18-005) to III (specimenBF 50-18-005)

5 Conclusions

Based on the results of this study the following conclusionsare drawn

(1) 1e workability of concrete (measured by slumpvalues) is reduced for higher fiber lengths and fibervolume fractions Lower slump values were recordedwhen a very large fiber volume fraction of 040 isused since fiber clumping or balling was observed inmixes when a relatively higher fiber volume fractionof 040 is utilized Results also showed that fiberclumping is obvious when the fiber length was largerthan 360mm

(2) With the increase of both basalt fibers volumefraction and basalt fiber length the compressivestrength of different series mixes increased 1ereasonable length and reasonable fiber volumefraction are 120mm and 015 respectively ifmaximum increases in CS is desired

(3) 1e basalt fibers could enhance the MoR and STS ofBFRC significantly Test results indicated that in-creasing basalt fiber volume fraction (when thelength 240mm is fixed) and fiber length (fibervolume fraction of 010sim015 is adopted) result in anonlinear increase in both MoR and STS values

(4) 1e anticracking ability of dry shrinkage increases asbasalt volume fraction increases 1e cracking re-sistance level is improved from V (PC30) to IV (BF30-18-010) III (BF 30-18-015) I (BF 30-18-020)when the fiber volume fraction is 020 to the extentthat no cracks appear Also the anticracking abilityincreases with the compressive strength of BFRCincorporating the same basalt fibers However withthe increase of basalt fiber length the anticrackingability increases nonlinearly1e optimal fiber lengthidentified from the results of this study is 180mmthat improves the anticracking performance of BFRCwith 005 basalt volume fraction

Data Availability

1e data used to support the findings of this study are in-cluded in the article

Conflicts of Interest

1e authors declare that they have no conflicts of interest

Acknowledgments

1e authors acknowledge funding from the National NaturalScience Foundation of China (nos 51978081 51778069 and51808398) Horizon 2020-Marie Skłodowska-Curie Indi-vidual Fellowship of European Commission (no 793787)National Basic Research Program of China (973 Program

no 2015CB057702) and Key Discipline Fund Project ofCivil Engineering of Changsha University of Sciences andTechnology (18ZDXK06)

References

[1] S T Tassew and A S Lubell ldquoMechanical properties of glassfiber reinforced ceramic concreterdquo Construction and BuildingMaterials vol 51 pp 215ndash224 2014

[2] F U A Shaikh ldquoReview of mechanical properties of shortfibre reinforced geopolymer compositesrdquo Construction andBuilding Materials vol 43 pp 37ndash49 2013

[3] C Jiang K Fan F Wu and D Chen ldquoExperimental study onthe mechanical properties and microstructure of choppedbasalt fibre reinforced concreterdquo Materials amp Design vol 58pp 187ndash193 2014

[4] A B Kizilkanat N Kabay V Akyuncu S Chowdhury andA H Akccedila ldquoMechanical properties and fracture behavior ofbasalt and glass fiber reinforced concrete an experimentalstudyrdquo Construction and Building Materials vol 100pp 218ndash224 2015

[5] T Uygunoglu ldquoInvestigation of microstructure and flexuralbehavior of steel fiber reinforced concreterdquo Materials andStructures vol 41 no 8 pp 1441ndash1449 2008

[6] E Guneyisi M Gesoglu A O M Akoi and K MermerdasldquoCombined effect of steel fiber and metakaolin incorporationon mechanical properties of concreterdquo Composites Part BEngineering vol 56 pp 83ndash91 2014

[7] J 1omas and A Ramaswamy ldquoMechanical properties ofsteel fiber-reinforced concreterdquo Journal of Materials in CivilEngineering vol 19 no 5 pp 385ndash392 2007

[8] M G Alberti A Enfedaque and J C Galvez ldquoFibre rein-forced concrete with a combination of polyolefin and steel-hooked fibresrdquo Composite Structures vol 171 pp 317ndash3252017

[9] S Iqbal A Ali K Holschemacher and T A Bier ldquoMe-chanical properties of steel fiber reinforced high strengthlightweight self-compacting concrete (SHLSCC)rdquo Construc-tion and Building Materials vol 98 pp 325ndash333 2015

[10] K Hannawi H Bian W Prince-Agbodjan and B RaghavanldquoEffect of different types of fibers on the microstructure andthe mechanical behavior of ultra-high Performance Fiber-Reinforced Concretesrdquo Composites Part B Engineeringvol 86 pp 214ndash220 2016

[11] M L Santarelli F Sbardella M Zuena J Tirillo andF Sarasini ldquoBasalt fiber reinforced natural hydraulic limemortars a potential bio-based material for restorationrdquoMaterials amp Design vol 63 pp 398ndash406 2014

[12] N Banthia and M Sappakittipakorn ldquoToughness enhance-ment in steel fiber reinforced concrete through fiber hy-bridizationrdquo Cement and Concrete Research vol 37 no 9pp 1366ndash1372 2007

[13] Y Sahin and F Koksal ldquo1e influences of matrix and steelfibre tensile strengths on the fracture energy of high-strengthconcreterdquo Construction and Building Materials vol 25 no 4pp 1801ndash1806 2011

[14] J Michels R Christen and DWaldmann ldquoExperimental andnumerical investigation on postcracking behavior of steelfiber reinforced concreterdquo Engineering Fracture Mechanicsvol 98 pp 326ndash349 2013

[15] A Mosallam J Slenk and J Kreiner ldquoAssessment of residualtensile strength of carbonepoxy composites subjected to low-energy impactrdquo Journal of Aerospace Engineering vol 21no 4 pp 249ndash258 2008


[16] D J Hannant ldquoFibre reinforced concreterdquo in AdvancedConcrete Technology-Processes J Newman and B S ChooEds An Imprint of Elsevier Oxford UK 2003

[17] E G Nawy Concrete Construction Engineering HandbookTaylor amp Francis New York NY USA 2008

[18] S B Kim N H Yi H Y Kim J-H J Kim and Y-C SongldquoMaterial and structural performance evaluation of recycledPET fiber reinforced concreterdquo Cement and Concrete Com-posites vol 32 no 3 pp 232ndash240 2010

[19] M Gholami A R M Sam J M Yatim and M M Tahir ldquoAreview on steelCFRP strengthening systems focusing envi-ronmental performancerdquo Construction and Building Mate-rials vol 47 pp 301ndash310 2013

[20] Y Bai T C Nguyen X L Zhao and R Al-Mahaidi ldquoEn-vironment-assisted degradation of the bond between steel andcarbon-fiber-reinforced polymerrdquo Journal of Materials inCivil Engineering vol 26 no 9 Article ID 04014054 2014

[21] H Xin Y Liu A S Mosallam J He and A Du ldquoEvaluationon material behaviors of pultruded glass fiber reinforcedpolymer (GFRP) laminatesrdquo Composite Structures vol 182pp 283ndash300 2017

[22] C Li L Ke J He Z Chen and Y Jiao ldquoEffects of mechanicalproperties of adhesive and CFRP on the bond behavior inCFRP-strengthened steel structuresrdquo Composite Structuresvol 211 pp 163ndash174 2019

[23] ACI Committee 544 ACI 5445R-10 Report on the PhysicalProperties and Durability of Fiber-Reinforced Concrete ACICommittee 544 Farmington Hills MI USA 2010

[24] Y Mohammadi S P Singh and S K Kaushik ldquoProperties ofsteel fibrous concrete containing mixed fibres in fresh andhardened staterdquo Construction and Building Materials vol 22no 5 pp 956ndash965 2008

[25] S Yazıcı G Inan and V Tabak ldquoEffect of aspect ratio andvolume fraction of steel fiber on the mechanical properties ofSFRCrdquo Construction and Building Materials vol 21 no 6pp 1250ndash1253 2007

[26] J He Y Liu A Chen and L Dai ldquoExperimental investigationof movable hybrid GFRP and concrete bridge deckrdquo Con-struction and Building Materials vol 26 no 1 pp 49ndash642012

[27] A Enfedaque M Alberti and J Galvez ldquoInfluence of fiberdistribution and orientation in the fracture behavior ofpolyolefin fiber-reinforced concreterdquoMaterials vol 12 no 2p 220 2019

[28] T M Borhan ldquoProperties of glass concrete reinforced withshort basalt fibrerdquo Materials amp Design vol 42 pp 265ndash2712012

[29] V Fiore G Di Bella and A Valenza ldquoGlass-basaltepoxyhybrid composites for marine applicationsrdquo Materials ampDesign vol 32 no 4 pp 2091ndash2099 2011

