Study the Effect of Addition of Wast Plastic on Compressive and Tensile

7/28/2019 Study the Effect of Addition of Wast Plastic on Compressive and Tensile

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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

:

) ( 0.5%1%1.5%

.

ACI committee211-2-82 1:1.2:3.3

0.5 4253kg\m.

.

28 4.4%29%40.8%

1%.

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

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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 usingcrushed 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 w\c equal to 0.5 and cement content 425 kg\m3. 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 kg\m3.

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.


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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 frompaper waste, and high density polyethylene [4].

Addition of fibers makes the concrete more homogeneous and isotropic and therefore its

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 precastConcrete 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].


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Table (1) Physical properties of used cement

Limits of (I.O.S)

NO.5\1984

Test resultsPhysical properties

1 hr (Min.)

10 hr (Max.)

1:20

3:35Initial setting (vicat) hr

Final setting (vicat) hr

10 (Max.)4.5Soundness

(le-chatelier) mm

15 (Min.)23 (Min.)

16.7529.6

Compressive strength ofmortar MPa

3-day7-day

3-1-2 Fine aggregateA 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.45\1984

Test resultsPhysical properties

------2.61Specific gravity

1450-16001549Loose density (kg\m3)

1530-18001803Compacted density (kg\m3)

------3.2Absorption %

5(Max.)3.6Material finer than

75 %

------2.33Fineness modulus

Table (3) Sieve analysis of fine aggregate

3-1-3 coarse lightweight aggregateA 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

80-100919.55-40334.750-2052.360-1031.18


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Table (4) Physical properties of LWA

ASTM C330Test resultsPhysical properties

-------1.8Specific gravity-------689Loose density ( kg\m3)800 Max.800Compacted density (kg\m3)

Table (5) Grading of LWA

Plate (1)

Limits of ASTM C330Test resultsSieve size mm

10010012.5

80-100919.55-40334.75

0-2052.36 0-1031.18


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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 type30 mmFiber length

3mmFiber diameter

1100 kg\m3density


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Plate(3)

Plate (4)


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3-2 Mixing of concreteA pan mixer of 0.1% m

3capacity 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 ofwaste 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 specimensSteel 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 preventevaporation 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)


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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 weightsThe 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]

3-4-3Compressive strength testThe 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 strength3-4-4.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

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 testThe 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.

)( 2dblp

MPastrengthFlexural =

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 kg\m3

unit weight at 28days.


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- 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 mixcontaining 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 lessthan 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 ofSplitting tensile strength of reference and SLWC specimens containing0.5% , 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 allages. 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 andmix 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 butless 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 compressivestrength 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].

4-1-2b Flexural strengthThe 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.


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1% of plastic fiber is given flexural strength greater than reference mix and mixcontaining 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 thanmix containing 1% fibers .The maximum increase of such concrete was 32% at 28days.

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 mixeswith 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


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.

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


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20.04

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20.93

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essive strength of plain mix compared with mixescontaining waste plastic fiber

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1.6

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2.2

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SpiltTesileStrength(MPa)

figure (3) The

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1.5

2

2.5

3

3.5

1.05

1.

SpliteTensileStrength(MPa)

Figure (4) Split



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Age (day)

plit Tensile Strength of plain mix compared withmix containing waste plastic fiber

R w1 w2 w3

7

14

28

343

2.07

1.2

1.7

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1.75

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2.25

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2.75

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3.25

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3.75

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figure(5) The fle

0

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1

1.5

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2.5

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3.5

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4.5

1.9

flecturalStrength(MPa)

Figure (6) The

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w1 w2 w3

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2.22

2.72

1.8

2.42

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3.52

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2.56

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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(M

pa)

Compressive strength(Mpa)

R

W1

W2

W3

1.5

2

2.5

3

3.5

4

15 16 17 18 19 20 21 22

Fle

xturalstrength(Mpa)

Compressive strength(Mpa)

R

W1

W2

W3


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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 requirementsof 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

1. B.v.kiran Kumar and P.prakash use of waste plastics in cement concrete pavement.2. Converting Waste Plastics into a Resource United Nations Environmental

ProgrammeDivision of Technology, Industry and Economics International

Environmental Technology Centre. Osaka/Shiga.

3. Johnston, C. "Fiber Reinforced Concrete." Significance Properties of Concrete andConcrete-Making Material, ASTM STP 169C, 1994, pp. 547-561.

4. Wang, Youjiang, Wu, H.C. and Li, Victor C. "Concrete Reinforcement withRecycledFibers ", Journal of Materials in Civil Engineering, Vol. 12, No. 4, 2000, 314-319.

5. ASTM C 330-87, " Standard specification for lightweight aggregate for structuralconcrete " Annual book of ASTM standards , Vol. 04.02 ,1989 ,pp. 112-118 .

6. Concrete Technology, Progress in Concrete Technology ,University of Washington,http://nersp.nerdc.ufl.edu/~tia/3501-11.pdf

7. Some concrete properties of concrete using waste plastic fiber with a verysmallpercentageAl-hadithi A.I.Asecond hallab conference.

8. Concrete Technology,Progress in Concrete Technology ,University of Washington,http://courses.washington.edu/cm425/.

9. Newman , J.B. and Bremner , T.W. , The testing of structural lightweight concrete ,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 inoffshore structures : utilization of fly ash and silica fume , The international journal ofcement campsites and lightweight concrete , Vol. 10,No.3, Aug.1988,pp. 183-192.

11. Wilson , H.S. , and Malhotra , V.M. , Development of high strength lightweightconcrete of structural applications The international journal of cement composites and

lightweight concrete ,Vol.10,No.2, May 1988, pp. 79-90.

12. Zhang, M.H. and Gjorv , O.E. , Permeability of high strength lightweight concrete ACI material journal , Vol.88 , No.5, Sep.-Oct. 1991, pp.463-469 .


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13. Al-Hadad, M.Y., Durability of porcelinite lightweight concrete against chloride andsulfate solution , M.Sc. Thesis, University of technology, Aug.2001.

14. 51984 (I.O.S ) 15.

451984 (I.O.S ) 16.

17. ACI committee 211, Standard practice for selecting proportions for structurallightweight 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.

19. ASTM C 567-85 Standard test method for unite weight of structural lightweightconcrete , Annul book of ASTM standards, Vol. 0402, 1989, pp. 277-279. . .

20. BS 1881, part 116, 1989 Standard test method for determination of compressivestrength of concrete cubes British Standard Institution, pp.3.

21. BS 1881 , part 117 ,1989 Standard test method for determination of splitting tensilestrength " British Standard Institution ,pp. 4 .22. BS 1881, part 118, 1989 Standard test method for determination of flexural strength ofconcrete 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 Redmudon the Properties of Waste Plastic Fibre Reinforced Concrete an Experimental

Investigation, International Journal of Civil Engineering & Technology (IJCIET),

Volume 2, Issue 1, 2011, pp. 25-34, ISSN Print: 0976 6308, ISSN Online: 0976

6316.

25. Dr. Abdulkader Ismail Abdulwahab Al-Hadithi., Improving Impact and MechanicalProperties of Gap-Graded Concrete by Adding Waste Plastic Fibers, International

Journal of Civil Engineering & Technology (IJCIET), Volume 4, Issue 2, 2013,pp. 118 - 131, ISSN Print: 0976 6308, ISSN Online: 0976 6316.

26. D.B.Mohite and S.B.Shinde, Experimental Investigation on Effect of Different ShapedSteel 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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Study the Effect of Addition of Wast Plastic on Compressive and Tensile