behavior of low grade steel fiber reinforced concrete made ...2 advancesincivilengineering the use...

Research ArticleBehavior of Low Grade Steel Fiber ReinforcedConcrete Made with Fresh and Recycled Brick Aggregates

Md Shariful Islam1 andMohammad Al Amin Siddique2

1Department of Civil Engineering World University of Bangladesh Dhaka 1205 Bangladesh2Department of Civil Engineering Bangladesh University of Engineering and Technology Dhaka 1000 Bangladesh

Correspondence should be addressed to Mohammad Al Amin Siddique alamincebuetacbd

Received 7 December 2016 Accepted 16 February 2017 Published 16 March 2017

Academic Editor Arnaud Perrot

Copyright copy 2017 Md Shariful Islam and Mohammad Al Amin Siddique This is an open access article distributed under theCreative Commons Attribution License which permits unrestricted use distribution and reproduction in any medium providedthe original work is properly cited

In recent years recycled aggregates from construction and demolition waste (CDW) have been widely accepted in constructionsectors as the replacement of coarse aggregate in order to minimize the excessive use of natural resources In this paper anexperimental investigation is carried out to observe the influence of low grade steel fiber reinforcements on the stress-strain behaviorof concretemadewith recycled and fresh brick aggregates In addition compressive strength by destructive andnondestructive testssplitting tensile strength and Youngrsquos modulus are determined Hooked end steel wires with 50mm of length and an aspect ratioof 556 are used as fiber reinforcements in a volume fraction of 0 (control case) 050 and 100 in concrete mixes The samegradation of aggregates and water-cement ratio (119908119888 = 044) were used to assess the effect of steel fiber in all these concrete mixesAll tests were conducted at 7 14 and 28 days to perceive the effect of age on differentmechanical propertiesThe experimental resultsshow that around 10sim15 and 40sim60 increase in 28 days compressive strength and tensile strength of steel fiber reinforcedconcrete respectively compared to those of the control case It is observed that the effect of addition of 1 fiber on the concretecompressive strength is little compared to that of 05 steel fiber addition On the other hand strain of concrete at failure of steelfiber reinforced concrete has increased almost twice compared to the control case A simple analytical model is also proposed togenerate the ascending portions of the stress-strain curve of concrete There exists a good correlation between the experimentalresults and the analytical model A relatively ductile failure is observed for the concrete made with low grade steel fibers

1 Introduction

At present steel fiber reinforced concrete (SFRC) is widelyused in many applications such as concrete pavementspatching repair of hydraulic structures overlays thin shellsand precast concrete [1] Plain concrete is relatively brittleand it has low tensile strength typically only around 110thof its compressive strength [2]Therefore steel reinforcementbar is normally used to reinforce the regular concrete Themechanism of randomly distributed discrete discontinuousfibers is to make a bridge across the cracks that provide someductility after cracking [2] If the fibers are strong enoughand sufficiently bonded to the material then they allowfiber reinforced concrete (FRC) to carry notable amount ofstresses over a relatively great rupture strain capacity in thepostcracking stage [3 4] To enhance the energy absorption

capacity and toughness of the materials and increase thetensile shear and flexural strengths of concrete a numberof research studies are available [5ndash9] In addition reductionof the permeability of concrete and thereby alleviation theflow of water were also studied An application of differenttypes of fibers to create higher impact abrasion and shatterresistance in the concrete was also investigated [10ndash12]According to the point of sustainability the use of steelfiber reinforced concrete may increase the environmentalimpact of the plain concrete due to energy consumption andCO2 emissions related to the production and shipping ofthe fibers However fiber reinforced concrete can extend themaintenance free life of the structures and thus reduce theoverall environmental impact of the construction [13] Toenhance the environmental performance of the steel fiberreinforced concrete studies have been conducted regarding

HindawiAdvances in Civil EngineeringVolume 2017 Article ID 1812363 14 pageshttpsdoiorg10115520171812363

2 Advances in Civil Engineering

the use of metal waste recycled fibers as reinforcements[14ndash16] and the use of recycled aggregates to replace thenatural aggregates [17ndash19] Though the use of constructionand demolition waste as recycled aggregates in substitutionof natural aggregate has been vindicated to be a good solutionto reduce the high consumption of natural resources [20 21]the structural behavior of the CDW-concrete is not yet fullylearnt and its use as structural material is limited Regardingthe properties of CDW-concrete it has been reported that theamount of recycled aggregates influences several propertiesof this type of concrete [22 23] Therefore an experimentalstudy has been conducted to understand the behavior ofmechanical properties of low grade steel fiber reinforcedconcrete made with recycled aggregates as well as fresh brickaggregates

For structural analysis as well as design a completestress-strain diagram of a material in compression is neededTo understand the behavior of stress-strain curves moredeeply besides the experimental results an analytical modelis also important For aiding in this a number of empiricalexpressions for the stress-strain curve of normal concretehave been proposed by Wee et al [24] Carreira and Chu[25] Wang et al [26] Popovics [27] Desayi and Krishnan[28] and Hognestad et al [29] However the stress-strainbehavior of steel fiber reinforced concrete is not fully yetunderstood The main problem of these equations is thatthe effect of fiber has not been considered for the parametergiven as constant in the proposed equations Fanella andNaaman [30] developed an analytical expression to predictthe complete stress-strain curve of fiber reinforced mortartaking into consideration the shape of fiber volume fractionand fiber geometry Similar type of equations for the stress-strain curve of SFRC under uniaxial compression of plainconcrete has been proposed by Ezeldin and Balaguru [31]This expression involves a parameter of material 120573 which isto be calculated from the physical properties of the stress-strain diagram of concrete This equation offered to evaluatethe parameter 120573 is for hooked end steel fibers Here 120573 is adimensionless parameter and it depends on the shape of thestress-strain curve In the present study stress-strain behaviorof the steel fiber reinforced concrete was modeled based onthe similar equation used by Ezeldin and Balaguru [31] andNataraja et al [5] and is compared with the obtained results

For the existing structures sometimes it has becomenecessary to assess the strength of concrete for differentstructural members Destructive tests such as core cuttingmay become vulnerable for the critical deficient structuralmembers of structures Nondestructive tests become neces-sity for this case to assess the strength of concrete Thereforeanother objective of this paper is to determine the com-pressive strength of steel fiber reinforced recycled aggregateconcrete by using Rebound hammer tests In summary themain objectives of this paper are to investigate the influence ofaddition of low grade steel fibers on compressive stress-strainbehavior of concrete made with recycled and fresh brickaggregates as well as compressive strength determination bydestructive andnondestructive tests Splitting tensile strengthin addition modulus of elasticity of concrete will be assessedexperimentally In addition stress-strain behavior of steel

Table 1 Physical and chemical properties of the Portland compositecement

Slnumber Properties of cement Value

(1) Initial setting time (min) 110(2) Final setting time (min) 290(3) Compressive strength (MPa) 28 days 31(4) Normal consistency () 2825

(5) Chemical composition

Clinker () 70ndash79Fly ash slaglimestone () 21ndash25

Gypsum () 0ndash5(6) Specific gravity (gcm3) 30

fiber reinforced concrete made with both types of aggregateswill be assessed analytically

2 Experimental Program

The experimental sequence was designed to evaluate themechanical properties of low grade steel fiber reinforcedconcrete using hook end steel fibers Six cases have beenconsidered in the present study to assess the effect of additionof steel fiber on the mechanical properties of SFRC Plainconcrete (control case) is made with fresh bricks and recycledbrick aggregates which are 0 fiber replacements and twocases of steel fiber reinforced concrete with 05 and 1fiber additions A trial mix design is made to check thecompatibility before making the final concrete mix designWater-cement ratio (119908119888) = 044 fine aggregate (sand) tocoarse aggregate ratio (119904119886) = 044 and cement contentof 390 kgm3 are used without any chemical admixture Allspecimens have been tested at the ages of 7 14 and 28 daysto evaluate the effect of age of specimens on the mechanicalproperties of concrete

21 Materials An extensive laboratory testing has beencarried out to obtain the properties of fresh brick aggregaterecycled brick aggregate fine aggregate (sand) cement steelfiber and water which are given in next subsections

211 Cement and Water The physical and chemical prop-erties of used Portland composite cement (CEM IIB-M)are presented in Table 1 The setting time was determinedaccording to the ASTM standard C191 [32] The normalconsistency of cement was measured as per ASTM standardC187 [33] Normal tap water was used in all types of concretemixes

212 Coarse and Fine Aggregates Fresh bricks were col-lected from local market in Dhaka city Dismantled concreteblocks were collected from the structural members (beamscolumns and slabs) of a 5 storied demolished residentialbuilding of 30 years old as shown in Figure 1 The collectedsamples of concrete were broken into small pieces manually

