INTERNATIONAL JOURNAL OF CIVIL AND STRUCTURAL ENGINEERING Volume 4, No 2, 2013

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1 INTERNATIONAL JOURNAL OF CIVIL AND STRUCTURAL ENGINEERING Volume 4, No 2, 2013 Copyright by the authors - Licensee IPA- Under Creative Commons license 3.0 Research article ISSN Cube and cylinder compressive strengths of waste plastic fiber reinforced concrete Nibudey. R.N 1, Nagarnaik. P. B 2, Parbat. D.K 3, Pande. A.M 4 1- Research Scholar, Yashvantrao Chavhan College of Engineering, Nagpur , Maharashtra, India 2- Professor, Department of Civil Engineering, G.H. Raisoni College of Engineering, Nagpur , Maharashtra, India 3- Department of Civil Engineering, Government Polytechnic, Sakoli, Maharashtra, India. 4- Professor, Department of Civil Engineering, Yashvantrao Chavhan College of Engineering, Nagpur , Maharashtra, India ramnibudey@yahoo.co.in doi: /ijcser ABSTRACT The concrete has main advantage that it has a better compressive strength. The compressive strength of concrete can be represented as cube or cylinder compressive strength. The compressive strength of concrete is depending on size and shape of the test specimens. In this study, the conventional concrete was reinforced by the plastic fibers obtained from waste plastic bottles. The cube and cylinder compressive strength of conventional concrete and plastic fibers reinforced concrete were determined in the laboratory. The M20 and M30 grades of concrete and two fiber geometry at volume fractions 0.0 % to 3.0 % were used in the experimentations. All specimens were tested after curing age 28 days. In this paper the relationship between cube and cylinder compressive strength for conventional and plastic fibers reinforced concrete were established and compared with standards. Keywords: Concrete, waste plastic bottles, fibers, cube and cylinder, compressive strengths 1. Introduction Concrete is a versatile material for civil engineering construction. It has many advantageous properties such as good compressive strength, durability, specific gravity and fire resistance. It has some bitter properties, like- low tensile strength, brittleness, lower impact strength, heavy weight, etc. Still concrete is better option than any other available materials for civil engineering constructions. Some of the properties can be enhance by adding fibers with another ingredients of the concrete. The fibers inclusion in concrete acts as unwanted micro crack arrester. In presence of fibers the crack prorogation is delayed which helps in improvement in static and dynamic properties of concrete. The consumption of plastic has grown substantially all over the world; it leads to create large quantities of plastic-based waste. Plastic waste is the one of the challenge to dispose and manage as it is non biodegradable material which is harmful to our beautiful environment. The polyethelene teraphthelne (PET) bottles are recycled and used for different purposes. Further research to evaluate the use of plastic waste in concrete production is therefore required. This is the background of our present study. The waste polyethelene teraphthelne (PET) bottles were converted into fibers and added in concrete as an additional ingredient of concrete. The cube and cylinder compressive strength of conventional and plastic fiber reinforced concrete were determined. The results are then analyzed and compared. Received on September, 2013 Published on November

