1.ijaest vol no 7 issue no 2 effect of steel fibers on modulus of elasticity of concrete 169 177

8/6/2019 1.IJAEST Vol No 7 Issue No 2 Effect of Steel Fibers on Modulus of Elasticity of Concrete 169 177

1/9

Effect of Steel Fibers on Modulus of Elasticity of

Concrete

ER. PRASHANT Y.PAWADE*

Research scholar,

(A.P.)Department of Civil Engineering, G.H. RaisoniCollege of Engineering, Nagpur.440016,M.S. (India)[email protected] No.9881713443,Fax No. 07104-232560.

DR.A.M.PANDE**,Professor, Department of Civil Engineering, YashvantraoChavan College of Engineering, Nagpur.440016,M.S. (India)[email protected],Mobile No.9764996515.

DR.P.B.NAGARNAIK***,Professor Department of Civil Engineering, G.H. RaisoniCollege of Engineering, Nagpur.440016,M.S. (India),[email protected],Mobile No.9881713197

ER. PRASHANT Y.PAWADE* et al. / (IJAEST) INTERNATIONAL JOURNAL OF ADVANCED ENGINEERING SCIENCES AND TECHNOLOGIES

Vol No. 7, Issue No. 2, 169 - 177

ISSN: 2230-7818 @ 2011 http://www.ijaest.iserp.org. All rights Reserved. Page 1


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AbstractIn this investigation a series of compression testswere conducted on 150mm,cube and 150mm x300mm,cylindrical specimens using a modified testmethod that gave the complete compressivestrength, static, dynamic modulus of elasticity,ultrasonic pulse velocity and stress-strain behavior

using 8% silica fume with and without steel fiber ofvolume fractions 0, 0.5, 1.0, and 1.5 %, of 0.5mm and 1.0mm with a constant aspect ratio of 60 onPortland Pozzolona cement of M30 grade of concrete.As a result the incorporation of steel fibers, silica fumeand cement has produced a strong composite withsuperior crack resistance, improved ductility andstrength behavior prior to failure. Addition of fibersprovided better performance for the cement-basedcomposites, while silica fume in the compositesmay adjust the fiber dispersion and strength lossescaused by fibers, and improve strength and the bond

between fiber and matrix with dense calcium-silicate-hydrate gel. The results predicted bymathematically modeled expressions are inexcellent agreement with experimental results. Onthe basis of regression analysis of large number ofexperimental results, the statistical model has beendeveloped. The proposed model was found to havegood accuracy in estimating interrelationship at 28days age of curing. On examining the validity of theof the proposed model, there exists a goodcorrelation between the predicted values and theexperimental values as showed in figures.

Keywords: - Portland Pozzolona Cement, Silica Fume,Steel Fibers, Compressive Strength, Modulus ofelasticity, Pulse velocity.----------------------------------------------------------------------1. Introduction

Addition of short, discontinuous fibers plays animportant role in the improvement of themechanical properties of concrete. It increaseselastic modulus, decreases brittleness; controlscrack initiation, and its subsequent growth andpropagation. Deboning and pull out of the fibersrequire more energy absorption, resulting in asubstantial increase in the toughness and fractureresistance of the material to cyclic and dynamicloads. In particular, the unique properties of steel

fiber reinforced concrete SFRC suggest the use ofsuch material for many structural applications, withand without traditional internal reinforcement. Theuse of SFRC is, thus, particularly suitable forstructures when they are subjected to loads over theserviceability limit state in bending and shear, and

when exposed to impact or dynamic forces, as theyoccur under seismic or cyclic action. However,there is still incomplete knowledge on thedesign/analysis of fiber-reinforced concrete FRCstructural members. The analysis of structuralsections requires, as a basic prerequisite, thedefinition of a suitable stress-strain relationship foreach material to relate its behavior to the structuralresponse.Many stress-strain relationships, in tension and incompression, for FRC materials have been proposedin literature by different authors. In particular, when