Advances in Civil Engineering 3

Table 2 Properties of aggregates used in the present study

Sl number Name of properties Fresh brick aggregate Recycled brick aggregate Fine aggregate(1) Bulk specific gravity (OD) 183 178 226(2) Bulk specific gravity (SSD) 210 202 240(3) Apparent specific gravity 234 236 253(4) Unit weight (OD) (kgm3) 1000 1096 1573(5) Unit weight (SSD) (kgm3) 1120 1245 1666(6) Absorption capacity () 12 14 586(7) Void content () 4 40 2628(8) Fineness modulus (FM) 591 661 300

(a) (b) (c)

Figure 1 (a) Demolished building (b) block and (c) recycled brick aggregate

to have a size of 19mm downgraded Sand was collected fromthe rivers in Sylhet district of Bangladesh is called ldquoSylhetSandrdquo and was used as fine aggregate Both the aggregateswere then sieved to have a standard grading according toASTM C33-93 [34] The overall moisture states of recycledaggregate may affect the workability and strength of concretedue to the higher absorption capacity compared to the freshaggregates [35] To maintain the saturated surface dry (SSD)condition both aggregates were washed properly to avoid thedust and were dried in the laboratory The oven dry (OD)basis unit weight and SSD basis unit weight as well as voidcontent were determined according to the ASTM C29 [36]Rodding method was used to calculate the unit weight of theaggregates Specific gravity and absorption capacity of boththe aggregates were determined according to ASTM standardC127 [37] Table 2 shows the properties of all aggregates thathave been tested in the laboratory

213 Properties of Low Grade Steel Fiber and Method ofPreparation of Specimens Steel fiber having different sizes ofdiameter is generally found locally in Bangladesh Hookedend steel fiber is used in this study to assess the effect of fiberaddition on both the strength and the ductility of concreteTable 3 shows the properties of fibers that have been tested inthe laboratory In general it is simple and easier to make dif-ferent shapes fiber but it takesmore time to prepare as there is

Table 3 Properties of steel fiber used in the present study

Sl number Name of properties Value(1) Length L (mm) 50(2) Diameter D (mm) 09(3) Aspect ratio (LD) 5556(4) Specific gravity 60(5) Unit weight (kgm3) 6000(6) Tensile strength (MPa) 220

no mechanical setup After collecting the fiber from a localmarket a heavy cutter was used to cut the whole bundle ofwires manually Fiber wire straightening was accomplishedafter cutting the bundle wires The fiber was then cut intosmall pieces as the required length and it was pressed betweentwo spikes sited on a wooden frame to make two bendsat angle of 120∘ Finally the length of fiber was checked toobtain the desired sample size of 50mmThe whole workingprocedure of preparation of steel fiber sample is shown inFigure 2

22 Concrete Mix Proportion The concrete mixes weredivided into two groups plain concrete and steel fiberreinforced concrete Here B SF 0 and RB SF 0mean brick


Table 4 Details of concrete mixes considered in the present study

Sl number Cases Cement (kgm3) Sand (kgm3) Coarse aggregate (kgm3) Water (kgm3) Steel fiber (kgm3)(1) B SF 0 390 7164 798 1716 0(2) B SF 05 390 7164 798 1716 30(3) B SF 1 390 7164 798 1716 60(4) RB SF 0 390 7164 768 1716 0(5) RB SF 05 390 7164 768 1716 30(6) RB SF 1 390 7164 768 1716 60

(a) (b)

(c)

54mm 09mm

120∘

Effective length l = 50mm

Original length = 626mm

(d)

Figure 2 (a) Rolled steel fiber (b) bending of fiber (c) prepared steel fiber and (d) size amp geometry of fiber

aggregate (B) and recycled brick aggregate (RB) concretemade with 0 addition of steel fiber (SF) Similarly 05 or1 represents the concrete made with 05 or 1 additionof steel fiber To observe the effect of SF the same water tocement (119908119888 = 044) ratio and sand to coarse aggregate(119904119886 = 044) ratio were used in all the concrete mixes Inthis study addition of 1 steel fibers by volume will increaseconcrete unit weight by 60 kgm3 Table 4 shows the concretemixes used in the present study

23 Mixing Casting and Curing of Concrete Automatedmixture machine is used for mixing of concrete Speed of

the machine used is 30ndash35 revolutions per minute Toensure the quality strength in the matrix the procedurewhich is followed sequentially for mixing concrete is as (i)addition of the coarse aggregate (ii) addition of 70 of thewater (iii) addition of cement (iv) addition of the remainingportion of water and lastly and (v) addition of the fine aggre-gate Amixing time of 8ndash10minwas used to ensure the homo-geneity of the concrete [5] When fibers are used they aredispersed manually during this period of mixing ingredientsof concrete Figure 3(a) shows the ingredients mixing proce-dure for concrete In this study slump test was conducted tomeasure the workability Slump cone having a dimension of300mm (1210158401015840) in height 100mm (410158401015840) diameter in top and


(a) (b) (c)

Figure 3 (a) Concrete mixing (b) after mixing and (c) slump test

(a)

Specimen

(b) (c)

Figure 4 (a) Compressive strength and stress-strain test (b) tensile strength test and (c) nondestructive test

200mm (810158401015840) diameter in bottom is filled by 3 layers with25 times temping on each layer following ASTM C143 [38]Diameter of the temping rod was 16mm (5810158401015840) Concretespecimens have been properly compacted following the spec-ification of ASTM C 1435-99 [39] Each and every cylindricalspecimen is compacted by the vibrator After compaction ofthese specimens scaling and hammering have been madeto get a void-free surface of the specimens In this studyconcrete cylinder with a dimension of 100mm times 200mm(410158401015840 times 810158401015840) is made as specimens Curing of the specimens iscompletely ensured after the casting Under water curingmethod is applied to ensure adequate moisture and tempera-ture as required specification of ASTM C192C192M-02 [40]Figure 3 shows the mixing and workability measurementprocedure for concrete specimens

24 Testing of Concrete All tests are conducted at the agesof 7 14 and 28 days Crushing strength of concrete andsplitting tensile strength are determined by using UniversalTesting Machine (UTM) of 1000 kN with a loading rate of4 kNsec over the specimens Figures 4(a) and 4(b) showthe procedure of compressive and tensile strength test ofconcrete respectively The cylinder specimen is capped withplastic on the cast face to confirm parallel loading surfacesof the test specimens and is maintained at constant heightfor all cylinder specimens ASTM C39M-03 [41] and ASTMC496M-04 [42] are followed for compressive and tensilestrength tests respectively Nondestructive test are carriedout by Schmidt hammer with and angle of the inclinationis 120572 = minus90∘ A minimum of ten numbers of reading ofnondestructive tests are performed for both the sides of each


specimen as shown in Figure 4(c)The average value obtainedfrom these results is termed as strength of concrete This testis conducted according to ASTM C805 [43] Under theuniaxial loading the relationship between stress and strainof concrete specimen has been developed by Desayi andKrishnan [28] and Carreira and Chu [25] for stone aggregateconcrete depending on the experimental data In this study astrain gauge is used tomeasure the strain of specimen under auniform loading rate The gauge length is used 3 inch Acompressometer prepared with a dial gauges common in thelaboratory is used to collect the deformation over the middlehalf of the cylinder as shown in Figure 4(a)The rate of appliedload is slow and an initial load of around 40 kN is employedand released In addition testing head is lowered slowly toget it in contact with the specimen At this stage the dialgauges are set to zero Load is increased gradually by adjustingthe lever and is controlling the flow of oil simultaneouslyAll deformations have been measured nearly at every 40 kNload improvement [5] Strains and corresponding stresses aremeasured and the average value is reported in the presentstudy Modulus of elasticity concrete is determined for allcases at the strain level of 00005 based on guidelines followedfor plain concrete specimen [44] Since all the specimens aretested in a force-controlled manner postpeak response ofconcrete is not detected in the present study

3 Experimental Results and Discussions

In the present study hardened mechanical properties andfresh concrete properties are determined to perceive thebehavior of recycled brick concrete made with different steelfiber replacements

31 Results of Fresh Concrete Properties In the present studyworkability is determined as a fresh concrete property It isknown thatworkability of concretemadewith recycled aggre-gate is lowdue to the highmoisture absorption capacity Fromthe experimental results it can be said that workability ofsteel fiber RB concrete is lower compared to that of the plainB and RB aggregate concrete and the workability decreaseswith the increase of percentage of fiber replacement as shownin Figure 5

32 Results of Hardened Concrete Properties Total of fivetypes of tests have been conducted in the current study toevaluate the hardened properties of concrete These are asfollows crushing strength of concrete (1198911015840119888 ) by destructive test(DT) concrete compressive strength using Rebound hammer(NDT) tensile strength (119891119905) Youngrsquos modulus (YM) andthe stress-strain (120590-120576) behavior of concrete The results ofexperimental investigation are given in following subsections

