Study the effect of addition of wast plastic on compressive and tensile

International Journal of Civil Engineering and Technology (IJCIET), ISSN 0976 – 6308
(Print), ISSN 0976 – 6316(Online) Volume 4, Issue 2, March - April (2013), © IAEME
415
STUDY THE EFFECT OF ADDITION OF WAST PLASTIC ON
COMPRESSIVE AND TENSILE STRENGTHS OF STRUCTURAL
LIGHTWEIGHT CONCRETE CONTAINING BROKEN BRICKS AS
ACOARSE AGGREGATE
Ghassan Subhi Jameel
Assistant Lecturer
Dep. of Dams &Water Resources Engineering
University of Anbar
‫ا‬:
‫ا‬ ‫ا‬ ‫ه‬‫إ‬ ‫درا‬‫ا‬ ‫وي‬ ‫ا‬ ‫ا‬ ‫ا‬)‫ا‬
‫ز‬ ‫ا‬ ‫ت‬ ‫و‬ ‫ا‬(‫ا‬ ‫ا‬‫ه‬ ‫ث‬0.5%‫و‬1%‫و‬1.5%‫آ‬
‫م‬ ‫آ‬ ‫آ‬ ‫ق‬ ‫ا‬ ‫ام‬ ‫وا‬ ‫زن‬ ‫ا‬ ‫إ‬.‫زن‬ ‫ا‬ ‫ا‬ ‫ا‬ ‫ا‬
‫ــ‬ACI committee211-2-82‫أ‬ ‫ا‬ ‫آ‬1:1.2:3.3‫ء‬ ‫ا‬ ‫و‬‫إ‬‫ا‬
0.5‫ا‬ ‫ى‬ ‫و‬4253
kgm.
‫و‬ ‫ا‬ ‫و‬ ‫ا‬ ‫زن‬ ‫ا‬ ‫ا‬ ‫ا‬ ‫دة‬ ‫ت‬ ‫أ‬‫ت‬‫ا‬‫وه‬
‫ا‬‫و‬‫ت‬‫ط‬ ‫ا‬ ‫و‬‫ء‬ ‫ا‬ ‫و‬ ‫ر‬ ‫ا‬ ‫و‬.
‫ا‬‫ا‬ ‫ت‬‫إ‬ ‫أن‬‫ا‬ ‫ت‬‫و‬ ‫أآ‬ ‫ن‬ ‫آ‬ ‫زن‬ ‫ا‬ ‫ا‬ ‫ا‬ ‫إ‬
‫و‬ ‫ى‬ ‫ا‬ ‫دة‬ ‫ا‬ ‫ء‬ ‫ا‬ ‫و‬ ‫و‬ ‫ط‬ ‫ا‬ ‫و‬ ‫ا‬ ‫و‬‫و‬ ‫و‬ ‫ط‬ ‫ا‬
‫ء‬ ‫ا‬ ‫و‬ ‫و‬ ‫ر‬ ‫ا‬28‫ا‬ ‫ا‬ ‫م‬4.4%،29%،40.8%‫ا‬ ‫ا‬
‫ت‬ ‫و‬ ‫وا‬ ‫زن‬ ‫ا‬‫اره‬ ‫ا‬1%.
INTERNATIONAL JOURNAL OF CIVIL ENGINEERING AND
TECHNOLOGY (IJCIET)
ISSN 0976 – 6308 (Print)
ISSN 0976 – 6316(Online)
Volume 4, Issue 2, March - April (2013), pp. 415-432
© IAEME: www.iaeme.com/ijciet.asp
Journal Impact Factor (2013): 5.3277 (Calculated by GISI)
www.jifactor.com
IJCIET
© IAEME