fibers are added to a concrete mix, fibercharacteristics such as their type, shape, aspect ratioLf/Df, where Lf fiber length and Df fiber diameterand volume content Vf play an important role inmodifying the behavior of the material. Silica Fumeis a highly effective pozzolanic material. Silicafume improves concrete in two ways the basicpozzolanic reaction, and a micro filler effect.Addition of silica fume improves bonding withinthe concrete and helps reduce permeability, it alsocombines with the calcium hydroxide produced inthe hydration of Portland cement to improve

concrete durability. Silica Fume is used in concreteto improve its properties. It has been found thatSilica Fume improves compressive strength, bondstrength, and abrasion resistance; reducespermeability; and therefore helps in protectingreinforcing steel from corrosion. It also combineswith the calcium hydroxide produced in thehydration of Portland cement to improve concretedurability. As micro filler, the extreme fineness ofthe silica fume allows it to fill the microscopicvoids between cement particles. This greatlyreduces permeability and improves the paste-to-aggregate bond of the resulting concrete comparedto conventional concrete.By using supplementary cementing materials suchas silica fume, which usually combines high-strength with high durability. Addition of fibers has


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shown to improve ductility of normal andparticularly concrete containing silica fume.A compressive review of literature related toSilica Fume and Steel Fiber concrete was presentedby ACI Committee 544 [1], Balaguru and Shah[2]. It included guidelines for design, mixing,placing and finishing steel fiber reinforced concrete,

reported that the addition of steel fibers in concretematrix improves all mechanical properties ofconcrete. Steel fiber reinforced concrete undercompression and Stress-strain curve for steel fiberreinforced concrete in compression was done byNataraja.C. Dhang, N.and Gupta, A.P.[3 & 4]. Theyhave proposed an equation to quantify the effect offiber on compressive strength of concrete in termsof fiber reinforcing parameter. In their model thecompressive strength ranging from 30 to 50 MPa,with fiber volume fraction of 0%, 0.5%, 0.75% and1% and aspect ratio of 55 and 82 were used. In all

the models only a particular w/cm ratio withvarying fiber content was used. The absolutestrength values have been dealt with in all themodels and thus are valid for a particular w/cm ratioand specimen parameter. Mechanical propertiesof high-strength steel fiber-reinforced concrete wasdone by Song P.S. and Hwang S.[5].They havemarked brittleness with low tensile strength andstrain capacities of high strength concrete can beovercome by addition of steel fibers. The steel wereadded at the volume of 0.5%, 1.0%, 1.5% and2.0%.The compressive strength of fiber concrete

reached a maximum at 1.5%volume fraction, being15.3%improvement over the HSC. The split tensileand Flexural Strength improved 98.3% and 126.6% at2.0% volume fraction. Strength models were developedto predict the compressive strength with split andflexural Strength of the fiber reinforced concrete.Effect of GGBS and Silica Fume on mechanicalProperties of Concrete Composites was done byPalanisamay T and Meenambal T [6]. Carried outon 70 Mpa concrete with partial replacement ofsilica fume of 5, 10, 15, and 20% were investigated.The compressive strength, split tensile and FlexuralStrength were carried out on 25 concrete mixes at theage of 28 days and compared with conventionalconcrete. The optimum replacement of silica fume wasat 10 % that showed compressive, split tensile and

Flexural Strength increased by 8%, 22% and 4.1% thancontrol concrete.

2. Experimental Set-up.

Silica Fume of 8% with addition of twodiameters of crimped steel fibers with variouspercentage as 0%, 0.5 %, 1.0 % and 1.5 % (i.e.0,

39, 78 and 117.5 Kg/m

3

) by the volume ofconcrete. The design mix proportion of M30 gradeof concrete was (1:1.62:2.88) of cement 400 Kg/ m3

with W/C Ratio 0.42 and ratio of course aggregateA1(20mm) :A2 (10mm) was 70:30. The 150 mmcubes and 150x300mm cylinders were casted. Theinitial curing was carried out by spreading wetgunny bags over the mould about 24 hours aftercasting, the specimens were remolded and placedimmediately in water tank for further curing for aperiod of 28 days. The cubes and cylinders weretested for compressive strength on compressive

testing machine of 2000KN capacity. The cylinderattached with compressometer equipped with dialgauges was used to record the deformation of thecylinder. Dynamic Modulus of Elasticity andUltrasonic Pulse Velocity measured by ultrasonictester .Three identical specimens were tested in allthe mixtures and the entire test.