321 Concrete Crushing Strength (1198911015840119888 ) Table 5 presents thevalues of concrete crushing strength (1198911015840119888 ) at 7 14 and 28 daysA few enhancements on concrete crushing strength (1198911015840119888 ) areobserved with the increase of SF additions for all tested agesAround 6 to 12 increase in 28 days strength is observedfor 05 addition of SF made with both B and RB On the

00

200

400

600

B RB

Slum

p (m

m)

Plain concreteSF 05SF 1

Figure 5 Workability of concrete

other hand about 8 to 14 enhancement is seen for 1addition of SF made with both B and RB compared to that ofthe control case Effect of aggregate types on compressivestrength of concrete has been shown in Figure 6 It is seenthat all values are sitting above the line of equity and towardsthe compressive strength made with B aggregate In all casesabout 10 to 18 enhancement of strength is observed

322 Concrete Compressive Strength by Using Rebound Ham-mer (119891119899119889119905) The result of investigation using nondestructivetest (NDT) of concrete is shown in Table 5 for the specimenages from 7 to 28 days A significant enhancement is observedfor compressive strength for different fiber additions About20 to 30 increase in 28 days compressive strength isobserved for 05 and 1 SF addition in comparison to thatof the control case made with brick aggregate Similar trendis observed for concrete made with recycled brick aggregatesThe relationship of compressive strength of concrete by usingnondestructive tests (NDT) and destructive test (DT) of steelfiber (SF) reinforced concrete is being proposed as shownin Figure 7 It is obtained that crushing strength of concrete(DT) is 155 times more than that determined by usingnondestructive tests (NDT) From the experimental resultsit is seen that NDT tests provide conservative values forthis case of study Cylinder strength test provides the actualstrength of the concrete specimens To get the actual strengthof concrete NDT values shall be magnified by a factor of 145for the tested concrete The equation will be valid only forthe concrete made with brick recycled brick aggregates andSFRC made up to 1 addition of steel fiber Therefore the


Table5Mechanicalpropertieso

fcon

crete

Mix

Com

pressiv

etest

Indirecttensile

test

Mod

ulus

ofelasticity

Com

pressiv

etest(NDT)

1198911015840 119888(M

Pa)

119891 119905(M

Pa)

119864(G

Pa)

119891 ndt(M

Pa)

7days

14days

28days

7days

14days

28days

7days

14days

28days

7days

14days

28days

PlainCon

crete

BSF

01393

1757

2401

161

216

267

1203

1334

1793

1053

121

122

RBSF

01215

1535

2075

126

194

244

1389

1517

1414

91105

116

Steelfi

ber(SF)reinforcedconcrete

BSF

05

1666

1977

2528

208

246

281

1367

1367

1553

115

132

148

BSF

11721

2109

26231

275

292

1476

1738

1779

127

137

158

RBSF

05

1464

1825

2310

172

226

261

1160

1524

1782

95122

132

RBSF

11524

1923

2358

206

241

266

1585

1694

1967

109

122

137


0

5

10

15

20

25

30

0 5 10 15 20 25 30

Line of equity

Crus

hing

stre

ngth

(f㰀 c)

of B

(MPa

)

Crushing strength (f㰀c ) of RB (MPa)

Figure 6 Compressive strength of concrete

0

5

10

15

20

25

30

0 5 10 15 20 25 30Crushing strength (f㰀

c ) of DT (MPa)

Com

pres

sive s

treng

th(f

ndt)

of N

DT

(MPa

)

DT = 155 NDT

Figure 7 Relationship between NDT and DT

relationship between the NDT and DT strength of concretecan be stated as follows

DT = 155NDT (1)

where NDT is nondestructive compressive strength of con-crete and DT is destructive crushing strength of concrete

323 Tensile Strength of Concrete (119891119905) Effect of SF additionson tensile strength of concretemadewithB andRB aggregatesis presented in Table 5 Tensile strength (119891119905) of concrete isslightly improved for concrete with different SF additionsAround 5 to 10 increase in 28 days 119891119905 is observed for05 and 1 addition of SF made with both B and RBaggregates compared to the control case Nevertheless effectof aggregate types on tensile strength has been shown inFigure 8 It is seen that all values are above the line of equityand towards the tensile strengthmade with B aggregate In allcases about 10 uplift of strength is observed The variationof 119891119905 made of reinforced concrete with 1198911015840119888 is presented inFigure 9 Depending on the experimental data of SFRCmade with B and RB aggregates the following relationship is

00

05

10

15

20

25

30

35

00 05 10 15 20 25 30 35

Line of equity

Tensile strength (ft) of RB (MPa)

Tens

ile st

reng

th(f

t)of

B (M

Pa)

Figure 8 Tensile strength of concrete

0

1

2

3

4

0 1 2 3 4 5 6

Tens

ile st

reng

th(f

t)(M

Pa)

R2 = 0816

Square root of compressive strength radic(f㰀c ) (MPa)

ft = 0545 radic(f㰀c )

Figure 9 Relationship between tensile and compressive strength

submitted between tensile strength and compressive strengthof concrete This equation will be valid up to 1 addition ofsteel fiber

119891119905 = 0545radic1198911015840119888 (2)

where 1198911015840119888 is compressive strength of concrete in MPa and 119891119905is tensile strength of concrete in MPa

324 Modulus of Elasticity (YM) of Concrete Effect of steelfiber (SF) additions onmodulus of elasticity of concretemadewith B and RB aggregates is evaluated for 7 days 14 days and28 days and is presented in Table 5 It is seen that modulus ofelasticity of RB aggregate concrete is significantly improved(around 40) for concrete with SF addition of 1 The effectof variation of modulus of elasticity is shown in Figure 10 Allvalues are more or less equal to the line of equity

325 Stress-Strain Behavior of Concrete Effect of SF addi-tions on the stress-strain behavior of B and RB aggregateconcrete is observed for 7 days 14 days and 28 days and isshown in Figures 11 12 and 13 respectively It is seen thatstrain taken capacity of both B and RB aggregate concrete is


0

5

10

15

20

25

0 5 10 15 20 25

YM o

f RB

conc

rete

(GPa

)

YM of B concrete (GPa)

Line of equity

Figure 10 Modulus of elasticity of concrete

000191393

000241666

000301721

0

5

10

15

20

0000 0001 0002 0003 0004

Stre

ss (M

Pa)

Strain (mmmm)

B SF 0B SF 05B SF 1

(a)

000151213

000231524

000271524

0

5

10

15

20

0000 0001 0002 0003

Stre

ss (M

Pa)

Strain (mmmm)

RB SF 0RB SF 05RB SF 1

(b)

Figure 11 Stress-strain diagram at 7 day (a) B aggregate and (b) RB aggregate

significantly improved for concrete made with different SFadditions Rupture strain limit ranging between 30 and 60and 50 and 80 is seen for B and RB concrete made with05 and 1 addition of steel fiber at 7 day respectively It isalso seen that effect of 1 addition of SF is more than thatof 05 SF compared to the control case There is a hugeenhancement in capacity also observed for concrete at 14 daysfor both cases This enhancement is observed almost 2 to23 times for B and RB concrete made with 05 and 1additions of steel fiber respectively compared to the controlcase However about 80 increase in strain taken capacity for

1 additions of SF in 28 dayrsquos B and RB concrete is observedIt is also seen that effect of 05 additions of SFRCmade withrecycled brick (RB) is less compared to the same SF additionsof SFRC made with fresh brick aggregate (B)

326 Fractured Surface of the Specimen Figure 14 shows thefailure surfaces in compressive and tensile strength tests ofconcrete made with both fresh and recycled brick aggregatesThe failure mode of plain concrete is relatively brittle forboth tensile and compression tests Relatively ductile failure


000201680

000421977

00045205

0

5

10

15

20

25

0000 0001 0002 0003 0004 0005

Stre

ss (M

Pa)

Strain

B SF 0B SF 05B SF 1

(a)

000171535

000321748

000391852

0

5

10

15

20

0000 0001 0002 0003 0004 0005

Stre

ss (M

Pa)

Strain


(b)


000332348

000452610 00059

2599

0

5

10

15

20

25

30

0000 0002 0004 0006 0008

Stre

ss (M

Pa)

Strain

B SF 0B SF 05B SF 1

(a)

000282075

000332310

000512358

0

5

10

15

20

25

0000 0002 0004 0006

Stre

ss (M

Pa)

Strain

RB GI fb 0RB GI fb 05RB GI fb 1

(b)

Figure 13 Stress-Strain diagram at 28 day (a) B aggregate and (b) RB aggregate


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

Figure 14 Failure surfaces of cylinder (a amp b) compression and tensile splitting test of plain concrete (c amp d) compression amp tensile splittingtest of SFRC

00

02

04

06

08

10

00 02 04 06 08 10

B SF 05 (Nataraja)B SF 05 (experimental)RB SF 05 (Nataraja)RB SF 05 (experimental)

Nor

mal

ized

stre

ss(f

cf

cf)

Normalized strain (휀c휀cf)

(a)

00

02

04

06

08

10

00 02 04 06 08 10

Nor

mal

ized

stre

ss(f

cf

cf)