416
ABSTRACT
This research studies the effect of adding waste plastic in three percentage 0.5% ،1%
And 1.5% by volume on plain structural lightweight concrete (SLWC) produced by using
crushed bricks as coarse lightweight aggregates (LWA) in a lightweight concrete mix
designed according to ACI committee 211-2-82 with mix proportion 1:1.5:3.5 by volume
.The wc equal to 0.5 and cement content 425 kgm3
. Different tests where performed for
fresh and hardened SLWC such, unit weight, compressive strength and two indirect tests of
tensile strength (splitting tensile and flexural strength).
The results demonstrated that the effect of addition of waste plastic was more
pronounced on the tensile strength of SLWC than the compressive strength.The maximum
increase of compressive, splitting tensile and flexural strengths at 28-days were 4.4; 29; 40.8
% in the SLWC containing 1% waste plastic.
Keywords: Waste plastic, crushed bricks, Compressive strength, Flexural strength.
1- DEFINITIONS
As the word population grows; so do the amount and type of wastes being
generated. Many wastes produced today will remain in the environment for hundreds and
perhaps thousands of years. The creation of non-decaying waste materials; combing with a
growing consumer population; has resulted in a waste disposal crisis. one solution of this
crisis lies in recycling wastes in to useful products [1] .Plastics are polymers, a very large
molecule made up of smaller units called monomers which are joined together in a chain by a
process called polymerization. The polymers generally contain carbon and hydrogen with,
sometimes, other elements such as oxygen, nitrogen, chlorine or Fluorine [2].
Waste plastic fibers: This term represent the using of the plastic bottles waste as fibers in
concrete that are uniformly distributed and randomly oriented. The amount of waste plastic
added to a concrete mix is measured as a percentage of the total volume of the composite
(concrete and fibers) termed Vf.
Structural lightweight concrete: The ASTM C330 [3] defines SLWC as having a
compressive strength of 17 MPa or more and a 28 day dry unit weight less than 1850 kgm3.
Similar gradients to normal weight concrete (NWC) except that it is made with LWA or
combination of lightweight and normal-weight aggregates but it has different properties. The
lower density and higher insulating capacity are the most obvious characteristics of Light-
Weight Aggregate Concrete (LWAC) by which it distinguishes itself from ‘ordinary’ NWC
.However; these are by no means the only characteristics, which justify the increasing
attention for this (construction) material. If that were the case most of the design, production
and execution rules would apply for LWAC as for NWC, without any amendments.

417
2- INTRODUCTION
Recycled fibres from various sources have been studied as reinforcement in
concrete, including tire cords, carpet fibres, feather fibers, steel shavings, wood fibers from
paper waste, and high density polyethylene [4].
Addition of fibers makes the concrete more homogeneous and isotropic and therefore it’s
transformed from a brittle to amore ductile material. When concrete cracks, the randomly
oriented fibers arrest a micro cracking mechanism and limit crack propagation. The LWC
having less compressive strength than NWC .as such, a form of additional reinforcement is
needed to enhance the weakness of tensile strength in SLWC. This will achieved by using
fibers.
Advantages of using SLWC [5]:
• Reduction in dead weight of structure.
• Savings in steel reinforcement.
• Reduction in dead weight gives better resistance to earthquake loading.
• Reduced handling, transportation and construction cost for precast
Concrete elements
. • Properties of FRC as compared with those of normal concrete [6]:
– Higher tensile strain at failure
– Higher toughness and resistance to impact
– Ultimate tensile strength increased only slightly
– Reduced workability of fresh concrete
– Increase fatigue life
– Similar elastic modulus
– Similar drying shrinkage
– Similar compressive creep, but lower tensile creep and flexural creep.
Abdul-khader al hadithi study the effect of adding the chips resulting from cutting the plastic
beverage bottles as fiber added to the concrete with very small percentages of concrete volume
(0.1 and 0.2%). Results proved that adding of plastic fibers leads to improvements in
compressive strength (11.28; 14.28%) and flexural strength (46.15-64.61%) of concrete
containing plastic fibers [7].
Extensive research efforts have been given to investigate the normal weight FRC [8]. Also
those studied SLWC [9] [10] [11] [12] etc. However .A research work has been undertaken to
investigate the effect of addition of waste plastic fiber in compressive and tensile strengths of
SLWC.
3- EXPERIMENTAL WORK
3-1 Materials
3-1-1 Cement
ordinary Portland cement produced by Kubaisa cement factory was used throughout
this study physical properties of used cement are listed in Table (1).The results are conformed
to the Iraqi specification No.5 1984[13].