3. Materials and Methods

3.1. Portland Pozzolona Cement:IS 1489(part 1):1991 containing 28% fly

ash. The properties of cement tested were Fineness(90 Sieve) = 5 %, Normal consistency=31%,Initial & Final setting time =138minute &216minute and 28 days Compressive strength=55.63 Mpa.3.2. Silica Fume:

Silica fume having fineness by residueon 45 micron sieve = 0.8 %, specific gravity = 2.2,Moisture Content =0.7% were used. The chemicalanalysis of silica fume (Grade 920-D): silicondioxide = 89.2%, LOI at 975[degrees]C = 1.7% andcarbon = 0.92%, are conforming to ASTM C1240-1999 standards.3.3. Fine aggregate:

Locally available river sand passingthrough 4.75 mm IS sieve, conforming to gradingzone-II of IS: 383-1970 was used. The physical


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Properties of sand like Fineness Modulus, SpecificGravity, water absorption, Bulk Density, were 2.69,2.61, 0.98% and 1536 Kg/ m3

3.4. Course aggregate:Crushed natural rock stone aggregate (A1)

and (A2) were used. The combined specific gravity,Bulk Density and water absorption of were 0.52 %

@ 24 hrs. Fineness modulus of 20 mm &10 mmaggregate were 7.96 & 6.13.

3.5. Steel Fiber:Crimped steel fibers conforming to ASTM

A820-2001 has been used in this investigation.Properties of crimped fibers are: 1) Length = 30mm, diameter = 0.50 mm, and 2) Length = 60 mm,diameter = 1.00 mm, with a constant aspect ratio =60, ultimate tensile strength, = 910 MPa to 1250MPa and Elastic modulus of steel = 2.1 x 105 MPa.

3.6. Super Plasticizer:CONPLAST SP 430 super plasticizer was

used. It conforms to IS: 9103-1999 and has aspecific gravity of 1.20.3.7. Water:

Water conforming to as per IS: 456-2000was used for mixing as well as curing of Concrete

specimens.

4. Test Results and Discussions.

4.1 WorkabilityThe workability of silica fume with steel fiber

concrete has found to decrease with increase insilica & steel replacement. It appeared that theaddition of super plasticizer might improve theworkability. Super plasticizer was added range of0.75 to 1.40% by weight of cementations materialsfor maintaining the slump up to 20mm.

Table1. Experimental results for silica fume with and without steel fiber concrete at 28 days of age.

S.NO.

Steel Fiber SilicaFume(%)

Comp.Strength of

Cube(Mpa)

Comp.StrengthCylinder(Mpa)

Strain atpeak

Stress x 10-3(mm/mm)

StaticModulus

ofElasticityEs (Gpa)

UltrasonicPulse

Velocity(m/sec)

DynamicModulus

ofElasticity,Ed (Gpa)

Dfmm()

Vf(%)

1 -- 0 0 40.37 33.77 1.74 29.489 4439 41.812 -- 0 8 44.88 36.34 1.83 31.350 4546 44.203

0.5mm

0.5 8 45.82 37.64 1.88 31.509 4582 45.08

4 1.0 8 46.32 38.67 1.92 31.876 4640 45.575 1.5 8 46.58 39.16 2.07 32.158 4678 45.986

1.0mm

0.5 8 46.08 38.07 1.94 31.841 4598 45.51

7 1.0 8 47.16 39.48 2.01 32.074 4647 46.388 1.5 8 47.58 40.09 2.12 32.442 4702 46.68

4.2 Compressive strength (fc) (Cube).In comparison with control concrete

the maximum increase in the compressive strengthat 8% silica fume was 11.17% at 28 days of age.And the combine effect of silica fume with steelfiber of 0.5%, 1.0% and 1.5% by weight of concretefor 0.5mm diameter was 13.50%, 14.14% and15.38%.And the steel fiber of 1.0mm diameter14.14%, 16.82% and 17.86% increases compressivestrength as shown in Table 1.