(b)

Figure 15 Normalized stress-strain diagram at 7 day (a) 05 SF and (b) 1 SF

is observed for SFRC made with both B and RB compared tothe control case (0 replacement of fiber)

33 Modeling the Stress-Strain Behavior of SFRC The stress-strain behavior of the SFRC is modeled using the followinganalytical expressions proposed by Nataraja et al [5]

119891119888119891cf=120573 (120576119888120576cf)

120573 minus 1 + (120576119888120576cf)120573 (3)

120573 = 05811 + 193 (RI)minus07406 (4)

where 119891cf is compressive strength of fiber concrete 120576cf isstrain corresponding to the compressive strength 119891119888 and 120576119888and stress and strain values on the diagram respectively 120573 isthe dimensionless parameter RI (=119908119891lowast119897119889) is the reinforcingindex that combines the effect of both the fiber weightfraction (119908119891) of steel fibers and their aspect ratio 119897119889 Thecoefficients values in (4) are taken directly from Natarajaet al [5] As can be seen in Figures 15 16 and 17 the useof the analytical expressions is in good agreement withexperimental results indicating that they can be extendedto steel fiber reinforced concrete containing both B and RBaggregates


00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(a)

00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(b)


00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(a)

00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(b)



4 Conclusions

An experimental investigation is carried out to assess theaddition of locally available low grade steel fiber reinforce-ments on the mechanical properties of concrete made withboth fresh and recycled brick aggregates Hooked end steelwires with 50mm of length and an aspect ratio of 556 areused as fiber reinforcements in a volume fraction of 0 (con-trol case) 050 and 100 The same gradation of aggre-gates and water-cement ratio is used to assess the effect ofsteel fiber in all concrete mixes All concrete specimens weretested at 7 14 and 28 days to assess the effect of age onthe mechanical properties A simple analytical model is usedto generate the ascending portions of the stress-strain curveof concrete made with both types of aggregates and fiberadditions The main conclusions that can be drawn from theexperimental study are stated as follows

(1) The variation of mechanical strengths such as com-pressive strength (DT) compressive strength (NDT)tensile strength stress-strain Youngrsquos modulus con-sidering fresh and recycled brick aggregates is rela-tively low Therefore recycled brick aggregate can beused effectively as the replacement of fresh brick ag-gregate in concrete production

(2) The workability of concrete decreases with the in-crease of amount of fibers for concrete made withrecycled brick aggregates

(3) About 6 to 12 increase in 28 days crushing strengthof steel fiber reinforced concrete made with boththe fresh and recycled brick aggregates is seen incomparison to the control case (0 addition of steelfiber) The effect of addition 1 fiber on compressivestrength is little compared to that of addition of 05fiber addition On the other hand around 5 to 10enhancement in strength is observed at 28 days tensilestrength compared to that of the control mix

(4) The presence of fiber alters the failure mode of con-crete specimens However the fibers effect is insignif-icant on the enhancement of concrete compressivestrength

(5) About 20 to 30 increase in 28 days compressivestrength by using Rebound hammer test of steel fiberreinforced concrete is observed in comparison to thatof the plain concrete

(6) About 20 to 40 improvement is shown in YoungrsquosModulus for low grade steel fiber reinforced concretemade with both the fresh brick and the recycledbrick aggregate concrete compared to that of the plainconcrete

(7) Rupture concrete strain of fiber reinforced concrete isincreased significantly in 28 days An enhancement of18 times compared to the control mix is observed for05 and 1 fiber additions respectively

(8) A comparison between the analytical and experimen-tal curves of concrete shows good agreement indicat-ing the possibility of their use to model the behaviorof steel fiber recycled brick aggregate concrete

Conflicts of Interest

The authors declare that they have no conflicts of interest

Acknowledgments

Experimental studies of this paper were carried out under thepostgraduate program in Bangladesh University of Engineer-ing andTechnology (BUET)Dhaka Bangladesh Authors arethankful to all lab technicianassistants of Civil EngineeringDepartment BUET for their assistance during the experi-mental study

References

[1] ACI Committee 544 ldquoACI 5444R-88 design considerations forsteel fiber reinforced concreterdquo ACI Structural Journal vol 85no 5 pp 563ndash579 1988

[2] A Bentur and S Mindess Fibre Reinforced Cementitious Com-posites Elsevier Science London UK 1990

[3] C D Johnston ldquoSteel fiber reinforced mortar and concrete Areview of mechanical propertiesrdquo in Proceedings of the FiberReinforced Concrete ACI vol SP 44 Detroit Mich USA 1974

[4] T Chien Yet R Hamid and M Kasmuri ldquoDynamic stress-strain behaviour of steel fiber reinforced high-performanceconcrete with fly ashrdquo Advances in Civil Engineering vol 2012Article ID 907431 6 pages 2012

[5] M C Nataraja N Dhang andA P Gupta ldquoStress-strain curvesfor steel-fiber reinforced concrete under compressionrdquo Cementand Concrete Composites vol 21 no 5-6 pp 383ndash390 1999

[6] M A Chowdhury M M Islam and Z Ibna Zahid ldquoFiniteelement modeling of compressive and splitting tensile behaviorof plain concrete and steel fiber reinforced concrete cylinderspecimensrdquo Advances in Civil Engineering vol 2016 Article ID6579434 11 pages 2016

[7] V Afroughsabet L Biolzi and T Ozbakkaloglu ldquoHigh-performance fiber-reinforced concrete a reviewrdquo Journal ofMaterials Science vol 51 no 14 pp 6517ndash6551 2016

[8] A Amin and S J Foster ldquoShear strength of steel fibre reinforcedconcrete beams with stirrupsrdquo Engineering Structures vol 111pp 323ndash332 2016

[9] H-H Lee ldquoShear strength and behavior of steel fiber reinforcedconcrete columns under seismic loadingrdquo Engineering Struc-tures vol 29 no 7 pp 1253ndash1262 2007

[10] M Kamran and Nemati Concrete Technology-Fiber ReinforcedConcrete Final Report University of Washington WashingtonDC USA 2013

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

[12] S Goel and S P Singh ldquoFatigue performance of plain andsteel fibre reinforced self compacting concrete using SndashNrelationshiprdquo Engineering Structures vol 74 pp 65ndash73 2014

[13] D Gielen J Newman and M K Patel ldquoReducing industrialenergy use and CO2 emissions the role of materials sciencerdquoMRS Bulletin vol 33 no 4 pp 471ndash477 2008

[14] M S Meddah and M Bencheikh ldquoProperties of concrete rein-forced with different kinds of industrial waste fibre materialsrdquoConstruction and Building Materials vol 23 no 10 pp 3196ndash3205 2009


[15] H Tlemat K Pilakoutas and K Neocleous ldquoStress-strain char-acteristic of SFRC using recycled fibresrdquo Materials and Struc-tures vol 39 no 287 pp 365ndash377 2006

[16] Y Wang H C Wu and V C Li ldquoConcrete reinforcement withrecycled fibersrdquo Journal of Materials in Civil Engineering vol 12no 4 pp 314ndash319 2000

[17] M L V Prasad and P R Kumar ldquoStrength studies on glass fiberreinforced recycled aggregate concreterdquo Asian Journal of CivilEngineering (Building and Housing) vol 8 no 6 pp 677ndash6902007

[18] T U Mohammed A Hasnat M A Awal and S Z BosunialdquoRecycling of brick aggregate concrete as coarse aggregaterdquoJournal of Materials in Civil Engineering vol 27 no 7 ArticleID B4014005 2015

[19] V Vytlacilova ldquoThe fiber reinforced concrete with using recy-cled aggregatesrdquo International Journal of Systems ApplicationsEngineering amp Development vol 3 no 5 pp 359ndash366 2011

[20] A Rao K N Jha and SMisra ldquoUse of aggregates from recycledconstruction and demolition waste in concreterdquo ResourcesConservation and Recycling vol 50 no 1 pp 71ndash81 2007

[21] J A Carneiro P R L Lima M B Leite and R D T FilholdquoCompressive stress-strain behavior of steel fiber reinforced-recycled aggregate concreterdquo Cement and Concrete Compositesvol 46 pp 65ndash72 2014

[22] J Xiao J Li and C Zhang ldquoMechanical properties of recycledaggregate concrete under uniaxial loadingrdquo Cement and Con-crete Research vol 35 no 6 pp 1187ndash1194 2005

[23] M Etxeberria E Vazquez A Marı andM Barra ldquoInfluence ofamount of recycled coarse aggregates and production processon properties of recycled aggregate concreterdquo Cement andConcrete Research vol 37 no 5 pp 735ndash742 2007

[24] T H Wee M S Chin and M A Mansur ldquoStress-strainrelationship of high-strength concrete in compressionrdquo Journalof Materials in Civil Engineering vol 8 no 2 pp 70ndash76 1996

