1.IJAEST Vol No 7 Issue No 2 Effect of Steel Fibers on Modulus of Elasticity of Concrete 169 177
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Transcript of 1.IJAEST Vol No 7 Issue No 2 Effect of Steel Fibers on Modulus of Elasticity of Concrete 169 177
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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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8/6/2019 1.IJAEST Vol No 7 Issue No 2 Effect of Steel Fibers on Modulus of Elasticity of Concrete 169 177
2/9
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
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 2
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8/6/2019 1.IJAEST Vol No 7 Issue No 2 Effect of Steel Fibers on Modulus of Elasticity of Concrete 169 177
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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
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 3
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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
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 4
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8/6/2019 1.IJAEST Vol No 7 Issue No 2 Effect of Steel Fibers on Modulus of Elasticity of Concrete 169 177
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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
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 5
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8/6/2019 1.IJAEST Vol No 7 Issue No 2 Effect of Steel Fibers on Modulus of Elasticity of Concrete 169 177
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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
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 6
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8/6/2019 1.IJAEST Vol No 7 Issue No 2 Effect of Steel Fibers on Modulus of Elasticity of Concrete 169 177
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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.,
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concrete with Portland cement and Flyash", ACI 211.4R-93, ACI Manual ofconcrete practice1999,.
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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.
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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.
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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).
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Vol No. 7, Issue No. 2, 169 - 177
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