4.3 Test result of concrete Cylinder.a) Compressive Strength (fcc):In comparison with control concrete the maximum

increase in the compressive strength at 8% silicafume was 7.61% at 28 days of age. And thecombine effect of silica fume with steel fiber of0.5%, 1.0% and 1.5% by weight of concrete for0.5mm diameter was 11.45%, 14.51% and15.96%.And the steel fiber of 1.0mm diameter12.73%, 16.91% and 18.71% increases compressivestrength as shown in Table 1. b) Ultrasonic pulse velocity(Upv):Ultrasonic pulse velocity is one of the most

popular non-destructive techniques used in theassessment of concrete properties. However it isvery difficult to evaluate the test results since theultrasonic pulse velocity values are affected by a


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num

com

incr

with

of c

and

3.58

c) D

Ed

fum

wei

7.82

1.0

sho

d) S

fum

shocurv

com

[Vf]

is a

stres

obse

incr

bran

stee

flatt

desc

obseThe

stre

inve

noti

effe

and

e) S

defi

199

zero

mod

strai

32.4

elast

ber of fa

parison wi

ases due t

steel fiber

ncrete for

5.38%. And

%,4.69% an

ynamic Mo

In com

increases

with steel

ht of con

%, 8.99%

m diam

n in Table

tress v/s Str

A typica

concrete

n in Figurees for fiber

pression wi

shows that

fected by th

s-strain cur

rved that

ases the ex

ch and rend

er for no

r for SFR

ending part

rved by ingradual ch

gth have

stigators i

ed that c

tive in im

energy abs

atic Modul

Modulu

ed accordi

) as the slo

to a comp

ulus of el

n curves are

42x103 MP

icity obtai

tors. It

ith control

the combi

of 0.5%, 1.

.5mm dia

the steel fi

d 5.92%.,as

ulus of Ela

arison wit

due to the

fiber of 0.

rete for 0

and 9.97%.

ter 8.85%,

1.

in relations

l stress []-

ith steel fib

. 5. and Figreinforced

th different

the post-pe

e addition

es generate

an increas

tent of curv

ers the dro

n-fibrous c

. An incre

of the str

reasing theange in sh

however b

the past

imped and

roving the

rption at p

s of Elastic

s of elastici

g to ACI B

pe of the lin

ressive stre

sticity eval

in the rang

a (Table 1).

ned for s

as observ

concrete

ne effect of

% and 1.5

meter was 3

er of 1.0m

shown in T

sticity(Ed):

control c

ombine ef

5%, 1.0% a

.5mm di

And the s

10.93% and

:

train [] cu

er reinforce

ures 6, Thesilica fume

fiber volu

ak segment

f steel fibe

d in this stu

in concr

ed portion i

in the des

oncrete an

sing in the

ss-strain c

fiber volupe with an

en reporte

. Previous

hook end

mechanica

ost peak lo

ity (Es):

y (secant m

uilding cod

e drawn fro

s of 0.45fcuated from

of 29.489

Results of

ow that

ed that i

the Upvsilica fum

by weigh

.22%,4.53

diamete

able 1.

oncrete th

ect of silic

nd 1.5% b

ameter wa

eel fiber o

11.65%.,a

ve for silic

concrete i

stress-straiconcrete i

e fraction

of the curv

rs. From th

dy, it can b

te strengt

in ascendin

ending par

d graduall

slope of th

rve is als

me fractionincrease i

by man

researcher

fibers ar

l properties

ad capacity

odulus) wa

e (ACI 318

a stress o

. The stati

the stress

103

Mpa t

modulus o

odulus o

f

.