418
Table (1) Physical properties of used cement
Limits of (I.O.S)
NO.51984
Test resultsPhysical properties
1 hr (Min.)
10 hr (Max.)
1:20
3:35
Initial setting (vicat) hr
Final setting (vicat) hr
10 (Max.)4.5Soundness
(le-chatelier) mm
15 (Min.)
23 (Min.)
16.75
29.6
Compressive strength of
mortar MPa
3-day
7-day
3-1-2 Fine aggregate
A normal weight sand of 4.75 mm maximum size was used .Table (2) and(3)shows the
grading and physical properties of used fine aggregate .The grading was conformed to the
limits of Iraqi specifications No.45 1984[14] .
Table (2) Physical properties of used fine aggregates
Limits of (I.O.S)
NO.451984
Test resultsPhysical properties
------2.61Specific gravity
1450-16001549Loose density (kgm3)
1530-18001803Compacted density (kgm3)
------3.2Absorption %
5(Max.)3.6Material finer than
75 µ %
------2.33Fineness modulus
Table (3) Sieve analysis of fine aggregate
3-1-3 coarse lightweight aggregate
A crushed bricks were used as coarse LWA .The bricks pieces which are considered
as waste materials were crushed into smaller sizes by means of crusher machine (jaw crusher)
.Table 2 and 3 shows the grading and physical properties of coarse LWA respectively .The
grading was confirmed to ASTM C330 [2] for structural LWA .The lightweight aggregate
used in a saturated surface dry (SSD) condition recommended by ACI 211-2-82 [15 ] after
submerged in water for 1 hour and spread in laboratory until obtaining saturated surface dry
aggregates . Plate (1) and plate (2) show the course aggregate.
Limits of ASTM C330Test resultsSieve size mm
10010012.5
80-100919.5
5-40334.75
0-2052.36
0-1031.18

419
Table (4) Physical properties of LWA
ASTM C330Test resultsPhysical properties
-------1.8Specific gravity
-------689Loose density ( kgm3)
800 Max.800Compacted density (kgm3)
Table (5) Grading of LWA
Plate (1)
Limits of ASTM C330Test resultsSieve size mm
10010012.5
80-100919.5
5-40334.75
0-2052.36
0-1031.18

420
Plate (2)
3-1-4 water
Potable water was used in all mixes.
3-1-5 plastic fibers
Plate (3) and (4) show the waste plastic. fibers were used is the pieces of plastic
were used and become as a waste and we take it and cut to small pieces with limited length
and diameter to acts as a fiber .The properties of the used fibers are illustrated in Table (6 ) .
Table (6) Properties of used fibers
resultsproperty
StraightFiber type
30 mmFiber length
3mmFiber diameter
1100 kgm3density

421
Plate(3)
Plate (4)

422
3-2 Mixing of concrete
A pan mixer of 0.1% m3
capacity was used to mix the concrete ingredients .The mixer
was firstly cleaned from the remaining lumps of concrete .The dry mixed ingredients were
placed in the pan mixer and they were mixed for 2 minutes to ensure the homogeneity of
waste plastic and to split the agglomerations of cement particle .The required quality of water
was added to the mix and the whole constitutes were mixed for 3 minutes.
3-3 Preparation, casting, curing and types of the test specimens
Steel molds were used for casting all the tested specimens .Before casting the molds
were cleaned and oiled to avoid the adhesion of hardened concrete to the inside faces of
molds. The fresh concrete was placed inside the molds with approximately equal layers of 50
mm for all the specimens and consolidated by the mean of vibrating table for a sufficient
period .Care was taken to avoid segregation of LWA because the lightest particles of LWA
tend to float on the surface of concrete causing segregation of the mix consistent .After
casting ,the concrete surface was leveled and covered with nylon sheets to prevent
evaporation of water so as to avoid the plastic shrinkage cracks. On the second day the
specimens were remolded, marked and immersed in tap water until the test age. 100x100x100
mm cubes, 100x200mm cylinders and 100x100x500 prisms were used for compressive,
splitting tensile and flexural tensile strengths tests respectively. Plate (5) shows the some of
specimen before testing.
Plate (5)