[30] J Sim C Park and D Y Moon ldquoCharacteristics of basaltfiber as a strengthening material for concrete structuresrdquoComposites Part B Engineering vol 36 no 6-7 pp 504ndash5122005

[31] B Wei H Cao and S Song ldquoRETRACTED environmentalresistance and mechanical performance of basalt and glassfibersrdquoMaterials Science and Engineering A vol 527 no 18-19 pp 4708ndash4715 2010

[32] V Lopresto C Leone and I De Iorio ldquoMechanical char-acterisation of basalt fibre reinforced plasticrdquo Composites PartB Engineering vol 42 no 4 pp 717ndash723 2011

[33] T Deak and T Czigany ldquoChemical composition and me-chanical properties of basalt and glass fibers a comparisonrdquoTextile Research Journal vol 79 no 7 pp 645ndash651 2009

[34] N Kabay ldquoAbrasion resistance and fracture energy of con-cretes with basalt fiberrdquo Construction and Building Materialsvol 50 pp 95ndash101 2014

[35] M Di Ludovico A Prota and G Manfredi ldquoStructuralupgrade using basalt fibers for concrete confinementrdquo Journalof Composites for Construction vol 14 no 5 pp 541ndash5522010

[36] D Vivek M Garima R K Yop P S Jin and H David ldquoAshort review on basalt fibers reinforced polymer compositesrdquoComposites Part B Engineering vol 73 pp 166ndash180 2015

[37] T M Borhan ldquo1ermal and mechanical properties of basaltfibre reinforced concreterdquo World Academy of Science Engi-neering and Technology vol 7 pp 712ndash715 2013

[38] A Zeynep and O Mustafa ldquo1e properties of chopped basaltfibre reinforced self-compacting concreterdquo Construction andBuilding Materials vol 186 pp 678ndash685 2018

[39] J Ma X Qiu L Cheng and Y Wang ldquoExperimental researchon the fundamental mechanical properties of presoaked basaltfiber concreterdquo in CICE 2010mdashe 5th International Con-ference on FRP Composites in Civil Engineering pp 1ndash4Beijing China September 2010

[40] L L C Budkonstruktsiya Technobasalt-Invest Test Conclu-sions on Tensile Strength in Bending of Basalt Fiber ConcreteResearch and Development enterprise Budkonstruktsiya LLCUkraine 2013 httpwwwtechnobasaltcom

[41] D Wang Y Ju H Shen and L Xu ldquoMechanical properties ofhigh performance concrete reinforced with basalt fiber andpolypropylene fiberrdquo Construction and Building Materialsvol 197 pp 464ndash473 2019

[42] M E Arslan ldquoEffects of basalt and glass chopped fibersaddition on fracture energy and mechanical properties ofordinary concrete CMOD measurementrdquo Construction andBuilding Materials vol 114 pp 383ndash391 2016

[43] Y Zheng P Zhang Y Cai Z Jin and EMoshtagh ldquoCrackingresistance and mechanical properties of basalt fibers rein-forced cement-stabilized macadamrdquo Composites Part B En-gineering vol 165 pp 312ndash334 2019

[44] J Branston S Das S Y Kenno and C Taylor ldquoMechanicalbehaviour of basalt fibre reinforced concreterdquo Constructionand Building Materials vol 124 pp 878ndash886 2016

[45] V Ramakrishnan N S Tolmare and V B Brik NCHRP-IDEA Project 45 Performance Evaluation of Basalt Fibers andComposite Rebars as Concrete Reinforcement TransportationResearch Board National Research Council WashingtonDC USA 1998

[46] T Ayub N Shafiq and S U Khan ldquoCompressive stress-strainbehavior of HSFRC reinforced with basalt fibersrdquo Journal ofMaterials in Civil Engineering vol 28 no 4 Article ID06015014 2015

[47] W Li and J Xu ldquoMechanical properties of basalt fiberreinforced geopolymeric concrete under impact loadingrdquoMaterials Science and Engineering A vol 505 no 1-2pp 178ndash186 2009

[48] M El-Gelani C M High S H Rizkalla and E A AbdallaldquoEffects of basalt fibres on mechanical properties of concreterdquoMATEC Web of Conferences vol 149 Article ID 01028 2018

[49] X Wang ldquoExperimental study on bearing capacity of rein-forced basalt fiber reinforced concrete and basalt fiber rein-forced concrete-filled steel tube compressed memberrdquoChangsha University of Science amp Technology ChangshaChina Ph D dissertation 2017

[50] ASTM C143 Standard Test Method for Slump of Hydraulic-Cement Concrete ASTM C143 West Conshohocken PAUSA 2012


[51] JTG E51-2009 Test Method of Material Stabilized with In-organic Binders for Highway Engineering China communi-cation press Beijing China 2009

[52] CSA (Canadian Standards Association) A231A232 Con-crete Materials and Methods of Concrete ConstructiontestMethods and Standard Practices for concrete CanadianStandards Association Toronto Canada 2009

[53] ASTM C78 Standard Test Method for Flexural Strength ofConcrete (Using Simple Beam with ird-point Loading)ASTM C78 West Conshohocken PA USA 2010

[54] JTG E30-2005 Test Method of Cement and Concrete forHighway Engineering China communication press BeijingChina 2005

[55] GBT50082-2009 Standard for Test Methods of Long-TermPerformance and Durability of Ordinary Concrete ChinaArchitectureamp Building Press Beijing China 2009


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Journal ofNanomaterials

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steel fiber reinforced concrete (SFRC) has a low strength-to-weight ratio weaker corrosion resistance and fiber balling athigh dosages 1us glass fiber is a good alternative Glassfiber reinforced concrete (GFRC) has been used extensivelyto produce thin lightweight structural elements [26] ButGFRC may be easily degraded in the alkaline environment ofconcrete Although carbon fiber is chemically inert andstiffer the cost is too high for common engineering appli-cations In terms of synthetic fibers like polymeric fiber theirlow elastic modulus low melting point and poor interfacialbonding with inorganic matrices limited their applications[27]

Basalt fiber (BF) is extruded from melted basalt rockwith environmentally friendly and nonhazardous natureand is currently available commercially [28 29] 1e BFshave better tensile strength but cheaper than the E-glassfibers In addition in comparison with carbon fibers the BFshave good resistance to chemical attack impact load and fireand greater failure strain [30] In comparison with syntheticfibers such as polypropylene fibers and polyvinyl alcoholfibers the BFs have higher elastic modulus In all BFpossesses excellent physical and mechanical properties in-cluding high chemical stability [31] noncombustible andnonexplosive nature [32] resistance to high temperature[29] and high strength and durability [32ndash34] 1ese fa-vorable characteristics qualify BF to be a good alternative tosteel glass carbon or aramid fiber as a reinforcing materialfor enhancing mechanical properties of plain concrete[35 36] In addition the availability of surplus raw materialsand the low production cost of basalt fiber increase itswidespread utilization as a concrete reinforcing material

For the past decade or so the majority of publishedresearch studies related to the use of basalt fiber reinforcedconcrete (BFRC) have focused mainly on identifying thefundamental physical and mechanical properties 1e effectof basalt fiber utilization on the workability of concrete hasbeen investigated by Borhan [37] and Zeynep and Mustafa[38] they concluded that the increase in the percentage offiber volume leads to a reduction in the slump resulting inthe decrease of the workability which was the same as othertype FRCs

Considering BFRC tensile strength and crack resistancethe effect of different lengths of BF [39 40] inclusion dosage[4 41 42 43] and different types (bundle dispersion fibersandminibars) [44] were investigated Results of these studiesindicated that the increase in the length and fiber dosage ofbasalt fibers causes a rise in the tensile strength both types ofbasalt fibers increase precracking strength but only minibarsenhance the postcracking behavior

As for the flexural modulus and strength the addition ofbasalt fibers can improve the flexural strength even at lowcontents [34 43] as well the flexural toughness especiallywhen large fiber volume fractions are used [45]