[25] D J Carreira and K-H Chu ldquoStress-strain relationship forplain concrete in compressionrdquo Journal of the American Con-crete Institute vol 82 no 6 pp 797ndash804 1985

[26] P T Wang S P Shah and A E Naaman ldquoStress-straincurves of normal and lightweight concrete in compressionrdquoACIMaterials Journal vol 75 pp 603ndash611 1978

[27] S Popovics ldquoAnumerical approach to the complete stress-straincurve of concreterdquo Cement and Concrete Research vol 3 no 5pp 583ndash599 1973

[28] P Desayi and S Krishnan ldquoEquation for the stress-strain curverdquoACI Materials Journal vol 33 no 3 pp 345ndash350 1964

[29] E Hognestad N W Hanson and D Mc Henry ldquoConcretestress distribution in ultimate strength designrdquo ACI JournalProceedings vol 52 no 12 pp 455ndash480 1955

[30] D A Fanella and A E Naaman ldquoStress-strain propertiesof fiber reinforced concrete in compressionrdquo ACI MaterialsJournal vol 82 no 4 pp 475ndash483 1985

[31] A S Ezeldin and P N Balaguru ldquoNormal- and high-strengthfiber-reinforced concrete under compressionrdquo Journal of Mate-rials in Civil Engineering vol 4 no 4 pp 415ndash429 1992

[32] ASTM ldquoStandard test methods for time of setting of hydrauliccement by Vicat needlerdquo ASTM Standard C191 ASTM WestConshohocken Pa USA 2007

[33] ASTM ldquoStandard test method for normal consistency of hy-draulic cementrdquo ASTM C187 ASTM West Conshohocken PaUSA 2004

[34] ASTM ldquoStandard specification for concrete aggregatesrdquo ASTMC33-93 ASTM 1999

[35] A S Brand J R Roesler and A Salas ldquoInitial moisture andmixing effects on higher quality recycled coarse aggregateconcreterdquo Construction and Building Materials vol 79 pp 83ndash89 2015

[36] ASTM ldquoStandard test method for bulk density (unit weight)and voids in aggregaterdquo ASTM C 29 ASTM West Con-shohocken Pa USA 2007

[37] ASTM ldquoStandard test method for density relative density(specific gravity) and absorption of coarse aggregaterdquo ASTMStandard C127 ASTM 2007

[38] ASTM ldquoSlump of hydraulic cement concreterdquo ASTM C143ASTM West Conshohocken Pa USA 2007

[39] ASTM ldquoStandard practice for molding roller-compacted con-crete in cylinder molds using a vibrating hammerrdquo ASTM C1435-99 ASTM 2005

[40] ASTM ldquoStandard practice for making and curing concrete testspecimens in the laboratoryrdquo ASTM C192C192M-02 ASTMWest Conshohocken Pa USA 2013

[41] ASTM ldquoStandard test method for compressive strength ofcylindrical concrete specimensrdquo ASTMC39M-03 ASTM 2003

[42] ASTM ldquoStandard test method for splitting tensile strengthof cylindrical concrete specimensrdquo ASTM C496M-04 ASTM2004

[43] ASTM ldquoStandard testmethod for rebound number of hardenedconcreterdquo ASTM C805 ASTM West Conshohocken Pa USA2002

[44] H N Arthur D David and W D Charles Design of ConcreteStructures McGraw Hill Education 13th edition 2003

International Journal of

AerospaceEngineeringHindawi Publishing Corporationhttpwwwhindawicom Volume 2014

RoboticsJournal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014


Active and Passive Electronic Components

Control Scienceand Engineering

Journal of



RotatingMachinery


Hindawi Publishing Corporation httpwwwhindawicom

Journal ofEngineeringVolume 2014

Submit your manuscripts athttpswwwhindawicom

VLSI Design



Shock and Vibration


Civil EngineeringAdvances in

Acoustics and VibrationAdvances in



Electrical and Computer Engineering

Journal of

Advances inOptoElectronics


Volume 2014

The Scientific World JournalHindawi Publishing Corporation httpwwwhindawicom Volume 2014

SensorsJournal of


Modelling amp Simulation in EngineeringHindawi Publishing Corporation httpwwwhindawicom Volume 2014


Chemical EngineeringInternational Journal of Antennas and

Propagation




Navigation and Observation



DistributedSensor Networks



the use of metal waste recycled fibers as reinforcements[14ndash16] and the use of recycled aggregates to replace thenatural aggregates [17ndash19] Though the use of constructionand demolition waste as recycled aggregates in substitutionof natural aggregate has been vindicated to be a good solutionto reduce the high consumption of natural resources [20 21]the structural behavior of the CDW-concrete is not yet fullylearnt and its use as structural material is limited Regardingthe properties of CDW-concrete it has been reported that theamount of recycled aggregates influences several propertiesof this type of concrete [22 23] Therefore an experimentalstudy has been conducted to understand the behavior ofmechanical properties of low grade steel fiber reinforcedconcrete made with recycled aggregates as well as fresh brickaggregates

For structural analysis as well as design a completestress-strain diagram of a material in compression is neededTo understand the behavior of stress-strain curves moredeeply besides the experimental results an analytical modelis also important For aiding in this a number of empiricalexpressions for the stress-strain curve of normal concretehave been proposed by Wee et al [24] Carreira and Chu[25] Wang et al [26] Popovics [27] Desayi and Krishnan[28] and Hognestad et al [29] However the stress-strainbehavior of steel fiber reinforced concrete is not fully yetunderstood The main problem of these equations is thatthe effect of fiber has not been considered for the parametergiven as constant in the proposed equations Fanella andNaaman [30] developed an analytical expression to predictthe complete stress-strain curve of fiber reinforced mortartaking into consideration the shape of fiber volume fractionand fiber geometry Similar type of equations for the stress-strain curve of SFRC under uniaxial compression of plainconcrete has been proposed by Ezeldin and Balaguru [31]This expression involves a parameter of material 120573 which isto be calculated from the physical properties of the stress-strain diagram of concrete This equation offered to evaluatethe parameter 120573 is for hooked end steel fibers Here 120573 is adimensionless parameter and it depends on the shape of thestress-strain curve In the present study stress-strain behaviorof the steel fiber reinforced concrete was modeled based onthe similar equation used by Ezeldin and Balaguru [31] andNataraja et al [5] and is compared with the obtained results

For the existing structures sometimes it has becomenecessary to assess the strength of concrete for differentstructural members Destructive tests such as core cuttingmay become vulnerable for the critical deficient structuralmembers of structures Nondestructive tests become neces-sity for this case to assess the strength of concrete Thereforeanother objective of this paper is to determine the com-pressive strength of steel fiber reinforced recycled aggregateconcrete by using Rebound hammer tests In summary themain objectives of this paper are to investigate the influence ofaddition of low grade steel fibers on compressive stress-strainbehavior of concrete made with recycled and fresh brickaggregates as well as compressive strength determination bydestructive andnondestructive tests Splitting tensile strengthin addition modulus of elasticity of concrete will be assessedexperimentally In addition stress-strain behavior of steel

Table 1 Physical and chemical properties of the Portland compositecement

Slnumber Properties of cement Value

(1) Initial setting time (min) 110(2) Final setting time (min) 290(3) Compressive strength (MPa) 28 days 31(4) Normal consistency () 2825

(5) Chemical composition

Clinker () 70ndash79Fly ash slaglimestone () 21ndash25

Gypsum () 0ndash5(6) Specific gravity (gcm3) 30

fiber reinforced concrete made with both types of aggregateswill be assessed analytically

2 Experimental Program

The experimental sequence was designed to evaluate themechanical properties of low grade steel fiber reinforcedconcrete using hook end steel fibers Six cases have beenconsidered in the present study to assess the effect of additionof steel fiber on the mechanical properties of SFRC Plainconcrete (control case) is made with fresh bricks and recycledbrick aggregates which are 0 fiber replacements and twocases of steel fiber reinforced concrete with 05 and 1fiber additions A trial mix design is made to check thecompatibility before making the final concrete mix designWater-cement ratio (119908119888) = 044 fine aggregate (sand) tocoarse aggregate ratio (119904119886) = 044 and cement contentof 390 kgm3 are used without any chemical admixture Allspecimens have been tested at the ages of 7 14 and 28 daysto evaluate the effect of age of specimens on the mechanicalproperties of concrete

21 Materials An extensive laboratory testing has beencarried out to obtain the properties of fresh brick aggregaterecycled brick aggregate fine aggregate (sand) cement steelfiber and water which are given in next subsections

211 Cement and Water The physical and chemical prop-erties of used Portland composite cement (CEM IIB-M)are presented in Table 1 The setting time was determinedaccording to the ASTM standard C191 [32] The normalconsistency of cement was measured as per ASTM standardC187 [33] Normal tap water was used in all types of concretemixes