423
3-4 Testing program
3-4-1 Slump test
The test was performed according to ASTM C143a [16].
3-4-2 Fresh and hardened unit weights
The test was performed according to ASTM C 567-85 [17].
Note: The above tests in addition to compressive strength test at 28 days were conducted to
achieve the requirements for SLWC in ASTM C330 [2]
3-4-3 Compressive strength test
The test was conducted on 100 mm cube according to BS 1881 part 116 :1989 [18] .The
test was performed at ages 7,14 and 28 days .
3-4-4 Tensile strength
3-4-4.a Splitting tensile strength test
The test was conducted on cylinders of 100x200 mm according to ASTM C496-86 [19]
.The splitting tensile strength was calculated using the following equation:
)( ld
pMPastrengthtensileSplitting
π
2=
Where: p: maximum applied load (N).
d: diameter of test specimen (mm).
L: length of test specimen (mm).
3-4-4.b Flexural strength test
The test was performed on prisms 100x100x500 mm according to BS 1881 part 118 ,
1989 [20].The flexural strength was calculated using the following equation as the failure of
all test specimens occurred in the mid part.
)( 2
db
lpMPastrengthFlexural =
Where: p: maximum applied load (N)
L: length of test specimen (mm).
d, b : depth and width of test specimen (mm)
4-1 RESULTS AND DISCUSSION
4-1-1 Compressive strength
The results of compressive strength of reference and SLWC specimens containing
0.5% , 1% and 1.5% fibers at 7,14 and 28 days are shown in Fig(1) and figure (2) .From these
results the following notes are observed :
- The reference mix is confirmed to the requirements of SLWC in ASTM C330 [2] where it
had 20.04 MPa compressive strength and 1875 kgm3
unit weight at 28days.

424
- All SLWC mixes, generally exhibited continuous strength gain .This is, generally, attributed
to the continuous formation of hydration products during the curing period.
-The addition of 0.5% , 1.5% and 1.5 % waste plastic fibers to the reference mix increased
the compressive strength at all ages:-
• 0.5% of plastic fiber is given compressive strength greater than reference mix at all
ages. The maximum increase of such concrete was 4.04% at 28 days.
• 1% of plastic fiber is given compressive strength greater than reference mix and mix
containing 0.5% fibers at all ages .The maximum increase of such concrete was 4.4%
at 28 days.
• 1.5% of plastic fiber is given compressive strength greater than reference mix but less
than mix containing 0.5% and 1% fibers .The maximum increase of such concrete
was 1.2% at 28 days.
4-1-2 Tensile strength
4-1-2 a Splitting tensile strength
The results of Splitting tensile strength of reference and SLWC specimens containing
0.5% , 1% and 1.5% fibers at 7,14 and 28 days are shown in Fig(3) and fig(4) .From these
results the following notes are observed :
-The addition of 0.5% , 1% and 1.5 % waste plastic fibers to the reference mix increased the
Splitting tensile strength at all ages:-
• 0.5% of plastic fiber is given Splitting tensile strength greater than reference mix at all
ages. The maximum increase of such concrete was 9.18% at 28 days.
• 1% of plastic fiber is given Splitting tensile strength greater than reference mix and
mix containing 0.5% fibers at all ages .The maximum increase of such concrete was
29% at 28 days.
• 1.5% of plastic fiber is given splitting tensile strength greater than reference mix but
less than mix containing 1% fibers .The maximum increase of such concrete was
15.94% at 28 days.
• The increasing of Splitting tensile strength with percent greater than compressive
strength refers to important of using waste plastic fiber because my search appearance
the advantage of this uses like economical and increasing the strength of concrete
against tension stress . An initial crack (a pre-existing crack-like flaw) is allowed to
propagate when the stress intensity factor reaches the toughness of the brittle material.
In fiber reinforced cement composites, cracks are bridged by fibers, which in turns
govern the behavior of the crack in growth stability, length and crack opening profile
[21].
4-1-2 b Flexural strength
The flexural strength was determined at 7, 14 and 28 days and illustrated in Fig (5) and
fig (6). From these results the following notes are observed:
-The addition of 0.5% , 1% and 1.5 % waste plastic fibers to the reference mix increased the
flexural strength at all ages:-
• 0.5% of plastic fiber is given flexural strength greater than reference mix at all ages.
The maximum increase of such concrete was 20% at 28 days.