1e effect of the addition of basalt fibers on the staticcompressive strength of normal concrete [34 37 39 42] andhigh-strength concrete [4 46] as well as on the dynamiccompressive strength of concrete [47] has been investigatedextensively over the past few years Borhan [37] showed thatthe compressive strength of concrete is increased with

increasing the content of basalt fiber up to 03 and thisenhancement gradually decreases by the further increase offiber volume fraction However Ma et al [39] highlightedthat the variation in content (01sim03) and length ofpresoaked basalt fiber does not induce an increase at thecompressive strength of concrete Results of several studies(eg [42 43 47 48]) also found that the effect of fiberaddition (002sim01 [42] 004sim04 [43] 01sim03 [47]01 [48]) on the compressive strength and modulus ofelasticity of the mixtures is insignificant In contrast Kabay[34] found that the inclusion of BF (007sim014) in concreteresulted in a decrease in the compressive strength1ereforethe effect of basalt fiber on the compressive strength is stillnot clear based on the conclusions drawn by several researchstudies

Based on the literature review one can see that there islimited number of studies that address the influence of basicparameters such as (i) fiber volume fraction and fiber lengthon both physical and mechanical properties of BFRC (ii) thequantitative relationship between mechanical properties ofdifferent basalt fiber lengths and fiber content and (iii) theearly shrinkage cracking resistance of BFRC Accordinglythe main objective of this investigation is to study the effectof the fundamental parameters namely fiber volumefraction and BF length on the mechanical behavior of BFRCas compared with that of plain concrete In addition thisstudy aims at identifying the reasonable basalt fiber lengthand fiber contents that could significantly enhance the plainconcrete mechanical properties 1e fundamental propertiesof BFRC such as slump flexural strength compressivestrength splitting tensile strength and early shrinkagecracking resistance are assessed and analyzed

2 Materials and Sample Preparation

21 Materials In this study ordinary Portland cement (PO425) is used for fabricating test specimens evaluated in thisstudy Table 1 presents chemical compositions and somephysical properties of Portland cement Gravel with a di-ameter of 5ndash10mm and 10ndash25mm are mixed with the ratioof 2 3 with a crushing value of 105 1e fine aggregate usedin the mixes was in the form of sand with a fineness modulusof 285 In all mixes tap water without any water reducer isused Short-cut basalt fibers with different lengths (L) in-cluding 120mm 180mm 240mm 300mm and 360mmare chosen and provided by Zhengjiang GBF Basalt FiberCo LTD [49] (refer to Figure 1) 1e diameter of basaltfibers used in this study is 17 μm the density is 2650 kgm3and the tensile strength and Youngrsquos modulus are 3000MPaand 900GPa respectively

22 Mix Proportions and Test Samples In order to evaluatethe influence of adding different fiber volume fractions andbasalt fiber length on the mechanical properties of plainconcrete (PC) with different design compressive strength(300 400 and 500MPa) several different test mix pro-portions were designed and evaluated 1e basalt fibers arenonmetallic fibers and when using high fiber volume











(a) (b) (c) (d) (e)




MoR 3PL

2bd2(1)



f 2P

πa2(2)






α N

A

β 12N

1113944

N

1wimaxLi

c α middot β

(3)






Item Strength(Nmm2)

Cement(kgm3)

Water(kgm3)


No 1 C30 355 195 703 1147No 2 C40 398 195 614 1193No 3 C50 487 195 584 1134





Table 3 Test matrix








20

1 Top press plate


4


R75


5 Test sample


50800

600

5057

8020

ang901 2 4 6 73 5






000 005 010 015 020 025 030 035 040 04510

15

20

25

30

35

40

BF 30-12-040

BF 30-12-030

BF 30-12-025BF 30-12-020

BF 30-12-015

BF 30-12-010

BF 30-12-005

Slum

p (m

m)

Fiber volume ()

12 mm filament

PC30

(a)

10

15

20

25

30

35

40

Slum

p (m

m)

0 6 12 18 24 30 36

BF 30-36-015

BF 30-30-015

BF 30-24-015

BF 30-18-015

BF 30-12-015

Fiber length (mm)

015 volume

PC30

(b)


0 6 12 18 24 30 3620

25

30

35

40

45

50

BF 30-36-075(01)

BF 30-30-075(01)BF 30-24-075(01)

BF 30-18-075(01)

7d CS-00757d CS-01

28d CS-007528d CS-01

Com

pres

sive s

tren

gth

(MPa

)

Fiber length (mm)

PC30

BF 30-12-01

(a)

20

25

30

35

40

45

50

Com

pres

sive s

tren

gth

(MPa

)

0 6 12 18 24 30 36Fiber length (mm)

BF 40-36-075(01)

BF 40-30-075(01)

BF 40-24-075(01)

BF 40-18-075(01)

BF 40-12-075(01)

7d CS-00757d CS-010

28d CS-007528d CS-010

PC40

(b)








000 005 010 015 020 025 030 035 040 04520

25

30

35

40

45

50

BF 30-12(24)-04

BF 30-12(24)-03

BF 30-12(24)-025

BF 30-12(24)-02BF 30-12(24)-015

BF 30-12(24)-01



Com

pres

sive s

tren

gth

(MPa

)

Fiber volume ()

PC30

BF 30-24-005

(a)

20

25

30

35

40

45

50

Com

pres

sive s

tren

gth

(MPa

)

000 005 010 015 020 025 030 035 040 045Fiber volume ()

BF 40-12(24)-04

BF 40-12(24)-03

BF 40-12(24)-025

BF 40-12(24)-02

BF 40-12(24)-015

BF 40-12(24)-01


PC40

BF 40-12(24)-0075

(b)









0 6 12 18 24 30 3645

50

55

60

65

70

BF 30-36-01(015)

BF 30-30-01(015)

BF 30-24-01(015)

BF 30-18-01(015)

BF 30-12-01(015)

28d MoR-01028d MoR-015

Mod

ulus

of r

uptu

re (M

Pa)

Fiber length (mm)

PC30


000 005 010 015 020 025 030 035 04045

50

55

60

65

70

BF 30-12(24)-03

BF 30-12(24)-025

BF 30-12(24)-02

BF 30-12(24)-015

BF 30-12(24)-01

BF 30-12(24)-0075


Mod

ulus

of r

uptu

re (M

Pa)

Fiber volume ()

PC30


0 6 12 18 24 30 3630

35

40

45

50

55

BF 30-30-01(015)

BF 30-36-01(015)BF 30-24-01(015)

BF 30-18-01(015)

BF 30-12-01(015)

28d STS-01028d STS-015

Split

ting

tens

ile st

reng

th (M

Pa)

Fiber length (mm)

PC30









30

35

40

45

50

55

Split

ting

tens

ile st

reng

th (M

Pa)

000 005 010 015 020 025 030 035 040 045

BF 30-12(24)-04

BF 30-12(24)-03

BF 30-12(24)-025

BF 30-12(24)-02

BF 30-12(24)-015

BF 30-12(24)-01

BF 30-12(24)-0075

Fiber volume ()

PC30









PC30 0 004 018 032 064 031 022 01BF 30-12-005 12 004 008 mdash 032 013 mdash 01

BF 30-18-005 18 005 mdash 028 013 mdash 01 004

BF 30-24-005 24 012 mdash 026 mdash 042 014 01

BF 30-30-005 30 mdash 02 mdash 044 021 01 012

BF 30-36-005 36 mdash 005 012 058 018 016 018








CLmax = 567mm

CWmax = 064mm

(a)

CLmax = 480mm

CWmax = 032mm

(b)

CLmax = 469mm

CWmax = 028mm

(c)

CLmax = 398mm

CWmax = 042mm

(d)

CLmax = 574mm

CWmax = 044mm

(e)

CLmax = 590mm

CWmax = 058mm

(f )







0 12 18 24 30 3600

02

04

06

08

10

Crac

k re

sista

nce i

ndic

es ra

tio

Fiber length (mm)

αβγ





1 2 3 4 5 6 7PC30 0 483 567 502 468 545 407 502BF 30-18-005 005 204 0 327 469 0 401 163

BF 30-18-010 010 134 0 57 379 0 0 275






PC30 0 004 018 022 064 031 012 01BF 30-18-005 005 005 mdash 028 013 mdash 01 004







CLmax = 567mm

CWmax = 064mm

(a)

CLmax = 469mm

CWmax = 028mm

(b)


(c)


(d)

(e)


00

02

04

06

08

10

Crac

k re

sista

nce i

ndic

es ra

tio

αβγ

0 005 01 015 02Fiber volume ()

No crack











CLmax = 469mm

CWmax = 028mm

(a)

CWmax = 016mm

CLmax = 313mm

(b)

CLmax = 301mm

CWmax = 012mm

(c)




5 Conclusions






Data Availability




Acknowledgments



References





























































Advances in



Journal of

Chemistry















Journal of





Volume 2018









Journal of


Na

nom

ate

ria

ls













(a) (b) (c) (d) (e)