212 Coarse and Fine Aggregates Fresh bricks were col-lected from local market in Dhaka city Dismantled concreteblocks were collected from the structural members (beamscolumns and slabs) of a 5 storied demolished residentialbuilding of 30 years old as shown in Figure 1 The collectedsamples of concrete were broken into small pieces manually




(a) (b) (c)











(a) (b)

(c)

54mm 09mm

120∘



(d)






(a) (b) (c)


(a)

Specimen

(b) (c)











00

200

400

600

B RB

Slum

p (m

m)







fcon

crete

Mix

Com

pressiv

etest

Indirecttensile

test

Mod

ulus

ofelasticity

Com

pressiv

etest(NDT)

1198911015840 119888(M

Pa)

119891 119905(M

Pa)

119864(G

Pa)

119891 ndt(M

Pa)

7days

14days

28days

7days

14days

28days

7days

14days

28days

7days

14days

28days

PlainCon

crete

BSF

01393

1757

2401

161

216

267

1203

1334

1793

1053

121

122

RBSF

01215

1535

2075

126

194

244

1389

1517

1414

91105

116

Steelfi


BSF

05

1666

1977

2528

208

246

281

1367

1367

1553

115

132

148

BSF

11721

2109

26231

275

292

1476

1738

1779

127

137

158

RBSF

05

1464

1825

2310

172

226

261

1160

1524

1782

95122

132

RBSF

11524

1923

2358

206

241

266

1585

1694

1967

109

122

137


0

5

10

15

20

25

30

0 5 10 15 20 25 30

Line of equity

Crus

hing

stre

ngth

(f㰀 c)

of B

(MPa

)



0

5

10

15

20

25

30


c ) of DT (MPa)

Com

pres

sive s

treng

th(f

ndt)

of N

DT

(MPa

)

DT = 155 NDT



DT = 155NDT (1)



00

05

10

15

20

25

30

35

00 05 10 15 20 25 30 35

Line of equity


Tens

ile st

reng

th(f

t)of

B (M

Pa)


0

1

2

3

4

0 1 2 3 4 5 6

Tens

ile st

reng

th(f

t)(M

Pa)

R2 = 0816





119891119905 = 0545radic1198911015840119888 (2)





0

5

10

15

20

25

0 5 10 15 20 25

YM o

f RB

conc

rete

(GPa

)


Line of equity


000191393

000241666

000301721

0

5

10

15

20

0000 0001 0002 0003 0004

Stre

ss (M

Pa)

Strain (mmmm)

B SF 0B SF 05B SF 1

(a)

000151213

000231524

000271524

0

5

10

15

20

0000 0001 0002 0003

Stre

ss (M

Pa)

Strain (mmmm)


(b)






000201680

000421977

00045205

0

5

10

15

20

25

0000 0001 0002 0003 0004 0005

Stre

ss (M

Pa)

Strain

B SF 0B SF 05B SF 1

(a)

000171535

000321748

000391852

0

5

10

15

20

0000 0001 0002 0003 0004 0005

Stre

ss (M

Pa)

Strain


(b)


000332348

000452610 00059

2599

0

5

10

15

20

25

30

0000 0002 0004 0006 0008

Stre

ss (M

Pa)

Strain

B SF 0B SF 05B SF 1

(a)

000282075

000332310

000512358

0

5

10

15

20

25

0000 0002 0004 0006

Stre

ss (M

Pa)

Strain


(b)



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


00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(a)

00

02

04

06

08

10

00 02 04 06 08 10

Nor

mal

ized

stre

ss(f

cf

cf)



(b)




119891119888119891cf=120573 (120576119888120576cf)

120573 minus 1 + (120576119888120576cf)120573 (3)

120573 = 05811 + 193 (RI)minus07406 (4)



00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(a)

00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(b)


00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(a)

00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(b)



4 Conclusions












Acknowledgments


References
















































RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation












(a) (b) (c)











(a) (b)

(c)

54mm 09mm

120∘



(d)






(a) (b) (c)


(a)

Specimen

(b) (c)











00

200

400

600

B RB

Slum

p (m

m)







fcon

crete

Mix

Com

pressiv

etest

Indirecttensile

test

Mod

ulus

ofelasticity

Com

pressiv

etest(NDT)

1198911015840 119888(M

Pa)

119891 119905(M

Pa)

119864(G

Pa)

119891 ndt(M

Pa)

7days

14days

28days

7days

14days

28days

7days

14days

28days

7days

14days

28days

PlainCon

crete

BSF

01393

1757

2401

161

216

267

1203

1334

1793

1053

121

122

RBSF

01215

1535

2075

126

194

244

1389

1517

1414

91105

116

Steelfi


BSF

05

1666

1977

2528

208

246

281

1367

1367

1553

115

132

148

BSF

11721

2109

26231

275

292

1476

1738

1779

127

137

158

RBSF

05

1464

1825

2310

172

226

261

1160

1524

1782

95122

132

RBSF

11524

1923

2358

206

241

266

1585

1694

1967

109

122

137


0

5

10

15

20

25

30

0 5 10 15 20 25 30

Line of equity

Crus

hing

stre

ngth

(f㰀 c)

of B

(MPa

)



0

5

10

15

20

25

30


c ) of DT (MPa)

Com

pres

sive s

treng

th(f

ndt)

of N

DT

(MPa

)

DT = 155 NDT



DT = 155NDT (1)



00

05

10

15

20

25

30

35

00 05 10 15 20 25 30 35

Line of equity


Tens

ile st

reng

th(f

t)of

B (M

Pa)


0

1

2

3

4

0 1 2 3 4 5 6

Tens

ile st

reng

th(f

t)(M

Pa)

R2 = 0816





119891119905 = 0545radic1198911015840119888 (2)





0

5

10

15

20

25

0 5 10 15 20 25

YM o

f RB

conc

rete

(GPa

)


Line of equity


000191393

000241666

000301721

0

5

10

15

20

0000 0001 0002 0003 0004

Stre

ss (M

Pa)

Strain (mmmm)

B SF 0B SF 05B SF 1

(a)

000151213

000231524

000271524

0

5

10

15

20

0000 0001 0002 0003

Stre

ss (M

Pa)

Strain (mmmm)


(b)






000201680

000421977

00045205

0

5

10

15

20

25

0000 0001 0002 0003 0004 0005

Stre

ss (M

Pa)

Strain

B SF 0B SF 05B SF 1

(a)

000171535

000321748

000391852

0

5

10

15

20

0000 0001 0002 0003 0004 0005

Stre

ss (M

Pa)

Strain


(b)


000332348

000452610 00059

2599

0

5

10

15

20

25

30

0000 0002 0004 0006 0008

Stre

ss (M

Pa)

Strain

B SF 0B SF 05B SF 1

(a)

000282075

000332310

000512358

0

5

10

15

20

25

0000 0002 0004 0006

Stre

ss (M

Pa)

Strain


(b)



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


00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(a)

00

02

04

06

08

10

00 02 04 06 08 10

Nor

mal

ized

stre

ss(f

cf

cf)



(b)




119891119888119891cf=120573 (120576119888120576cf)

120573 minus 1 + (120576119888120576cf)120573 (3)

120573 = 05811 + 193 (RI)minus07406 (4)



00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(a)

00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(b)


00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(a)

00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(b)



4 Conclusions












Acknowledgments


References
















































RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation












(a) (b)

(c)

54mm 09mm

120∘



(d)






(a) (b) (c)


(a)

Specimen

(b) (c)











00

200

400

600

B RB

Slum

p (m

m)







fcon

crete

Mix

Com

pressiv

etest

Indirecttensile

test

Mod

ulus

ofelasticity

Com

pressiv

etest(NDT)

1198911015840 119888(M

Pa)

119891 119905(M

Pa)

119864(G

Pa)

119891 ndt(M

Pa)

7days

14days

28days

7days

14days

28days

7days

14days

28days

7days

14days

28days

PlainCon

crete

BSF

01393

1757

2401

161

216

267

1203

1334

1793

1053

121

122

RBSF

01215

1535

2075

126

194

244

1389

1517

1414

91105

116

Steelfi


BSF

05

1666

1977

2528

208

246

281

1367

1367

1553

115

132

148

BSF

11721

2109

26231

275

292

1476

1738

1779

127

137

158

RBSF

05

1464

1825

2310

172

226

261

1160

1524

1782

95122

132

RBSF

11524

1923

2358

206

241

266

1585

1694

1967

109

122

137


0

5

10

15

20

25

30

0 5 10 15 20 25 30

Line of equity

Crus

hing

stre

ngth

(f㰀 c)

of B

(MPa

)



0

5

10

15

20

25

30


c ) of DT (MPa)

Com

pres

sive s

treng

th(f

ndt)

of N

DT

(MPa

)

DT = 155 NDT



DT = 155NDT (1)



00

05

10

15

20

25

30

35

00 05 10 15 20 25 30 35

Line of equity


Tens

ile st

reng

th(f

t)of

B (M

Pa)


0

1

2

3

4

0 1 2 3 4 5 6

Tens

ile st

reng

th(f

t)(M

Pa)