,

.

f

f

elasticit

fraction

Based

square

for the

stress w

Where

strengthIS: 4

compar

elasticit

4.4

Mecha

model

quantif

content

compre

strengthelasticit

at 8%

1.0%,

basis o

been de

have g

at 28 d

of the

correlat

experi

Figure

Figure

days of

% steel

36

38

40

42

44

Compressive

Strength,fcc(Mpa)

y increases

or

on the ex

regression a

lastic modu

as showed i

secant m

, [fcc] are56-2000,

ing the pr

y, gives the

iscussion

ical prope

Based on

was develo

the effect

on inter

ssive stren

and cyliny and ultra

silica fume

nd 1.5% at

regression

veloped. Th

od accurac

ys age of c

f the prop

ion betwee

ental valu

.

.Compressi

age at 8 %

fiber,and th

0.0 0.5

Steel

with incre

fiber r

perimental

nalysis, the

lus as a fun

n Table1.

dulus, [Es

all expressrecommend

dicted mo

upper boun

on Rel

ties of con

the test r

ed using g

of silica f

elationship

gth with

er static, donic pulse

with steel

28 days of

nalysis, the

e proposed

in estima

ring. On e

sed model,

the predi

s was sho

ve strength

ilica Fume

eir predicte

1.0 1.5

Fiber,Vf(%)

ase in fibe

inforcing

results, usi

expression

ction of co

] and co

ed in megd equati

el for mo

values.

tionship

rete:

sults, mat

raphical m

ume and s

between

cube co

ynamic mvelocity of

fiber of 0

curing. An

statistical

model was

ing interrel

amining th

there exist

ted values

wed in Fi

(Cylinder

and 0, 0.5,

Models.

fcf= 1.

R

fcf = 2.

R

2.0

0

d

1

st

volume

index.

ing least

obtained

pressive

pressive

apascals.ns, on

dulus of

between

ematical

thods to

eel fiber

cylinder

pressive

dulus ofconcrete,

, 0.5%,

d On the

odel has

found to

ationship

validity

s a good

and the

ure.1 to

at 28,

1.0 & 1.5

9 Vf + fcc

0.959

85Vf + fcc

0.967

.5 mm

ia.steel fiber

.0 mm dia.

eel fiber


Vol No. 7, Issue No. 2, 169 - 177



6/9

Fig

stre

% S

and

Fig

stre

elast

and

pred

Fig

stre

28,

1.5

Compressive

DynamicMod

ulusof

Pulsevelocity,upv(m/sec)

re2.Relatio

gth of cylin

ilica Fume

their predict

re3.Relatio

gth of cyli

icity (Ed) a

0, 0.5, 1.

icted Model

re4.Relatio

gth of cyli

ays of age

steel fiber

32

34

36

38

40

42

44

44

sren

g

cyner,cc,

pa

Comp

43

44

45

46

47

48

34 36

,

,

Compr

450

500

550

600

650

700

750

800

34 36Compre

nship b

der and cub

and 0, 0.5,

ed Models.

nship b

der (fcc) an

28, days o

& 1.5

s.

nship b

der (fcc) an

t 8 % Silic

,and their p

46ressive strengt

38 40ssive strength

38 40ssive strength

tween

e at 28, day

1.0 & 1.5

tween

d Dynamic

age at 8 %

steel fibe

tween

d Pulse vel

Fume and

redicted Mo

48 50h (cube),fc,(M

y

42 44,fcc(Mpa)

y

42 44,fcc(Mpa)

ompressiv

s of age at

steel fiber

ompressiv

modulus o

Silica Fum

r, and thei

ompressiv

city (Puv) a

, 0.5, 1.0

dels.

= 3.046e0.055x

R = 0.870

= 5.727e0.041x

R = 0.901

pa)

0.5mm

dia.steel fibe1.0mm dia.

Steel fiber

= 30.78e0.010x

R = 0.887

= 28.34e0.012x

R = 0.864

0.5mm dia

steel fiber1.0 mm dia.