MoR 3PL

2bd2(1)



f 2P

πa2(2)






α N

A

β 12N

1113944

N

1wimaxLi

c α middot β

(3)






Item Strength(Nmm2)

Cement(kgm3)

Water(kgm3)


No 1 C30 355 195 703 1147No 2 C40 398 195 614 1193No 3 C50 487 195 584 1134





Table 3 Test matrix








20

1 Top press plate


4


R75


5 Test sample


50800

600

5057

8020

ang901 2 4 6 73 5






000 005 010 015 020 025 030 035 040 04510

15

20

25

30

35

40

BF 30-12-040

BF 30-12-030

BF 30-12-025BF 30-12-020

BF 30-12-015

BF 30-12-010

BF 30-12-005

Slum

p (m

m)

Fiber volume ()

12 mm filament

PC30

(a)

10

15

20

25

30

35

40

Slum

p (m

m)

0 6 12 18 24 30 36

BF 30-36-015

BF 30-30-015

BF 30-24-015

BF 30-18-015

BF 30-12-015

Fiber length (mm)

015 volume

PC30

(b)


0 6 12 18 24 30 3620

25

30

35

40

45

50

BF 30-36-075(01)

BF 30-30-075(01)BF 30-24-075(01)

BF 30-18-075(01)

7d CS-00757d CS-01

28d CS-007528d CS-01

Com

pres

sive s

tren

gth

(MPa

)

Fiber length (mm)

PC30

BF 30-12-01

(a)

20

25

30

35

40

45

50

Com

pres

sive s

tren

gth

(MPa

)

0 6 12 18 24 30 36Fiber length (mm)

BF 40-36-075(01)

BF 40-30-075(01)

BF 40-24-075(01)

BF 40-18-075(01)

BF 40-12-075(01)

7d CS-00757d CS-010

28d CS-007528d CS-010

PC40

(b)








000 005 010 015 020 025 030 035 040 04520

25

30

35

40

45

50

BF 30-12(24)-04

BF 30-12(24)-03

BF 30-12(24)-025

BF 30-12(24)-02BF 30-12(24)-015

BF 30-12(24)-01



Com

pres

sive s

tren

gth

(MPa

)

Fiber volume ()

PC30

BF 30-24-005

(a)

20

25

30

35

40

45

50

Com

pres

sive s

tren

gth

(MPa

)

000 005 010 015 020 025 030 035 040 045Fiber volume ()

BF 40-12(24)-04

BF 40-12(24)-03

BF 40-12(24)-025

BF 40-12(24)-02

BF 40-12(24)-015

BF 40-12(24)-01


PC40

BF 40-12(24)-0075

(b)









0 6 12 18 24 30 3645

50

55

60

65

70

BF 30-36-01(015)

BF 30-30-01(015)

BF 30-24-01(015)

BF 30-18-01(015)

BF 30-12-01(015)

28d MoR-01028d MoR-015

Mod

ulus

of r

uptu

re (M

Pa)

Fiber length (mm)

PC30


000 005 010 015 020 025 030 035 04045

50

55

60

65

70

BF 30-12(24)-03

BF 30-12(24)-025

BF 30-12(24)-02

BF 30-12(24)-015

BF 30-12(24)-01

BF 30-12(24)-0075


Mod

ulus

of r

uptu

re (M

Pa)

Fiber volume ()

PC30


0 6 12 18 24 30 3630

35

40

45

50

55

BF 30-30-01(015)

BF 30-36-01(015)BF 30-24-01(015)

BF 30-18-01(015)

BF 30-12-01(015)

28d STS-01028d STS-015

Split

ting

tens

ile st

reng

th (M

Pa)

Fiber length (mm)

PC30









30

35

40

45

50

55

Split

ting

tens

ile st

reng

th (M

Pa)

000 005 010 015 020 025 030 035 040 045

BF 30-12(24)-04

BF 30-12(24)-03

BF 30-12(24)-025

BF 30-12(24)-02

BF 30-12(24)-015

BF 30-12(24)-01

BF 30-12(24)-0075

Fiber volume ()

PC30









PC30 0 004 018 032 064 031 022 01BF 30-12-005 12 004 008 mdash 032 013 mdash 01

BF 30-18-005 18 005 mdash 028 013 mdash 01 004

BF 30-24-005 24 012 mdash 026 mdash 042 014 01

BF 30-30-005 30 mdash 02 mdash 044 021 01 012

BF 30-36-005 36 mdash 005 012 058 018 016 018








CLmax = 567mm

CWmax = 064mm

(a)

CLmax = 480mm

CWmax = 032mm

(b)

CLmax = 469mm

CWmax = 028mm

(c)

CLmax = 398mm

CWmax = 042mm

(d)

CLmax = 574mm

CWmax = 044mm

(e)

CLmax = 590mm

CWmax = 058mm

(f )







0 12 18 24 30 3600

02

04

06

08

10

Crac

k re

sista

nce i

ndic

es ra

tio

Fiber length (mm)

αβγ





1 2 3 4 5 6 7PC30 0 483 567 502 468 545 407 502BF 30-18-005 005 204 0 327 469 0 401 163

BF 30-18-010 010 134 0 57 379 0 0 275






PC30 0 004 018 022 064 031 012 01BF 30-18-005 005 005 mdash 028 013 mdash 01 004







CLmax = 567mm

CWmax = 064mm

(a)

CLmax = 469mm

CWmax = 028mm

(b)


(c)


(d)

(e)


00

02

04

06

08

10

Crac

k re

sista

nce i

ndic

es ra

tio

αβγ

0 005 01 015 02Fiber volume ()

No crack











CLmax = 469mm

CWmax = 028mm

(a)

CWmax = 016mm

CLmax = 313mm

(b)

CLmax = 301mm

CWmax = 012mm

(c)




5 Conclusions






Data Availability




Acknowledgments



References





























































Advances in



Journal of

Chemistry















Journal of





Volume 2018









Journal of


Na

nom

ate

ria

ls





MoR 3PL

2bd2(1)



f 2P

πa2(2)






α N

A

β 12N

1113944

N

1wimaxLi

c α middot β

(3)






Item Strength(Nmm2)

Cement(kgm3)

Water(kgm3)


No 1 C30 355 195 703 1147No 2 C40 398 195 614 1193No 3 C50 487 195 584 1134





Table 3 Test matrix








20

1 Top press plate


4


R75


5 Test sample


50800

600

5057

8020

ang901 2 4 6 73 5






000 005 010 015 020 025 030 035 040 04510

15

20

25

30

35

40

BF 30-12-040

BF 30-12-030

BF 30-12-025BF 30-12-020

BF 30-12-015

BF 30-12-010

BF 30-12-005

Slum

p (m

m)

Fiber volume ()

12 mm filament

PC30

(a)

10

15

20

25

30

35

40

Slum

p (m

m)

0 6 12 18 24 30 36

BF 30-36-015

BF 30-30-015

BF 30-24-015

BF 30-18-015

BF 30-12-015

Fiber length (mm)

015 volume

PC30

(b)


0 6 12 18 24 30 3620

25

30

35

40

45

50

BF 30-36-075(01)

BF 30-30-075(01)BF 30-24-075(01)

BF 30-18-075(01)

7d CS-00757d CS-01

28d CS-007528d CS-01

Com

pres

sive s

tren

gth

(MPa

)

Fiber length (mm)

PC30

BF 30-12-01

(a)

20

25

30

35

40

45

50

Com

pres

sive s

tren

gth

(MPa

)

0 6 12 18 24 30 36Fiber length (mm)

BF 40-36-075(01)

BF 40-30-075(01)

BF 40-24-075(01)

BF 40-18-075(01)

BF 40-12-075(01)

7d CS-00757d CS-010

28d CS-007528d CS-010

PC40

(b)








000 005 010 015 020 025 030 035 040 04520

25

30

35

40

45

50

BF 30-12(24)-04

BF 30-12(24)-03

BF 30-12(24)-025

BF 30-12(24)-02BF 30-12(24)-015

BF 30-12(24)-01



Com

pres

sive s

tren

gth

(MPa

)

Fiber volume ()

PC30

BF 30-24-005

(a)

20

25

30

35

40

45

50

Com

pres

sive s

tren

gth

(MPa

)

000 005 010 015 020 025 030 035 040 045Fiber volume ()