2 2. Literature review Cube and cylinder compressive strengths of waste plastic fiber reinforced concrete A comprehensive review of the work carried out by various researchers in the field of using recycled plastics in concrete is discussed below. Batayneh et al., 2006: investigated the effect of ground plastic on the slump of concrete. Concrete mixes of up to 20% of plastic particles are proportioned to partially replace the fine aggregates. It was observed that there is a decrease in the slump with the increase in the plastic particle content. For a 20% replacement, the slump has decreased to 25% of the original slump value with 0% plastic particle content. Soroushian et al.,1995: reported reduction in slump with the use of recycled plastic in concrete. Ismail and Hashmi, 2008: have also found that the slump is prone to decreasing sharply with increasing the waste plastic ratio. Al-Manaseer and Dalal, 1997: investigated the effect of plastic aggregates on the bulk density of concrete. They concluded that the bulk density of concrete decreased with the increase in plastic aggregates content. Choi et al., 2005: studied the effects of polyethylene terephthalate (PET) bottles lightweight aggregate (WPLA) on the compressive strength of concrete. It was found that compressive strength of concrete mixtures decreased with the increase in PET aggregates. Marzouk et al.,2007: experimented the innovative use of consumed plastic bottle waste in granule form as sand substitution aggregate within composite materials for building application. Bottles made of polyethylene terephthalate (PET) were used as partial and complete substitutes for sand in concrete composites. Various volume fractions of sand varying from 2% to 100% were substituted by the same volume of granulated plastic, and various sizes of PET aggregates. They concluded that substituting sand at a level below 50% by volume with granulated PET, whose upper granular limit equals 5 mm, affected the compressive strength of composites and plastic bottles shredded into small PET particles may be used successfully as sandsubstitution aggregates in concrete composites. T. Ochi et al., 2007: investigated development of recycled PET fiber and its application as concrete-reinforcing fiber and described a method that can be used to produce concretereinforcing PET fiber from used PET bottles. The issue of concern in the development of PET fiber was its alkali resistance and they encountered no problems when using these fibers in normal concrete. Sung Bae Kim et al., 2010: proved structural performance evaluation of recycled PET FRC. A procedure to recycle waste PET bottles is presented, in which short fibers made from recycled PET are used within concrete. To verify the performance capacity of recycled PET fiber reinforced concrete, it was compared with that of polypropylene (PP) fiber reinforced concrete for fiber volume fractions of 0.5%, 0.75%, and 1.0%. The compressive strength, elastic modulus, and restrained drying shrinkage strain were computed experimentally. The test results show that compressive strength and elastic modulus both decreased as fiber volume fraction increased and cracking due to drying shrinkage was delayed in the PET fiber reinforced concrete specimens, compared to such cracking in no reinforced specimens without fiber reinforcement, which indicates crack controlling and bridging characteristics of the recycled PET fibers. Dora Foti, 2011: experimented on fiber-reinforced concrete; the improvements in ductility of the concrete were reported. R. N. Nibudey et al., 2013: optimized the benefits of using post consumed waste PET bottles in the fiber form in concrete. The concrete of m30grade with two aspect ratios 30 and 50 of waste plastic fibers were experimented to determine green and harden properties concrete. It was observed that slump, compaction factor and dry density of 175

3 concrete reduces as compared to normal concrete when fiber content increases and reduction in these values found higher for larger value of aspect ratio. It was observed form test results of compressive, split tensile and flexure test that at 1% of fiber content improvement in strengths was higher for aspect ratio 50 than aspect ratio 30. The past research encourage that the recycled plastics can be use in concrete for improving its property. The use of plastics in fiber form has given better results than granule forms. The aim of this paper is to explore the possibility of using a waste material like used mineral water bottles in concrete and compare cube and cylinder compressive strengths. 3.0 Material and experimental methodology 3.1 Material Portland Pozzolana Cement (Fly Ash based) was used in this experimentation conforming to IS: (Part I) [11]. The physical properties of cement used in the study are as given in Table 1. Table 1: The physical properties of Portland Pozzolana Cement Initial Final 28 days Normal Soundness Fineness setting setting compressive consistency (Le-Chat.) time time strength 2.7 %, 32 %, 210 minute mm 50.7 MPa Locally available natural sand from river was used in this study as fine aggregate and the crushed stone aggregates were collected from the local query. The maximum sizes of aggregates were 20 mm and 10 mm. The fine and coarse aggregates were tested as per IS: and (Part I,II and III) specifications[12,13]. The physical properties of aggregates are as shown in Table 2 and 3. Table 2: The physical properties of fine aggregates specific water bulk density fineness silt grading gravity absorption %, Kg/cu.m modulus content zone % % II Max size of aggregates Table 3: The physical properties of coarse aggregates Specific gravity 20 mm mm 2.83 bulk density Kg/cu.m Kg/cu.m fineness modulus Water: Potable water was used for mixing and curing of specimens. Water absorption % % Super plasticizer: To impart additional workability a super plasticizer AC-PLAST-BV-M4 conforms to IS: was used in this experimentation. 176