Steel fiber

= 3535.e0.007x

R = 0.843

= 3432.e0.007x

R = 0.910

0.5 mm steel

fiber1.0 mm steel

fiber

,

f

Figure

days of

1.5 %

Models

Figure

days of

1.5 %

Models

6. Con

Followi

experi

1.2.

3.

r

0

5

10

15

20

25

30

35

40

45

Stress""(Mpa)

0

5

10

15

20

25

30

35

40

45

Stress""(M

pa)

.Stress-Stra

age for 8

teel fiber o

.

.Stress-Stra

age for 8

teel fiber o

.

lusions:-

ng conclusi

ental invest

The weight

increase in t

Super plasti

to 1.40%

materials (C

to maintain

silica fume

steel fiber c

The compreincrease in

normal conc

0 0 .0 01 0 .0

Strain "

0.001 0.0Strai

in relations

Silica Fu

f 0.5 mm

in relations

Silica Fu

f 1.0 mm

ons were o

igations.

density of c

he steel fibe

cizer with

by weigh

m = PPC

the adeq

concrete an

ncrete mix

ssive strengsilica fu

rete.

02 0.003 0.00

" (mm/mm)

2 0.003 0.00" "(mm/mm

ip of cylin

e and 0, 0

, and their

ip of cylin

e and 0, 0

, and their

btained bas

oncrete incr

r content.

osage rang

t of cem

+ SF) has

uate worka

d silica f

s.

th increasese compa

= 1542

= 1278

= 1268

= 1190

4 0.005

80.1.

1.

= 1542

=1027 =1116 =9851

0.005)

on0.1.1.

er at 28,

.5, 1.0 &

predicted

er at 28,

.5, 1.0 &

predicted

e on the

ase with

of 0.75

entations

een used

bility of

me with

with theed with

5 + 5.951

6 + 8.886

+ 9.226

3 + 9.660

S.F.%fiber% fiber

% l fiber

5 + 5.951

6 +9.8590 +10.01 +11.00

ly 8% S.F.% l fiber% fiber%fiber


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4. The compressive strength increases with theaddition of steel fiber was marginal ascompared with silica fume concrete.

5. All the properties of concrete, compressivestrength (Cube & cylinder) and Modulus ofElasticity increases by addition of 1.0mmdiameter steel fiber was more than 0.5 mm

diameter.6. On the basis of regression analysis of largenumber of experimental results, thestatistical model showed in figures hasbeen developed. The proposed model wasfound to have good accuracy in estimatingthe 28 days Compressive strength of cubewith cylinder. Compressive strength ofcylinder with static and dynamic modulus ofelasticity and ultrasonic pulse velocity, withtheir inter relationship at 8% Silica Fume& 0%,0.5%,1.0%,1.5% Steel Fibers of both

diameters.7. Strain at peak stress increases with concrete

strength. And the increase of strain at peakstress also showed a good agreement withthe increase of [Vf ]

8. In general, the significant improvement invarious strengths is observed with theinclusion of steel fibers in the plain concretewith high volume fractions.

9. Addition of crimped steel fibers to silicafumes concrete (HPC) chances the basiccharacteristics of its stress-strain response.

The slope of the descending branchincreases with increasing the volume of steelfiber.

10.A moderate increase in compressivestrength, strain at peak stress is alsoobserved, which is proportional to thereinforcing index. The expression proposedis valid for steel fiber reinforcing indexranging from 0 to 3.9.

Acknowledgement

The authors would like to express their sincereappreciation for providing steel fibers by ShaktimanStewols India (P) Ltd. and Super plasticizer byBlack cat Enterprises (P) Ltd. Nagpur.Referances:-

1. ACI Committee, 544, "State-of-the-artreport on fiber reinforced concrete", ACI

544.1R-82, American Concrete Institute,Detroi, 2006.