BF 40-12(24)-04

BF 40-12(24)-03

BF 40-12(24)-025

BF 40-12(24)-02

BF 40-12(24)-015

BF 40-12(24)-01


PC40

BF 40-12(24)-0075

(b)









0 6 12 18 24 30 3645

50

55

60

65

70

BF 30-36-01(015)

BF 30-30-01(015)

BF 30-24-01(015)

BF 30-18-01(015)

BF 30-12-01(015)

28d MoR-01028d MoR-015

Mod

ulus

of r

uptu

re (M

Pa)

Fiber length (mm)

PC30


000 005 010 015 020 025 030 035 04045

50

55

60

65

70

BF 30-12(24)-03

BF 30-12(24)-025

BF 30-12(24)-02

BF 30-12(24)-015

BF 30-12(24)-01

BF 30-12(24)-0075


Mod

ulus

of r

uptu

re (M

Pa)

Fiber volume ()

PC30


0 6 12 18 24 30 3630

35

40

45

50

55

BF 30-30-01(015)

BF 30-36-01(015)BF 30-24-01(015)

BF 30-18-01(015)

BF 30-12-01(015)

28d STS-01028d STS-015

Split

ting

tens

ile st

reng

th (M

Pa)

Fiber length (mm)

PC30









30

35

40

45

50

55

Split

ting

tens

ile st

reng

th (M

Pa)

000 005 010 015 020 025 030 035 040 045

BF 30-12(24)-04

BF 30-12(24)-03

BF 30-12(24)-025

BF 30-12(24)-02

BF 30-12(24)-015

BF 30-12(24)-01

BF 30-12(24)-0075

Fiber volume ()

PC30









PC30 0 004 018 032 064 031 022 01BF 30-12-005 12 004 008 mdash 032 013 mdash 01

BF 30-18-005 18 005 mdash 028 013 mdash 01 004

BF 30-24-005 24 012 mdash 026 mdash 042 014 01

BF 30-30-005 30 mdash 02 mdash 044 021 01 012

BF 30-36-005 36 mdash 005 012 058 018 016 018








CLmax = 567mm

CWmax = 064mm

(a)

CLmax = 480mm

CWmax = 032mm

(b)

CLmax = 469mm

CWmax = 028mm

(c)

CLmax = 398mm

CWmax = 042mm

(d)

CLmax = 574mm

CWmax = 044mm

(e)

CLmax = 590mm

CWmax = 058mm

(f )







0 12 18 24 30 3600

02

04

06

08

10

Crac

k re

sista

nce i

ndic

es ra

tio

Fiber length (mm)

αβγ





1 2 3 4 5 6 7PC30 0 483 567 502 468 545 407 502BF 30-18-005 005 204 0 327 469 0 401 163

BF 30-18-010 010 134 0 57 379 0 0 275






PC30 0 004 018 022 064 031 012 01BF 30-18-005 005 005 mdash 028 013 mdash 01 004







CLmax = 567mm

CWmax = 064mm

(a)

CLmax = 469mm

CWmax = 028mm

(b)


(c)


(d)

(e)


00

02

04

06

08

10

Crac

k re

sista

nce i

ndic

es ra

tio

αβγ

0 005 01 015 02Fiber volume ()

No crack











CLmax = 469mm

CWmax = 028mm

(a)

CWmax = 016mm

CLmax = 313mm

(b)

CLmax = 301mm

CWmax = 012mm

(c)




5 Conclusions






Data Availability




Acknowledgments



References





























































Advances in



Journal of

Chemistry















Journal of





Volume 2018









Journal of


Na

nom

ate

ria

ls







Table 3 Test matrix








20

1 Top press plate


4


R75


5 Test sample


50800

600

5057

8020

ang901 2 4 6 73 5






000 005 010 015 020 025 030 035 040 04510

15

20

25

30

35

40

BF 30-12-040

BF 30-12-030

BF 30-12-025BF 30-12-020

BF 30-12-015

BF 30-12-010

BF 30-12-005

Slum

p (m

m)

Fiber volume ()

12 mm filament

PC30

(a)

10

15

20

25

30

35

40

Slum

p (m

m)

0 6 12 18 24 30 36

BF 30-36-015

BF 30-30-015

BF 30-24-015

BF 30-18-015

BF 30-12-015

Fiber length (mm)

015 volume

PC30

(b)


0 6 12 18 24 30 3620

25

30

35

40

45

50

BF 30-36-075(01)

BF 30-30-075(01)BF 30-24-075(01)

BF 30-18-075(01)

7d CS-00757d CS-01

28d CS-007528d CS-01

Com

pres

sive s

tren

gth

(MPa

)

Fiber length (mm)

PC30

BF 30-12-01

(a)

20

25

30

35

40

45

50

Com

pres

sive s

tren

gth

(MPa

)

0 6 12 18 24 30 36Fiber length (mm)

BF 40-36-075(01)

BF 40-30-075(01)

BF 40-24-075(01)

BF 40-18-075(01)

BF 40-12-075(01)

7d CS-00757d CS-010

28d CS-007528d CS-010

PC40

(b)








000 005 010 015 020 025 030 035 040 04520

25

30

35

40

45

50

BF 30-12(24)-04

BF 30-12(24)-03

BF 30-12(24)-025

BF 30-12(24)-02BF 30-12(24)-015

BF 30-12(24)-01



Com

pres

sive s

tren

gth

(MPa

)

Fiber volume ()

PC30

BF 30-24-005

(a)

20

25

30

35

40

45

50

Com

pres

sive s

tren

gth

(MPa

)

000 005 010 015 020 025 030 035 040 045Fiber volume ()

BF 40-12(24)-04

BF 40-12(24)-03

BF 40-12(24)-025

BF 40-12(24)-02

BF 40-12(24)-015

BF 40-12(24)-01


PC40

BF 40-12(24)-0075

(b)









0 6 12 18 24 30 3645

50

55

60

65

70

BF 30-36-01(015)

BF 30-30-01(015)

BF 30-24-01(015)

BF 30-18-01(015)

BF 30-12-01(015)

28d MoR-01028d MoR-015

Mod

ulus

of r

uptu

re (M

Pa)

Fiber length (mm)

PC30


000 005 010 015 020 025 030 035 04045

50

55

60

65

70

BF 30-12(24)-03

BF 30-12(24)-025

BF 30-12(24)-02

BF 30-12(24)-015

BF 30-12(24)-01

BF 30-12(24)-0075


Mod

ulus

of r

uptu

re (M

Pa)

Fiber volume ()

PC30


0 6 12 18 24 30 3630

35

40

45

50

55

BF 30-30-01(015)

BF 30-36-01(015)BF 30-24-01(015)

BF 30-18-01(015)

BF 30-12-01(015)

28d STS-01028d STS-015

Split

ting

tens

ile st

reng

th (M

Pa)

Fiber length (mm)

PC30









30

35

40

45

50

55

Split

ting

tens

ile st

reng

th (M

Pa)

000 005 010 015 020 025 030 035 040 045

BF 30-12(24)-04

BF 30-12(24)-03

BF 30-12(24)-025

BF 30-12(24)-02

BF 30-12(24)-015

BF 30-12(24)-01

BF 30-12(24)-0075

Fiber volume ()

PC30









PC30 0 004 018 032 064 031 022 01BF 30-12-005 12 004 008 mdash 032 013 mdash 01

BF 30-18-005 18 005 mdash 028 013 mdash 01 004

BF 30-24-005 24 012 mdash 026 mdash 042 014 01

BF 30-30-005 30 mdash 02 mdash 044 021 01 012

BF 30-36-005 36 mdash 005 012 058 018 016 018








CLmax = 567mm

CWmax = 064mm

(a)

CLmax = 480mm

CWmax = 032mm

(b)

CLmax = 469mm

CWmax = 028mm

(c)

CLmax = 398mm

CWmax = 042mm

(d)

CLmax = 574mm

CWmax = 044mm

(e)

CLmax = 590mm

CWmax = 058mm

(f )







0 12 18 24 30 3600

02

04

06

08

10

Crac

k re

sista

nce i

ndic

es ra

tio

Fiber length (mm)

αβγ





1 2 3 4 5 6 7PC30 0 483 567 502 468 545 407 502BF 30-18-005 005 204 0 327 469 0 401 163

BF 30-18-010 010 134 0 57 379 0 0 275






PC30 0 004 018 022 064 031 012 01BF 30-18-005 005 005 mdash 028 013 mdash 01 004







CLmax = 567mm

CWmax = 064mm

(a)