R2 = 0816





119891119905 = 0545radic1198911015840119888 (2)





0

5

10

15

20

25

0 5 10 15 20 25

YM o

f RB

conc

rete

(GPa

)


Line of equity


000191393

000241666

000301721

0

5

10

15

20

0000 0001 0002 0003 0004

Stre

ss (M

Pa)

Strain (mmmm)

B SF 0B SF 05B SF 1

(a)

000151213

000231524

000271524

0

5

10

15

20

0000 0001 0002 0003

Stre

ss (M

Pa)

Strain (mmmm)


(b)






000201680

000421977

00045205

0

5

10

15

20

25

0000 0001 0002 0003 0004 0005

Stre

ss (M

Pa)

Strain

B SF 0B SF 05B SF 1

(a)

000171535

000321748

000391852

0

5

10

15

20

0000 0001 0002 0003 0004 0005

Stre

ss (M

Pa)

Strain


(b)


000332348

000452610 00059

2599

0

5

10

15

20

25

30

0000 0002 0004 0006 0008

Stre

ss (M

Pa)

Strain

B SF 0B SF 05B SF 1

(a)

000282075

000332310

000512358

0

5

10

15

20

25

0000 0002 0004 0006

Stre

ss (M

Pa)

Strain


(b)



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


00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(a)

00

02

04

06

08

10

00 02 04 06 08 10

Nor

mal

ized

stre

ss(f

cf

cf)



(b)




119891119888119891cf=120573 (120576119888120576cf)

120573 minus 1 + (120576119888120576cf)120573 (3)

120573 = 05811 + 193 (RI)minus07406 (4)



00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(a)

00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(b)


00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(a)

00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(b)



4 Conclusions












Acknowledgments


References
















































RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation










(a) (b) (c)


(a)

Specimen

(b) (c)











00

200

400

600

B RB

Slum

p (m

m)







fcon

crete

Mix

Com

pressiv

etest

Indirecttensile

test

Mod

ulus

ofelasticity

Com

pressiv

etest(NDT)

1198911015840 119888(M

Pa)

119891 119905(M

Pa)

119864(G

Pa)

119891 ndt(M

Pa)

7days

14days

28days

7days

14days

28days

7days

14days

28days

7days

14days

28days

PlainCon

crete

BSF

01393

1757

2401

161

216

267

1203

1334

1793

1053

121

122

RBSF

01215

1535

2075

126

194

244

1389

1517

1414

91105

116

Steelfi


BSF

05

1666

1977

2528

208

246

281

1367

1367

1553

115

132

148

BSF

11721

2109

26231

275

292

1476

1738

1779

127

137

158

RBSF

05

1464

1825

2310

172

226

261

1160

1524

1782

95122

132

RBSF

11524

1923

2358

206

241

266

1585

1694

1967

109

122

137


0

5

10

15

20

25

30

0 5 10 15 20 25 30

Line of equity

Crus

hing

stre

ngth

(f㰀 c)

of B

(MPa

)



0

5

10

15

20

25

30


c ) of DT (MPa)

Com

pres

sive s

treng

th(f

ndt)

of N

DT

(MPa

)

DT = 155 NDT



DT = 155NDT (1)



00

05

10

15

20

25

30

35

00 05 10 15 20 25 30 35

Line of equity


Tens

ile st

reng

th(f

t)of

B (M

Pa)


0

1

2

3

4

0 1 2 3 4 5 6

Tens

ile st

reng

th(f

t)(M

Pa)

R2 = 0816





119891119905 = 0545radic1198911015840119888 (2)





0

5

10

15

20

25

0 5 10 15 20 25

YM o

f RB

conc

rete

(GPa

)


Line of equity


000191393

000241666

000301721

0

5

10

15

20

0000 0001 0002 0003 0004

Stre

ss (M

Pa)

Strain (mmmm)

B SF 0B SF 05B SF 1

(a)

000151213

000231524

000271524

0

5

10

15

20

0000 0001 0002 0003

Stre

ss (M

Pa)

Strain (mmmm)


(b)






000201680

000421977

00045205

0

5

10

15

20

25

0000 0001 0002 0003 0004 0005

Stre

ss (M

Pa)

Strain

B SF 0B SF 05B SF 1

(a)

000171535

000321748

000391852

0

5

10

15

20

0000 0001 0002 0003 0004 0005

Stre

ss (M

Pa)

Strain


(b)


000332348

000452610 00059

2599

0

5

10

15

20

25

30

0000 0002 0004 0006 0008

Stre

ss (M

Pa)

Strain

B SF 0B SF 05B SF 1

(a)

000282075

000332310

000512358

0

5

10

15

20

25

0000 0002 0004 0006

Stre

ss (M

Pa)

Strain


(b)



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


00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(a)

00

02

04

06

08

10

00 02 04 06 08 10

Nor

mal

ized

stre

ss(f

cf

cf)



(b)




119891119888119891cf=120573 (120576119888120576cf)

120573 minus 1 + (120576119888120576cf)120573 (3)

120573 = 05811 + 193 (RI)minus07406 (4)



00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(a)

00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(b)


00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(a)

00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(b)



4 Conclusions












Acknowledgments


References
















































RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation
















00

200

400

600

B RB

Slum

p (m

m)







fcon

crete

Mix

Com

pressiv

etest

Indirecttensile

test

Mod

ulus

ofelasticity

Com

pressiv

etest(NDT)

1198911015840 119888(M

Pa)

119891 119905(M

Pa)

119864(G

Pa)

119891 ndt(M

Pa)

7days

14days

28days

7days

14days

28days

7days

14days

28days

7days

14days

28days

PlainCon

crete

BSF

01393

1757

2401

161

216

267

1203

1334

1793

1053

121

122

RBSF

01215

1535

2075

126

194

244

1389

1517

1414

91105

116

Steelfi


BSF

05

1666

1977

2528

208

246

281

1367

1367

1553

115

132

148

BSF

11721

2109

26231

275

292

1476

1738

1779

127

137

158

RBSF

05

1464

1825

2310

172

226

261

1160

1524

1782

95122

132

RBSF

11524

1923

2358

206

241

266

1585

1694

1967

109

122

137


0

5

10

15

20

25

30

0 5 10 15 20 25 30

Line of equity

Crus

hing

stre

ngth

(f㰀 c)

of B

(MPa

)



0

5

10

15

20

25

30


c ) of DT (MPa)

Com

pres

sive s

treng

th(f

ndt)

of N

DT

(MPa

)

DT = 155 NDT



DT = 155NDT (1)



00

05

10

15

20

25

30

35

00 05 10 15 20 25 30 35

Line of equity


Tens

ile st

reng

th(f

t)of

B (M

Pa)


0

1

2

3

4

0 1 2 3 4 5 6

Tens

ile st

reng

th(f

t)(M

Pa)

R2 = 0816





119891119905 = 0545radic1198911015840119888 (2)





0

5

10

15

20

25

0 5 10 15 20 25

YM o

f RB

conc

rete

(GPa

)


Line of equity


000191393

000241666

000301721

0

5

10

15

20

0000 0001 0002 0003 0004

Stre

ss (M

Pa)

Strain (mmmm)

B SF 0B SF 05B SF 1

(a)

000151213

000231524

000271524

0

5

10

15

20

0000 0001 0002 0003

Stre

ss (M

Pa)

Strain (mmmm)


(b)






000201680

000421977

00045205

0

5

10

15

20

25

0000 0001 0002 0003 0004 0005

Stre

ss (M

Pa)

Strain

B SF 0B SF 05B SF 1

(a)

000171535

000321748

000391852

0

5

10

15

20

0000 0001 0002 0003 0004 0005

Stre

ss (M

Pa)

Strain


(b)


000332348

000452610 00059

2599

0

5

10

15

20

25

30

0000 0002 0004 0006 0008

Stre

ss (M

Pa)

Strain

B SF 0B SF 05B SF 1

(a)

000282075

000332310

000512358

0

5

10

15

20

25

0000 0002 0004 0006

Stre

ss (M

Pa)

Strain


(b)



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


00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(a)

00

02

04

06

08

10

00 02 04 06 08 10

Nor

mal

ized

stre

ss(f

cf

cf)



(b)




119891119888119891cf=120573 (120576119888120576cf)

120573 minus 1 + (120576119888120576cf)120573 (3)

120573 = 05811 + 193 (RI)minus07406 (4)



00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(a)

00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(b)


00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(a)

00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(b)



4 Conclusions












Acknowledgments


References
















































RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation











fcon

crete

Mix

Com

pressiv

etest

Indirecttensile

test

Mod

ulus

ofelasticity

Com

pressiv

etest(NDT)

1198911015840 119888(M

Pa)

119891 119905(M

Pa)

119864(G

Pa)

119891 ndt(M

Pa)