425
• 1% of plastic fiber is given flexural strength greater than reference mix and mix
containing 0.5% fibers at all ages .The maximum increase of such concrete was
40.8% at 28 days.
• 1.5% of plastic fiber is given flexural strength greater than reference mix but less than
mix containing 1% fibers .The maximum increase of such concrete was 32% at 28
days.
The results indicate that the SLWC mixes had similar behavior in flexural strength
corresponding to splitting tensile strengths .This may be related to the fact that the splitting
and flexural strength tests are indirect tests of tensile strength .The difference is the higher
values of flexural strength at all ages due to the different between tests procedures and the
shape of test specimens. On the other hand, Fig (5) demonstrates that 1%-SLWC showed
higher flexural strength gain between 7, 14 and 28 days corresponding to 0.5%; 1.5% and R-
SLWC.
• We note that the mixes With 1.5% of waste plastic had tension strength less than mixes
with 1% this case attributed to the masses of the waste plastic , this case called
(segregation).
Note: as well as the increasing in magnitude of strength that caused by using of waste plastic
we notice that there is addition advantage. There is very important advantage is called
(mode of failure) this specification convert the way of failure from brittle (collapse) to ductile
as we show this appearance in down pictures. Plate (6), (7), (8) and (9) shows the modes of
failures in plain mix and mix containing waste plastic.
Plate (6) Section from specimen after testing of plain concrete

426
.
Plate (7) Mode of failure of reference mix plate (8) mode of failure with use fibers
Plate (9) Waste plastic act as abridge even after failure

International Journal of Civil Engineering and Technology (IJCIET), ISSN 0976
(Print), ISSN 0976 – 6316(Online) Volume 4, Issue 2, March
0
5
10
15
20
25
30
14.25
17
CompressiveStrength(Mpa)
fig(2)the compressive strength of plain mix compared with mixes
R
14
15
16
17
18
19
20
21
22
7
CompressiveStrength(MPa)
figure (1) The compressive Strength of plain mix compared with mix
6316(Online) Volume 4, Issue 2, March - April (2013), © IAEME
427
7
14
28
17.23
20.04
16.11
18.4
20.85
16.31
18.8
20.93
16
18.1
20.28
)the compressive strength of plain mix compared with mixes
containing waste plastic fiber
w1 w2 w3
14 28
Age (day)
) The compressive Strength of plain mix compared with mix
R w1 w2 w3
April (2013), © IAEME

1
1.3
1.6
1.9
2.2
2.5
2.8
SpiltTesileStrength(MPa)
figure (3) The Split Tensile Strength of plain mix compared with
0
0.5
1
1.5
2
2.5
3
3.5
1.05
1.
SpliteTensileStrength(MPa)
Figure (4) Split Tensile Strength for plain concrete compared with
mixes containing waste plastic fiber
428
7 14 28
Age (day)
) The Split Tensile Strength of plain mix compared with
mix containing waste plastic fiber
R w1 w2 w3
7
14
28
.343
2.07
1.2
1.7
2.26
1.5
2
2.67
1.3
1.8
2.4
) Split Tensile Strength for plain concrete compared with
mixes containing waste plastic fiber
R M1 M2 M

1
1.25
1.5
1.75
2
2.25
2.5
2.75
3
3.25
3.5
3.75
7
FexuralStrength(MPa)
figure(5) The flexural Strength of plain mix compared with mix
R
0
0.5
1
1.5
2
2.5
3
3.5
4
4.5
1.96
flecturalStrength(MPa)
Figure (6) The flextural Strength of plain mix compared with mix
R
429
14 28
Age (day)
) The flexural Strength of plain mix compared with mix
contaning plastic waste fiber
R w1 w2 w3
7
1
2
96
2.22
2.72
1.8
2.42
3
2.2
2.76
3.52
2
2.56
3.3
) The flextural Strength of plain mix compared with mix
w1 w2 w3

430
4-1-3 the relationship between compressive and tensile strength of R, 0.5%; 1% and
1.5%mixes
Figs (7) and (8) show the relationship between compressive and tensile strength for R,
0.5%; 1% and 1.5% mix. Where the tensile strength tested in two indirect tests (splitting
tensile and flexural strength).Results indicate that the tensile strength of all LWC mixes
increases with the increase of compressive strength .In Fig (7) and (8) it is apparent that the
R-SLWC showed lower values and slope in such relation corresponding to 0.5%; 1% and 1.5
% SLWC. The higher slope was observed in 1%-SLWC .On the other hand, the effect of
waste plastic was more clearly in flexural strength than splitting tensile strength of all SLWC
mixes .This may be due to significant bond improvement gained by using this material.
Fig (7) the relationship between compressive and splitting tensile strength
Fig (8) the relationship of compressive and flexural strength
1
1.2
1.4
1.6
1.8
2
2.2
2.4
2.6
2.8
15 16 17 18 19 20 21 22
Splittingtensilestrength(Mpa)
Compressive strength(Mpa)
R
W1
W2
W3
1.5
2
2.5
3
3.5
4
15 16 17 18 19 20 21 22
Flexturalstrength(Mpa)
Compressive strength(Mpa)
R
W1
W2
W3