CLmax = 469mm

CWmax = 028mm

(b)


(c)


(d)

(e)


00

02

04

06

08

10

Crac

k re

sista

nce i

ndic

es ra

tio

αβγ

0 005 01 015 02Fiber volume ()

No crack











CLmax = 469mm

CWmax = 028mm

(a)

CWmax = 016mm

CLmax = 313mm

(b)

CLmax = 301mm

CWmax = 012mm

(c)




5 Conclusions






Data Availability




Acknowledgments



References





























































Advances in



Journal of

Chemistry















Journal of





Volume 2018









Journal of


Na

nom

ate

ria

ls









20

1 Top press plate


4


R75


5 Test sample


50800

600

5057

8020

ang901 2 4 6 73 5






000 005 010 015 020 025 030 035 040 04510

15

20

25

30

35

40

BF 30-12-040

BF 30-12-030

BF 30-12-025BF 30-12-020

BF 30-12-015

BF 30-12-010

BF 30-12-005

Slum

p (m

m)

Fiber volume ()

12 mm filament

PC30

(a)

10

15

20

25

30

35

40

Slum

p (m

m)

0 6 12 18 24 30 36

BF 30-36-015

BF 30-30-015

BF 30-24-015

BF 30-18-015

BF 30-12-015

Fiber length (mm)

015 volume

PC30

(b)


0 6 12 18 24 30 3620

25

30

35

40

45

50

BF 30-36-075(01)

BF 30-30-075(01)BF 30-24-075(01)

BF 30-18-075(01)

7d CS-00757d CS-01

28d CS-007528d CS-01

Com

pres

sive s

tren

gth

(MPa

)

Fiber length (mm)

PC30

BF 30-12-01

(a)

20

25

30

35

40

45

50

Com

pres

sive s

tren

gth

(MPa

)

0 6 12 18 24 30 36Fiber length (mm)

BF 40-36-075(01)

BF 40-30-075(01)

BF 40-24-075(01)

BF 40-18-075(01)

BF 40-12-075(01)

7d CS-00757d CS-010

28d CS-007528d CS-010

PC40

(b)








000 005 010 015 020 025 030 035 040 04520

25

30

35

40

45

50

BF 30-12(24)-04

BF 30-12(24)-03

BF 30-12(24)-025

BF 30-12(24)-02BF 30-12(24)-015

BF 30-12(24)-01



Com

pres

sive s

tren

gth

(MPa

)

Fiber volume ()

PC30

BF 30-24-005

(a)

20

25

30

35

40

45

50

Com

pres

sive s

tren

gth

(MPa

)

000 005 010 015 020 025 030 035 040 045Fiber volume ()

BF 40-12(24)-04

BF 40-12(24)-03

BF 40-12(24)-025

BF 40-12(24)-02

BF 40-12(24)-015

BF 40-12(24)-01


PC40

BF 40-12(24)-0075

(b)









0 6 12 18 24 30 3645

50

55

60

65

70

BF 30-36-01(015)

BF 30-30-01(015)

BF 30-24-01(015)

BF 30-18-01(015)

BF 30-12-01(015)

28d MoR-01028d MoR-015

Mod

ulus

of r

uptu

re (M

Pa)

Fiber length (mm)

PC30


000 005 010 015 020 025 030 035 04045

50

55

60

65

70

BF 30-12(24)-03

BF 30-12(24)-025

BF 30-12(24)-02

BF 30-12(24)-015

BF 30-12(24)-01

BF 30-12(24)-0075


Mod

ulus

of r

uptu

re (M

Pa)

Fiber volume ()

PC30


0 6 12 18 24 30 3630

35

40

45

50

55

BF 30-30-01(015)

BF 30-36-01(015)BF 30-24-01(015)

BF 30-18-01(015)

BF 30-12-01(015)

28d STS-01028d STS-015

Split

ting

tens

ile st

reng

th (M

Pa)

Fiber length (mm)

PC30









30

35

40

45

50

55

Split

ting

tens

ile st

reng

th (M

Pa)

000 005 010 015 020 025 030 035 040 045

BF 30-12(24)-04

BF 30-12(24)-03

BF 30-12(24)-025

BF 30-12(24)-02

BF 30-12(24)-015

BF 30-12(24)-01

BF 30-12(24)-0075

Fiber volume ()

PC30









PC30 0 004 018 032 064 031 022 01BF 30-12-005 12 004 008 mdash 032 013 mdash 01

BF 30-18-005 18 005 mdash 028 013 mdash 01 004

BF 30-24-005 24 012 mdash 026 mdash 042 014 01

BF 30-30-005 30 mdash 02 mdash 044 021 01 012

BF 30-36-005 36 mdash 005 012 058 018 016 018








CLmax = 567mm

CWmax = 064mm

(a)

CLmax = 480mm

CWmax = 032mm

(b)

CLmax = 469mm

CWmax = 028mm

(c)

CLmax = 398mm

CWmax = 042mm

(d)

CLmax = 574mm

CWmax = 044mm

(e)

CLmax = 590mm

CWmax = 058mm

(f )







0 12 18 24 30 3600

02

04

06

08

10

Crac

k re

sista

nce i

ndic

es ra

tio

Fiber length (mm)

αβγ





1 2 3 4 5 6 7PC30 0 483 567 502 468 545 407 502BF 30-18-005 005 204 0 327 469 0 401 163

BF 30-18-010 010 134 0 57 379 0 0 275






PC30 0 004 018 022 064 031 012 01BF 30-18-005 005 005 mdash 028 013 mdash 01 004







CLmax = 567mm

CWmax = 064mm

(a)

CLmax = 469mm

CWmax = 028mm

(b)


(c)


(d)

(e)


00

02

04

06

08

10

Crac

k re

sista

nce i

ndic

es ra

tio

αβγ

0 005 01 015 02Fiber volume ()

No crack











CLmax = 469mm

CWmax = 028mm

(a)

CWmax = 016mm

CLmax = 313mm

(b)

CLmax = 301mm

CWmax = 012mm

(c)




5 Conclusions






Data Availability




Acknowledgments



References





























































Advances in



Journal of

Chemistry















Journal of





Volume 2018









Journal of


Na

nom

ate

ria

ls







000 005 010 015 020 025 030 035 040 04510

15

20

25

30

35

40

BF 30-12-040

BF 30-12-030

BF 30-12-025BF 30-12-020

BF 30-12-015

BF 30-12-010

BF 30-12-005

Slum

p (m

m)

Fiber volume ()

12 mm filament

PC30

(a)

10

15

20

25

30

35

40

Slum

p (m

m)

0 6 12 18 24 30 36

BF 30-36-015

BF 30-30-015

BF 30-24-015

BF 30-18-015

BF 30-12-015

Fiber length (mm)

015 volume

PC30

(b)


0 6 12 18 24 30 3620

25

30

35

40

45

50

BF 30-36-075(01)

BF 30-30-075(01)BF 30-24-075(01)

BF 30-18-075(01)

7d CS-00757d CS-01

28d CS-007528d CS-01

Com

pres

sive s

tren

gth

(MPa

)

Fiber length (mm)

PC30

BF 30-12-01

(a)

20

25

30

35

40

45

50

Com

pres

sive s

tren

gth

(MPa

)

0 6 12 18 24 30 36Fiber length (mm)

BF 40-36-075(01)

BF 40-30-075(01)

BF 40-24-075(01)

BF 40-18-075(01)

BF 40-12-075(01)

7d CS-00757d CS-010

28d CS-007528d CS-010

PC40

(b)








000 005 010 015 020 025 030 035 040 04520

25

30

35

40

45

50

BF 30-12(24)-04

BF 30-12(24)-03

BF 30-12(24)-025

BF 30-12(24)-02BF 30-12(24)-015

BF 30-12(24)-01



Com

pres

sive s

tren

gth

(MPa

)

Fiber volume ()

PC30

BF 30-24-005

(a)

20

25

30

35

40

45

50

Com

pres

sive s

tren

gth

(MPa

)

000 005 010 015 020 025 030 035 040 045Fiber volume ()

BF 40-12(24)-04

BF 40-12(24)-03

BF 40-12(24)-025

BF 40-12(24)-02

BF 40-12(24)-015

BF 40-12(24)-01


PC40

BF 40-12(24)-0075

(b)









0 6 12 18 24 30 3645

50

55

60

65

70

BF 30-36-01(015)

BF 30-30-01(015)

BF 30-24-01(015)

BF 30-18-01(015)

BF 30-12-01(015)