7days

14days

28days

7days

14days

28days

7days

14days

28days

7days

14days

28days

PlainCon

crete

BSF

01393

1757

2401

161

216

267

1203

1334

1793

1053

121

122

RBSF

01215

1535

2075

126

194

244

1389

1517

1414

91105

116

Steelfi


BSF

05

1666

1977

2528

208

246

281

1367

1367

1553

115

132

148

BSF

11721

2109

26231

275

292

1476

1738

1779

127

137

158

RBSF

05

1464

1825

2310

172

226

261

1160

1524

1782

95122

132

RBSF

11524

1923

2358

206

241

266

1585

1694

1967

109

122

137


0

5

10

15

20

25

30

0 5 10 15 20 25 30

Line of equity

Crus

hing

stre

ngth

(f㰀 c)

of B

(MPa

)



0

5

10

15

20

25

30


c ) of DT (MPa)

Com

pres

sive s

treng

th(f

ndt)

of N

DT

(MPa

)

DT = 155 NDT



DT = 155NDT (1)



00

05

10

15

20

25

30

35

00 05 10 15 20 25 30 35

Line of equity


Tens

ile st

reng

th(f

t)of

B (M

Pa)


0

1

2

3

4

0 1 2 3 4 5 6

Tens

ile st

reng

th(f

t)(M

Pa)

R2 = 0816





119891119905 = 0545radic1198911015840119888 (2)





0

5

10

15

20

25

0 5 10 15 20 25

YM o

f RB

conc

rete

(GPa

)


Line of equity


000191393

000241666

000301721

0

5

10

15

20

0000 0001 0002 0003 0004

Stre

ss (M

Pa)

Strain (mmmm)

B SF 0B SF 05B SF 1

(a)

000151213

000231524

000271524

0

5

10

15

20

0000 0001 0002 0003

Stre

ss (M

Pa)

Strain (mmmm)


(b)






000201680

000421977

00045205

0

5

10

15

20

25

0000 0001 0002 0003 0004 0005

Stre

ss (M

Pa)

Strain

B SF 0B SF 05B SF 1

(a)

000171535

000321748

000391852

0

5

10

15

20

0000 0001 0002 0003 0004 0005

Stre

ss (M

Pa)

Strain


(b)


000332348

000452610 00059

2599

0

5

10

15

20

25

30

0000 0002 0004 0006 0008

Stre

ss (M

Pa)

Strain

B SF 0B SF 05B SF 1

(a)

000282075

000332310

000512358

0

5

10

15

20

25

0000 0002 0004 0006

Stre

ss (M

Pa)

Strain


(b)



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


00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(a)

00

02

04

06

08

10

00 02 04 06 08 10

Nor

mal

ized

stre

ss(f

cf

cf)



(b)




119891119888119891cf=120573 (120576119888120576cf)

120573 minus 1 + (120576119888120576cf)120573 (3)

120573 = 05811 + 193 (RI)minus07406 (4)



00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(a)

00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(b)


00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(a)

00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(b)



4 Conclusions












Acknowledgments


References
















































RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation










0

5

10

15

20

25

30

0 5 10 15 20 25 30

Line of equity

Crus

hing

stre

ngth

(f㰀 c)

of B

(MPa

)



0

5

10

15

20

25

30


c ) of DT (MPa)

Com

pres

sive s

treng

th(f

ndt)

of N

DT

(MPa

)

DT = 155 NDT



DT = 155NDT (1)



00

05

10

15

20

25

30

35

00 05 10 15 20 25 30 35

Line of equity


Tens

ile st

reng

th(f

t)of

B (M

Pa)


0

1

2

3

4

0 1 2 3 4 5 6

Tens

ile st

reng

th(f

t)(M

Pa)

R2 = 0816





119891119905 = 0545radic1198911015840119888 (2)





0

5

10

15

20

25

0 5 10 15 20 25

YM o

f RB

conc

rete

(GPa

)


Line of equity


000191393

000241666

000301721

0

5

10

15

20

0000 0001 0002 0003 0004

Stre

ss (M

Pa)

Strain (mmmm)

B SF 0B SF 05B SF 1

(a)

000151213

000231524

000271524

0

5

10

15

20

0000 0001 0002 0003

Stre

ss (M

Pa)

Strain (mmmm)


(b)






000201680

000421977

00045205

0

5

10

15

20

25

0000 0001 0002 0003 0004 0005

Stre

ss (M

Pa)

Strain

B SF 0B SF 05B SF 1

(a)

000171535

000321748

000391852

0

5

10

15

20

0000 0001 0002 0003 0004 0005

Stre

ss (M

Pa)

Strain


(b)


000332348

000452610 00059

2599

0

5

10

15

20

25

30

0000 0002 0004 0006 0008

Stre

ss (M

Pa)

Strain

B SF 0B SF 05B SF 1

(a)

000282075

000332310

000512358

0

5

10

15

20

25

0000 0002 0004 0006

Stre

ss (M

Pa)

Strain


(b)



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


00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(a)

00

02

04

06

08

10

00 02 04 06 08 10

Nor

mal

ized

stre

ss(f

cf

cf)



(b)




119891119888119891cf=120573 (120576119888120576cf)

120573 minus 1 + (120576119888120576cf)120573 (3)

120573 = 05811 + 193 (RI)minus07406 (4)



00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(a)

00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(b)


00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(a)

00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(b)



4 Conclusions












Acknowledgments


References
















































RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation










0

5

10

15

20

25

0 5 10 15 20 25

YM o

f RB

conc

rete

(GPa

)


Line of equity


000191393

000241666

000301721

0

5

10

15

20

0000 0001 0002 0003 0004

Stre

ss (M

Pa)

Strain (mmmm)

B SF 0B SF 05B SF 1

(a)

000151213

000231524

000271524

0

5

10

15

20

0000 0001 0002 0003

Stre

ss (M

Pa)

Strain (mmmm)


(b)






000201680

000421977

00045205

0

5

10

15

20

25

0000 0001 0002 0003 0004 0005

Stre

ss (M

Pa)

Strain

B SF 0B SF 05B SF 1

(a)

000171535

000321748

000391852

0

5

10

15

20

0000 0001 0002 0003 0004 0005

Stre

ss (M

Pa)

Strain


(b)


000332348

000452610 00059

2599

0

5

10

15

20

25

30

0000 0002 0004 0006 0008

Stre

ss (M

Pa)

Strain

B SF 0B SF 05B SF 1

(a)

000282075

000332310

000512358

0

5

10

15

20

25

0000 0002 0004 0006

Stre

ss (M

Pa)

Strain


(b)



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


00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(a)

00

02

04

06

08

10

00 02 04 06 08 10

Nor

mal

ized

stre

ss(f

cf

cf)



(b)




119891119888119891cf=120573 (120576119888120576cf)

120573 minus 1 + (120576119888120576cf)120573 (3)

120573 = 05811 + 193 (RI)minus07406 (4)



00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(a)

00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(b)


00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(a)

00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(b)



4 Conclusions












Acknowledgments


References
















































RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation










000201680

000421977

00045205

0

5

10

15

20

25

0000 0001 0002 0003 0004 0005

Stre

ss (M

Pa)

Strain

B SF 0B SF 05B SF 1

(a)

000171535

000321748

000391852

0

5

10

15

20

0000 0001 0002 0003 0004 0005

Stre

ss (M

Pa)

Strain


(b)


000332348

000452610 00059

2599

0

5

10

15

20

25

30

0000 0002 0004 0006 0008

Stre

ss (M

Pa)

Strain

B SF 0B SF 05B SF 1

(a)

000282075

000332310

000512358

0

5

10

15

20

25

0000 0002 0004 0006

Stre

ss (M

Pa)

Strain


(b)



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


00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(a)

00

02

04

06

08

10

00 02 04 06 08 10

Nor

mal

ized

stre

ss(f

cf

cf)



(b)




119891119888119891cf=120573 (120576119888120576cf)

120573 minus 1 + (120576119888120576cf)120573 (3)

120573 = 05811 + 193 (RI)minus07406 (4)



00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(a)

00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(b)


00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(a)

00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(b)



4 Conclusions












Acknowledgments


References
















































RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation










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


00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(a)

00

02

04

06

08

10

00 02 04 06 08 10

Nor

mal

ized

stre

ss(f

cf

cf)



(b)




119891119888119891cf=120573 (120576119888120576cf)

120573 minus 1 + (120576119888120576cf)120573 (3)

120573 = 05811 + 193 (RI)minus07406 (4)



00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(a)

00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(b)


00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(a)

00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(b)



4 Conclusions












Acknowledgments


References
















































RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation










00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(a)

00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(b)


00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(a)

00

02

04

06

08

10

00 02 04 06 08 10


Nor

mal

ized

stre

ss(f

cf

cf)


(b)



4 Conclusions












Acknowledgments


References
















































RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation










4 Conclusions












Acknowledgments


References
















































RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation










































RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation









behavior of low grade steel fiber reinforced concrete made ...2 advancesincivilengineering the use...

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