4 Plastic fibers: The post consumed PET mineral water bottles were collected and the fibers were cut after removing the neck and bottom of the bottle. The length of fibers was kept 25 mm and the breadth was 1 mm and 2 mm. The aspect ratio (AR) of waste plastic fibers were 35 (AR-35) and 50 (AR-50).The plastic fibers used were having specific gravity 1.34, water absorption 0.00 %. The different volume fractions for two aspect ratios were used in this experimentation. 3.2 Experimental Methodology Concrete mix Based on the trial mixes for different proportion of ingredients the final design mix was selected for M20 and M30 grade of concrete as per IS 10262:2009 [14], the concrete mix proportions is as given in the Table 4. The plastic fibers were added into dry mix of concrete in the percentages of 0.0 to 3.0% by weight of cement in the increment of 0.5 %. The different cube and cylinder specimens as per requirements of tests were casted as per code of practices. These specimens were tested after 28 days of curing. Six specimens for 0.0 % and three specimens for other volume fractions were cast and tested, the average values of compressive strengths are reported in histogram. Grade of concrete Cement Table 4: The concrete mix proportions Fine aggregates Coarse aggregates (10 mm) Coarse aggregates (20 mm) M Kg 557 Kg Kg Kg M Kg 535 Kg 534 Kg 801 Kg Water Liter Liter Properties of Green Concrete The workability of green concrete was determined with the help of slump cone test, as shown in Figure 1, and compaction factor test for each percentage of plastic fibers. These tests were carried out at every batch of the concrete and average value is reported Specimen Dimensions and Different Tests The cubical specimens of size 150 mm and cylindrical specimens of 150 mm diameter and 300 mm length were casted with different percentages of PET fibers. All the concrete filled moulds were compacted on Table vibrator in the laboratory. The specimens were tested under compression testing machine of 2000 KN capacity as per IS [15-16] 4. Results and discussions The results of fresh and hardened concrete for reference concrete for two aspect ratios 35 and 50 are represented in Tables. The behavior of properties of waste plastic fiber reinforced concrete (PFRC) is shown in the form of graphs. 4.1 Workability and dry density 177

$The Figures 2 and 3 show the behavior of fresh PFRC in slump and compaction factor test results and Figure 4 shows the dry density of PFRC at different volume fractions.$

5 The following Table 5 shows the results of Slump and Compaction factor and dry density of reference concrete for M20 and M30 grades. The Figures 2 and 3 show the behavior of fresh PFRC in slump and compaction factor test results and Figure 4 shows the dry density of PFRC at different volume fractions. The workability of green concrete founds decreases as fiber content increases in both tests and, it was due presence of fibers. It was observed that workability decreases for higher aspect ratio for both M20 and M30 grades. The more surface area of plastic fibers was available at higher aspect ratio, at same volume fraction, which causes an adhesion and holding of other ingredients of concrete. The dry density was also found decreases on increasing plastic fiber content in concrete. Table 5: Slump, Compaction factor and dry density of reference concrete (0 %) Grade of concrete Slump (mm) Compaction Factor Dry Density (KN/cu.m) M M Figure 1: Slump test Figure 2: Slump of PFRC Figure 3: Compaction factor of PFRC Figure 4: Dry density of PFRC. 4.2 Compressive strength The following Table 6 shows the results of cube compressive Strength and cylindrical compressive Strength of reference concrete for M20 and M30 grades. The Figure 5 (a,b,c,d) shows the behavior of PFRC after 28 days of curing of specimens under cube and cylindrical compressive strengths. It is observed that cylindrical compressive strength increases linearly with cube compressive strength for all mixes as shown in Figure 6 (a,b,c,d). The following Table 7 shows the ratio of cube compressive strength to cylindrical compressive strengths (fck / fcm) for M20 and M30 grades for aspect ratios 35 and 50. From the computed values of ratio 178

no defined trend was observed. The ratio of fck / fcm for reference concrete and PFRC is nearly same and is comparable ratio given Table 8 as per BS EN 206-1 for normal concrete.

6 no defined trend was observed. The ratio of fck / fcm for reference concrete and PFRC is nearly same and is comparable ratio given Table 8 as per BS EN for normal concrete. Table 6: Cube (fck) and cylinder compressive (fcm) strength of reference concrete (0 %) Grade of concrete f ck (MPa) f cm (MPa) Ratio, f ck / f cm M M Table 7: The ratio of cube and cylindrical compressive Strength of PFRC Grade of concrete Aspect ratios Observed ratio, f ck / f cm M M M M (a) (b) ( c) (d) Figure 5 (a,b,c,d) Cube and cylinder compressive strength (a) (b) 179

( c) (d) Figure 6 (a,b,c,d) Corelation between cube verses cylinder compressive Strength Table 8: The ratio of characteristic cube and cylinder compressive strength of concrete Compressive strength

20 30-37 1.23 35-45 1.28 The results of this investigation can be summarized as follows. 1. The behavior of green concrete under slump and compaction factor tests shows that workability is reduced in PFRC.