28d MoR-01028d MoR-015

Mod

ulus

of r

uptu

re (M

Pa)

Fiber length (mm)

PC30


000 005 010 015 020 025 030 035 04045

50

55

60

65

70

BF 30-12(24)-03

BF 30-12(24)-025

BF 30-12(24)-02

BF 30-12(24)-015

BF 30-12(24)-01

BF 30-12(24)-0075


Mod

ulus

of r

uptu

re (M

Pa)

Fiber volume ()

PC30


0 6 12 18 24 30 3630

35

40

45

50

55

BF 30-30-01(015)

BF 30-36-01(015)BF 30-24-01(015)

BF 30-18-01(015)

BF 30-12-01(015)

28d STS-01028d STS-015

Split

ting

tens

ile st

reng

th (M

Pa)

Fiber length (mm)

PC30









30

35

40

45

50

55

Split

ting

tens

ile st

reng

th (M

Pa)

000 005 010 015 020 025 030 035 040 045

BF 30-12(24)-04

BF 30-12(24)-03

BF 30-12(24)-025

BF 30-12(24)-02

BF 30-12(24)-015

BF 30-12(24)-01

BF 30-12(24)-0075

Fiber volume ()

PC30









PC30 0 004 018 032 064 031 022 01BF 30-12-005 12 004 008 mdash 032 013 mdash 01

BF 30-18-005 18 005 mdash 028 013 mdash 01 004

BF 30-24-005 24 012 mdash 026 mdash 042 014 01

BF 30-30-005 30 mdash 02 mdash 044 021 01 012

BF 30-36-005 36 mdash 005 012 058 018 016 018








CLmax = 567mm

CWmax = 064mm

(a)

CLmax = 480mm

CWmax = 032mm

(b)

CLmax = 469mm

CWmax = 028mm

(c)

CLmax = 398mm

CWmax = 042mm

(d)

CLmax = 574mm

CWmax = 044mm

(e)

CLmax = 590mm

CWmax = 058mm

(f )







0 12 18 24 30 3600

02

04

06

08

10

Crac

k re

sista

nce i

ndic

es ra

tio

Fiber length (mm)

αβγ





1 2 3 4 5 6 7PC30 0 483 567 502 468 545 407 502BF 30-18-005 005 204 0 327 469 0 401 163

BF 30-18-010 010 134 0 57 379 0 0 275






PC30 0 004 018 022 064 031 012 01BF 30-18-005 005 005 mdash 028 013 mdash 01 004







CLmax = 567mm

CWmax = 064mm

(a)

CLmax = 469mm

CWmax = 028mm

(b)


(c)


(d)

(e)


00

02

04

06

08

10

Crac

k re

sista

nce i

ndic

es ra

tio

αβγ

0 005 01 015 02Fiber volume ()

No crack











CLmax = 469mm

CWmax = 028mm

(a)

CWmax = 016mm

CLmax = 313mm

(b)

CLmax = 301mm

CWmax = 012mm

(c)




5 Conclusions






Data Availability




Acknowledgments



References





























































Advances in



Journal of

Chemistry















Journal of





Volume 2018









Journal of


Na

nom

ate

ria

ls









000 005 010 015 020 025 030 035 040 04520

25

30

35

40

45

50

BF 30-12(24)-04

BF 30-12(24)-03

BF 30-12(24)-025

BF 30-12(24)-02BF 30-12(24)-015

BF 30-12(24)-01



Com

pres

sive s

tren

gth

(MPa

)

Fiber volume ()

PC30

BF 30-24-005

(a)

20

25

30

35

40

45

50

Com

pres

sive s

tren

gth

(MPa

)

000 005 010 015 020 025 030 035 040 045Fiber volume ()

BF 40-12(24)-04

BF 40-12(24)-03

BF 40-12(24)-025

BF 40-12(24)-02

BF 40-12(24)-015

BF 40-12(24)-01


PC40

BF 40-12(24)-0075

(b)









0 6 12 18 24 30 3645

50

55

60

65

70

BF 30-36-01(015)

BF 30-30-01(015)

BF 30-24-01(015)

BF 30-18-01(015)

BF 30-12-01(015)

28d MoR-01028d MoR-015

Mod

ulus

of r

uptu

re (M

Pa)

Fiber length (mm)

PC30


000 005 010 015 020 025 030 035 04045

50

55

60

65

70

BF 30-12(24)-03

BF 30-12(24)-025

BF 30-12(24)-02

BF 30-12(24)-015

BF 30-12(24)-01

BF 30-12(24)-0075


Mod

ulus

of r

uptu

re (M

Pa)

Fiber volume ()

PC30


0 6 12 18 24 30 3630

35

40

45

50

55

BF 30-30-01(015)

BF 30-36-01(015)BF 30-24-01(015)

BF 30-18-01(015)

BF 30-12-01(015)

28d STS-01028d STS-015

Split

ting

tens

ile st

reng

th (M

Pa)

Fiber length (mm)

PC30









30

35

40

45

50

55

Split

ting

tens

ile st

reng

th (M

Pa)

000 005 010 015 020 025 030 035 040 045

BF 30-12(24)-04

BF 30-12(24)-03

BF 30-12(24)-025

BF 30-12(24)-02

BF 30-12(24)-015

BF 30-12(24)-01

BF 30-12(24)-0075

Fiber volume ()

PC30









PC30 0 004 018 032 064 031 022 01BF 30-12-005 12 004 008 mdash 032 013 mdash 01

BF 30-18-005 18 005 mdash 028 013 mdash 01 004

BF 30-24-005 24 012 mdash 026 mdash 042 014 01

BF 30-30-005 30 mdash 02 mdash 044 021 01 012

BF 30-36-005 36 mdash 005 012 058 018 016 018








CLmax = 567mm

CWmax = 064mm

(a)

CLmax = 480mm

CWmax = 032mm

(b)

CLmax = 469mm

CWmax = 028mm

(c)

CLmax = 398mm

CWmax = 042mm

(d)

CLmax = 574mm

CWmax = 044mm

(e)

CLmax = 590mm

CWmax = 058mm

(f )







0 12 18 24 30 3600

02

04

06

08

10

Crac

k re

sista

nce i

ndic

es ra

tio

Fiber length (mm)

αβγ





1 2 3 4 5 6 7PC30 0 483 567 502 468 545 407 502BF 30-18-005 005 204 0 327 469 0 401 163

BF 30-18-010 010 134 0 57 379 0 0 275






PC30 0 004 018 022 064 031 012 01BF 30-18-005 005 005 mdash 028 013 mdash 01 004







CLmax = 567mm

CWmax = 064mm

(a)

CLmax = 469mm

CWmax = 028mm

(b)


(c)


(d)

(e)


00

02

04

06

08

10

Crac

k re

sista

nce i

ndic

es ra

tio

αβγ

0 005 01 015 02Fiber volume ()

No crack











CLmax = 469mm

CWmax = 028mm

(a)

CWmax = 016mm

CLmax = 313mm

(b)

CLmax = 301mm

CWmax = 012mm

(c)




5 Conclusions






Data Availability




Acknowledgments



References





























































Advances in



Journal of

Chemistry















Journal of





Volume 2018









Journal of


Na

nom

ate

ria

ls










0 6 12 18 24 30 3645

50

55

60

65

70

BF 30-36-01(015)

BF 30-30-01(015)

BF 30-24-01(015)

BF 30-18-01(015)

BF 30-12-01(015)

28d MoR-01028d MoR-015

Mod

ulus

of r

uptu

re (M

Pa)

Fiber length (mm)

PC30


000 005 010 015 020 025 030 035 04045

50

55

60

65

70

BF 30-12(24)-03

BF 30-12(24)-025

BF 30-12(24)-02

BF 30-12(24)-015

BF 30-12(24)-01

BF 30-12(24)-0075


Mod

ulus

of r

uptu

re (M

Pa)

Fiber volume ()

PC30


0 6 12 18 24 30 3630

35

40

45

50

55

BF 30-30-01(015)

BF 30-36-01(015)BF 30-24-01(015)

BF 30-18-01(015)

BF 30-12-01(015)

28d STS-01028d STS-015

Split

ting

tens

ile st

reng

th (M

Pa)

Fiber length (mm)

PC30









30

35

40

45

50

55

Split

ting

tens

ile st

reng

th (M

Pa)

000 005 010 015 020 025 030 035 040 045

BF 30-12(24)-04

BF 30-12(24)-03

BF 30-12(24)-025

BF 30-12(24)-02

BF 30-12(24)-015

BF 30-12(24)-01

BF 30-12(24)-0075

Fiber volume ()