431
CONCLUSION
Based on the results of present study the following conclusions can be drawn:
1- The produced R-LWC using crushed bricks as a LWA were confirmed to the requirements
of SLWC.
2- The addition of waste plastic increased the compressive strength of R- SLWC at all ages
up to 28 days.
3-The addition of waste plastic provided clear increment in the tensile strength more than
compressive strength especially flexural strength.
4-The use of 0.5% and 1.5% waste plastic in SLWC increase the compressive ,splitting
tensile and flexural strength 4.04;1.2;9.18;15.94;20;32% respectively at 28 days while the
use of 1% showed superior performance .The corresponding increment was 4.4;29; and
40.8%.
6-Adition of 0.5 and 1.5% waste plastic increase the slope of relationship between
compressive and tensile strength .Superior increase of such slope was observed in 1%-
SLWC.
REFERENCES
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2. Converting Waste Plastics into a Resource” United Nations Environmental
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3. Johnston, C. "Fiber Reinforced Concrete." Significance Properties of Concrete and
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http://nersp.nerdc.ufl.edu/~tia/3501-11.pdf
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smallpercentage”Al-hadithi A.I.A”second hallab conference.
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http://courses.washington.edu/cm425/.
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Proceeding of the second international congress on lightweight concrete , The concrete
society , London 1980 , pp. 152-171 .
10. Seabrook, P.I. , and Wilson , H.S. , “ High strength lightweight concrete for use in
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432
13. Al-Hadad, M.Y., “Durability of porcelinite lightweight concrete against chloride and
sulfate solution “, M.Sc. Thesis, University of technology, Aug.2001.
14. ‫،ر‬51984‫ي‬ ‫ر‬ ‫ا‬ ‫،ا‬ (I.O.S ‫ا‬ ‫ا‬ ‫ا‬ ‫ا‬ ‫ا‬)
15. ، ‫ر‬451984‫ا‬ ‫در‬ ‫ا‬ ‫م‬ ‫،رآ‬ (I.O.S ‫ا‬ ‫ا‬ ‫ا‬ ‫ا‬ ‫ا‬)
16. ‫ء‬ ‫وا‬ ‫ا‬ ‫م‬ ‫ا‬
17. ACI committee 211, “Standard practice for selecting proportions for structural
lightweight concrete” (ACI 211.2-81), ACI manual of concrete practice, part 1 1990,
pp.211.2-1-18.
18. ASTM C 143-89a,”Standard test method for slump of hydraulic cement concrete “,
Annul book of ASTM standards, Vol. 0402, 1989, pp. 85-86.
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concrete “, Annul book of ASTM standards, Vol. 0402, 1989, pp. 277-279. . .
20. BS 1881, part 116, 1989 “Standard test method for determination of compressive
strength of concrete cubes ”British Standard Institution, pp.3.
21. BS 1881 , part 117 ,1989 “ Standard test method for determination of splitting tensile
strength " British Standard Institution ,pp. 4 .
22. BS 1881, part 118, 1989 “Standard test method for determination of flexural strength of
concrete cubes ”British Standard Institution, pp.3.
23. 15th ASCE Engineering Mechanics Conference June 2-5, 2002, Columbia University,
New York, NY.
24. Dr. Prahallada. M.C., Dr. Shanthappa B.C. and Dr. Prakash. K.B., “Effect of Redmud
on the Properties of Waste Plastic Fibre Reinforced Concrete an Experimental
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Volume 2, Issue 1, 2011, pp. 25-34, ISSN Print: 0976 – 6308, ISSN Online: 0976 –
6316.
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Properties of Gap-Graded Concrete by Adding Waste Plastic Fibers”, International
Journal of Civil Engineering & Technology (IJCIET), Volume 4, Issue 2, 2013,
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Steel Fibers on Flexural Strength of High Strength Concrete”, International Journal of
Civil Engineering & Technology (IJCIET), Volume 4, Issue 2, 2013, pp. 332 - 336,
ISSN Print: 0976 – 6308, ISSN Online: 0976 – 6316.

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