7 ( c) (d) Figure 6 (a,b,c,d) Corelation between cube verses cylinder compressive Strength Table 8: The ratio of characteristic cube and cylinder compressive strength of concrete Compressive strength class, MPa 5. Conclusions Ratio of characteristic compressive strength, f ck / f cm The results of this investigation can be summarized as follows. 1. The behavior of green concrete under slump and compaction factor tests shows that workability is reduced in PFRC. It was due to resistance offered by the fibers to the movement of aggregates. The dry density is also reduced in PFRC but it is beneficial to reduce dead weight of concrete. 2. The relationship between cube and cylinder compressive strength is linear. 3. The ratio of PFRC cube compressive strength to cylindrical compressive strength is nearly same as for reference concrete but no certain trend is observed. 4. This preliminary study has thus shown that the relationships between compressive strength, as used in European standard for plain concrete, can be applied to concrete containing PET-fibers. 5. It was observed during experimentations that normal concrete specimens were suddenly broken into two pieces either cubes or cylinders but PFRC specimens did not suddenly break and failure was ductile. Figure 10: Cube compression test Figure 11: Cylinders for compression test 180

8 6. References 1. Batayneh M., Marie I., Asi I., (2006), Use of selected waste materials in concrete mixes, Waste management, 27, pp Soroushian P., Mirza F., Alhozaimy A., (1995), Permeability characteristics of polypropylene fiber reinforced concrete, ACI materials journal, 92 (3), pp Ismail ZZ, Al-Hashmi EA, (2008), Use of waste plastic in concrete mixture as aggregate replacement,waste Managemnet, 28(11), pp Al-Manaseer A.A., T.R., Dalal, (1997), Concrete containing plastic aggregates, Concrete International, 19(8), pp Choi Y.W., Moon D.J., Chung J.S., Cho, S.K., (2005), Effects of waste PET bottles aggregate on properties of concrete. Cement and concrete research, 35, pp Marzouk O. Y., Dheilly R.M., Queneudec M., (2007), Valorization of post-consumer waste plastic in cementitious concrete composites, Waste management, 27, pp T. Ochi S. Okubo K. Fukui., (2007), Development of recycled PET fiber and its application as concrete-reinforcing fiber, Cement and Concrete Composites, 29, pp Sung Bae Kim, Na Hyun Young Kim, Jang-Ho Jay Kim, Young-Chul Song., (2010), Material and structural performance evaluation of recycled PET fiber reinforced concrete, Cement and concrete composites, 32, pp Dora Foti., (2011), Preliminary analysis of concrete reinforced with waste bottles PET fibers, Construction and building materials, 25, pp R. N. Nibudey, P. B. Nagarnaik, D. K. Parbat, A. M. Pande., (2013), Strength and fracture properties of post consumed waste plastic fiber reinforced concrete, International journal of civil, structural, environmental and infrastructure engineering research and development, 3(2), pp IS :1991(R2005), Portland-Pozzolana Cement - Specification - Part 1: Fly Ash Based, Bureau of Indian standard institution, New Delhi. 12. IS: , Indian standards specification for coarse and fine aggregates from natural sources for concrete, Bureau of Indian standards, New Delhi. 13. IS: , Indian standards code of practice for methods of test for Aggregate for concrete, Bureau of Indian standard Institution, New Delhi. 14. IS: 10262:2009, recommended guidelines for concrete mix design, Bureau of Indian standards, New Delhi. 15. IS: (reaffirmed 1999) Edition 1.2 ( ), Methods of tests for strength of concrete, Bureau of Indian standards, New Delhi. 181

9 16. ASTM Standard Designation C 39/C 39M-01, Standard test method for compressive strength of cylindrical concrete specimens, Annual book of ASTM standards, Pennsylvania, United states. 182

Strength of Normal Concrete Using Metallic and Synthetic Fibers Vikrant S. Vairagade* a and Kavita S. Kene b

Strength of Normal Concrete Using Metallic and Synthetic Fibers Vikrant S. Vairagade* a and Kavita S. Kene b Available online at www.sciencedirect.com Procedia Engineering 51 ( 2013 ) 132 140 Chemical, Civil and Mechanical Engineering Tracks of 3 rd Nirma University International Conference Strength of Normal