PC30









PC30 0 004 018 032 064 031 022 01BF 30-12-005 12 004 008 mdash 032 013 mdash 01

BF 30-18-005 18 005 mdash 028 013 mdash 01 004

BF 30-24-005 24 012 mdash 026 mdash 042 014 01

BF 30-30-005 30 mdash 02 mdash 044 021 01 012

BF 30-36-005 36 mdash 005 012 058 018 016 018








CLmax = 567mm

CWmax = 064mm

(a)

CLmax = 480mm

CWmax = 032mm

(b)

CLmax = 469mm

CWmax = 028mm

(c)

CLmax = 398mm

CWmax = 042mm

(d)

CLmax = 574mm

CWmax = 044mm

(e)

CLmax = 590mm

CWmax = 058mm

(f )







0 12 18 24 30 3600

02

04

06

08

10

Crac

k re

sista

nce i

ndic

es ra

tio

Fiber length (mm)

αβγ





1 2 3 4 5 6 7PC30 0 483 567 502 468 545 407 502BF 30-18-005 005 204 0 327 469 0 401 163

BF 30-18-010 010 134 0 57 379 0 0 275






PC30 0 004 018 022 064 031 012 01BF 30-18-005 005 005 mdash 028 013 mdash 01 004







CLmax = 567mm

CWmax = 064mm

(a)

CLmax = 469mm

CWmax = 028mm

(b)


(c)


(d)

(e)


00

02

04

06

08

10

Crac

k re

sista

nce i

ndic

es ra

tio

αβγ

0 005 01 015 02Fiber volume ()

No crack











CLmax = 469mm

CWmax = 028mm

(a)

CWmax = 016mm

CLmax = 313mm

(b)

CLmax = 301mm

CWmax = 012mm

(c)




5 Conclusions






Data Availability




Acknowledgments



References





























































Advances in



Journal of

Chemistry















Journal of





Volume 2018









Journal of


Na

nom

ate

ria

ls










30

35

40

45

50

55

Split

ting

tens

ile st

reng

th (M

Pa)

000 005 010 015 020 025 030 035 040 045

BF 30-12(24)-04

BF 30-12(24)-03

BF 30-12(24)-025

BF 30-12(24)-02

BF 30-12(24)-015

BF 30-12(24)-01

BF 30-12(24)-0075

Fiber volume ()

PC30









PC30 0 004 018 032 064 031 022 01BF 30-12-005 12 004 008 mdash 032 013 mdash 01

BF 30-18-005 18 005 mdash 028 013 mdash 01 004

BF 30-24-005 24 012 mdash 026 mdash 042 014 01

BF 30-30-005 30 mdash 02 mdash 044 021 01 012

BF 30-36-005 36 mdash 005 012 058 018 016 018








CLmax = 567mm

CWmax = 064mm

(a)

CLmax = 480mm

CWmax = 032mm

(b)

CLmax = 469mm

CWmax = 028mm

(c)

CLmax = 398mm

CWmax = 042mm

(d)

CLmax = 574mm

CWmax = 044mm

(e)

CLmax = 590mm

CWmax = 058mm

(f )







0 12 18 24 30 3600

02

04

06

08

10

Crac

k re

sista

nce i

ndic

es ra

tio

Fiber length (mm)

αβγ





1 2 3 4 5 6 7PC30 0 483 567 502 468 545 407 502BF 30-18-005 005 204 0 327 469 0 401 163

BF 30-18-010 010 134 0 57 379 0 0 275






PC30 0 004 018 022 064 031 012 01BF 30-18-005 005 005 mdash 028 013 mdash 01 004







CLmax = 567mm

CWmax = 064mm

(a)

CLmax = 469mm

CWmax = 028mm

(b)


(c)


(d)

(e)


00

02

04

06

08

10

Crac

k re

sista

nce i

ndic

es ra

tio

αβγ

0 005 01 015 02Fiber volume ()

No crack











CLmax = 469mm

CWmax = 028mm

(a)

CWmax = 016mm

CLmax = 313mm

(b)

CLmax = 301mm

CWmax = 012mm

(c)




5 Conclusions






Data Availability




Acknowledgments



References





























































Advances in



Journal of

Chemistry















Journal of





Volume 2018









Journal of


Na

nom

ate

ria

ls








CLmax = 567mm

CWmax = 064mm

(a)

CLmax = 480mm

CWmax = 032mm

(b)

CLmax = 469mm

CWmax = 028mm

(c)

CLmax = 398mm

CWmax = 042mm

(d)

CLmax = 574mm

CWmax = 044mm

(e)

CLmax = 590mm

CWmax = 058mm

(f )







0 12 18 24 30 3600

02

04

06

08

10

Crac

k re

sista

nce i

ndic

es ra

tio

Fiber length (mm)

αβγ





1 2 3 4 5 6 7PC30 0 483 567 502 468 545 407 502BF 30-18-005 005 204 0 327 469 0 401 163

BF 30-18-010 010 134 0 57 379 0 0 275






PC30 0 004 018 022 064 031 012 01BF 30-18-005 005 005 mdash 028 013 mdash 01 004







CLmax = 567mm

CWmax = 064mm

(a)

CLmax = 469mm

CWmax = 028mm

(b)


(c)


(d)

(e)


00

02

04

06

08

10

Crac

k re

sista

nce i

ndic

es ra

tio

αβγ

0 005 01 015 02Fiber volume ()

No crack











CLmax = 469mm

CWmax = 028mm

(a)

CWmax = 016mm

CLmax = 313mm

(b)

CLmax = 301mm

CWmax = 012mm

(c)




5 Conclusions






Data Availability




Acknowledgments



References





























































Advances in



Journal of

Chemistry















Journal of





Volume 2018









Journal of


Na

nom

ate

ria

ls








0 12 18 24 30 3600

02

04

06

08

10

Crac

k re

sista

nce i

ndic

es ra

tio

Fiber length (mm)

αβγ





1 2 3 4 5 6 7PC30 0 483 567 502 468 545 407 502BF 30-18-005 005 204 0 327 469 0 401 163

BF 30-18-010 010 134 0 57 379 0 0 275






PC30 0 004 018 022 064 031 012 01BF 30-18-005 005 005 mdash 028 013 mdash 01 004







CLmax = 567mm

CWmax = 064mm

(a)

CLmax = 469mm

CWmax = 028mm

(b)


(c)


(d)

(e)


00

02

04

06

08

10

Crac

k re

sista

nce i

ndic

es ra

tio

αβγ

0 005 01 015 02Fiber volume ()

No crack











CLmax = 469mm

CWmax = 028mm

(a)

CWmax = 016mm

CLmax = 313mm

(b)

CLmax = 301mm

CWmax = 012mm

(c)




5 Conclusions






Data Availability




Acknowledgments



References





























































Advances in



Journal of

Chemistry















Journal of





Volume 2018









Journal of


Na

nom

ate

ria

ls




CLmax = 567mm

CWmax = 064mm

(a)

CLmax = 469mm

CWmax = 028mm

(b)


(c)


(d)

(e)


00

02

04

06

08

10

Crac

k re

sista

nce i

ndic

es ra

tio

αβγ

0 005 01 015 02Fiber volume ()

No crack











CLmax = 469mm

CWmax = 028mm

(a)

CWmax = 016mm

CLmax = 313mm

(b)

CLmax = 301mm

CWmax = 012mm

(c)




5 Conclusions






Data Availability




Acknowledgments



References





























































Advances in



Journal of

Chemistry















Journal of





Volume 2018









Journal of


Na

nom

ate

ria

ls












CLmax = 469mm

CWmax = 028mm

(a)

CWmax = 016mm

CLmax = 313mm

(b)

CLmax = 301mm

CWmax = 012mm

(c)




5 Conclusions






Data Availability




Acknowledgments



References





























































Advances in



Journal of

Chemistry















Journal of





Volume 2018









Journal of


Na

nom

ate

ria

ls





5 Conclusions






Data Availability




Acknowledgments



References





























































Advances in



Journal of

Chemistry















Journal of





Volume 2018









Journal of


Na

nom

ate

ria

ls
















































Advances in



Journal of

Chemistry















Journal of





Volume 2018









Journal of


Na

nom

ate

ria

ls




theeffectsoffiberlengthandvolumeonmaterialpropertiesand ... · 2019. 10. 3. ·...

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