2. Balaguru P. N., and Shah S. P., FiberReinforced Cement Composites, McGraw-Hill:International Edition, New York,1992.

3. Nataraja M.C., Dhang N. and Gupta A.P.,Steel fiber reinforced concrete

under compression, The Indian ConcreteJournal, 26(3), 1998,pp 353-356.4. Nataraja M.C., Dhang, N. and Gupta, A. P.,

Stress-strain curve for steelfiber reinforced concrete in compression,Cement and Concrete Composites, 21(5/6),1999,pp 383- 390.

5. Song P.S. and Hwang S., Mechanicalproperties of high-strength steel fiber-reinforced concrete Construction and

Building Materials, 2004, pp669-676.6. Palanisamay T and Meenambal T, Effect of

GGBS and Silica Fume on MechanicalProperties of Concrete Composites, IndianConcrete Institute Journal, Vol. 9, No. 1,2008,pp. 07-12.

7. Elavenil S. and Samuel Knight G.M., ,Behavior of steer fiber reinforced concretebeams and plates under static load, Journalof Research in Science, Computing, andEngineering, 2007,pp.11-28

8. ACI Committee 544 Report, , Design ofsteel fibre reinforced concrete, ACIStructural Journal 1988,pp 563-580.

9. ACI Committee 544, "Design considerationsfor steel fiber reinforcedconcrete" ACI544.4R-89, AmericanConcrete Institute, Detroit, 1989.

10.Ghugal, Y. M., Effects of Steel Fibers onVarious Strengths of Concrete, IndianConcrete Institute Journal, Vol. 4, No. 3,2003, pp. 23-29.

11.ACI Committee 544, Guide for specifying,mixing, placing and finishing steel fiberreinforced concrete, ACI Materials Journal,90(1), 1993, pp94-101.

12.ACI Committee 234, April 13, Guide forthe use of silica Fume in Concrete, ACI234R-06, American Concrete Institute,2006.

13. ACI Committee 211, "Guide for selectingproportions for High strength


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concrete with Portland cement and Flyash", ACI 211.4R-93, ACI Manual ofconcrete practice1999,.

14.Bhanjaa S. and Sengupta B., Influence ofsilica fume on the tensile strength ofconcrete, Cement and Concrete Research,35, 2005, pp743-747.

15.Giuseppe Campione , Simplified FlexuralResponse of Steel Fiber-ReinforcedConcrete Beams Journal of Materials inCivil Engineering,Vol.20,No.4, 2008,pp283-293.

16.IS: 383-1970,Indian standardsspecification for coarse and fine aggregatesfrom natural sources for concrete, Bureauof Indian Standards, New Delhi.

17.IS:10262-1999,recommended guidelinesfor concrete mix design, Bureau of IndianStandards, New Delhi.

18.IS: 516-1959, Methods of tests for strengthof concrete, Bureau of IndianStandards, New Delhi.

19.IS: 2386-1963, Indian Standard Code ofPractice for Methods of Test for Aggregatefor Concrete, Indian Standard Institution,New Delhi.

20.SP: 23 1982, Hand Book of ConcreteMixes, Bureau of Indian Standard, NewDelhi.

21.IS: 456-2000, Plain and reinforcedconcrete-code of practice, Bureau of Indian

Standards, New Delhi.22.A. M. Nevelle, Concrete Technology, Indian

Branch 482 F.I.E. Patparganj, Delhi.

Figure 7. Workability of concrete by slump.

Figure8. Showed 0.5 mm Steel Fiber.

Figure 9. Cube Compressive Strength Test.

Figure10.Cylinder Compressive Strength andCompressometer with dial gauge (strainmeasurment)Test.


Vol No. 7, Issue No. 2, 169 - 177



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Figure 11. Cylinder Ultrasonic pulse velocity Figure12. Showed 1.0 mm Steel Fiber.and modulus of elasticity by ultrasonic tester (NDT).


Vol No. 7, Issue No. 2, 169 - 177


1.ijaest vol no 7 issue no 2 effect of steel fibers on modulus of elasticity of concrete 169 177

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