Effect of Partial Replacements of Sand by Polycarbonate Plastic Waste on the First Crack Impact Resistance of Concrete Beam

Disposal of waste polycarbonate plastic is a serious environmental issue all around the globe, on account of its health hazard and difficulty in land filling. As a possible solution to the problem of polycarbonate plastic waste, an experimental study was conducted to examine the potential of using it as sand replacement in the concrete. This paper examines impact strength properties of concrete in which different amounts 2.5%, 5% and 10% of polycarbonate plastic waste particles were used as sand replacement. For each amount, six beams of 100 mm ×100 mm × 500mm were subjected to 4.5 kg hammer from 480mm height. The number of blows of the hammer required to induce the first visible crack of the beams were recorded. The results are presented in terms of impact energy required for the first visible crack. The concrete mixtures exhibited ability to absorb a large amount of impact energy. The polycarbonate plastic waste increased the first crack impact energy of concrete.


Introduction
Plastic as one of the most popular wastes can be present in any disposal site regardless of the source of collection, whether it is commercial, residential or a tourist site. It constitutes about 15-20% of the material recovery facilities outputs [1]. Unfortunately, plastic products are formed from several toxic chemicals which pollute soil, air and water. Disposal of plastic waste (PW) in nature is taken into account as a huge problem. It has very low biodegradability and takes up to 450 year to decompose in landfills [2]. Hence, there is an urgent need to identify alternative solutions to reuse the plastic waste for other applications, and concrete has been identified to be one of the feasible options. On the other hand, the concrete has limited properties such as low tensile strength, low ductility, and low energy absorption [3]. A wide range of literatures has already been done on the application of PW in concrete mixture , such as poly vinyl chloride (PVC) pipe [4], polyethylene terephthalate (PET) bottle [5][6][7][8][9], thermo-setting plastics [10], high density polyethylene (HDPE) [11], shredded and recycled plastic waste [12][13][14], expanded polystyrene foam (EPS) [15,16], polycarbonate [17], glass reinforced plastic (GRP) [18], polyurethane foam [19,20], poly-propylene fiber [21] as an aggregate, fiber and powder [11,22]. In effect, not all waste materials are suitable to use in concrete nor it can beneficially integrate its properties as part of the cementitious binder or as aggregates [23]. Therefore, it is important to investigate the effect of waste materials on the properties of produced concretes. Generally, PW as the component of municipal solid waste is becoming a major research issue for possible use in concrete, particularly in self-compacting concrete (SCC). Choi et al. [11,12] examined the properties of mortar and concrete containing PW as fine aggregate. In the same regard, As'ad et al. [24] prepared SCCs via utilizing PW as fiber form and investigated the fresh state behavior of the produced concrete. Soroushian et al. [25] stated that polypropylene is used only as synthetic fibers in order to increase the toughness of concrete. Hınıslıoglu and Agar [26] investigated the possibility of using high density polyethylene as additives to asphalt concrete. Likewise, the effect of PW bottles on concrete behavior at different w/c ratios had been investigated by Albano et al. [9]. Pezzi et al. [27] utilized plastic particles as aggregate in concrete and evaluated the chemical, physical and mechanical properties. Despite aforementioned studies, there is a shortage in literatures that used PW as powder form and cement-substitution materials. Al-Tayeb et al. [28] investigated the effect of partial replacements of sand by waste rubber on the fracture characteristics of concrete. They found that addition of waste tire in concrete enhanced the fracture properties, while both compressive and flexural strengths were decreased. Al-Tayeb et al. [29][30][31] conducted tests to examine the performance of rubberized concrete with 5 %, 10 % and 20 % replacements by volume of sand by waste crumb rubber under static and impact load conditions. Their results showed that the addition of rubber improved the impact load behavior of concrete.
However, the mechanical properties of concrete with partial replacements of sand by polycarbonate plastic waste under impact load are yet to be explored. In this study, effects of partial replacements of sand by polycarbonate plastic waste on the performance of concrete under low velocity impact loading were investigated. Specimens were prepared for 2.5%, 5% and 10 % replacements by volume sand. For each case, six beams of 100 mm ×100 mm × 500mm were subjected to 4.5 kg hammer from 457mm height. The number of blows of the hammer required to induce the first visible crack of the beams were recorded.

Materials and methods 2.1. Materials
For the development of the present research, conventional concrete compounds were prepared with type I ordinary Portland cement. The cement chemical compositions are presented in Table 1. 9.94 The maximum coarse aggregate size was 10 mm, and the fine aggregate was graded natural silica sand. The specific gravities of fine and coarse aggregates were 2.64and 2.62 respectively. Concrete mixes were prepared with replacements of sand volume by 2.5, 5, and 10% with plastic waste. The particle size distribution of polycarbonate plastic waste is given in Table 2.  Table 3. The compositions of the plastic waste concrete are presented in Table 4. Figure 1 shows the images of plastic waste sample (relative density, 0.8) used in the present study.   1 For the compression test, three cubic specimens of 100mm side were prepared for each type. For split-tensile test, three cylinders of 160mm height and 100 mm diameter were prepared with the aforementioned proportions of polycarbonate plastic waste. In the case of impact test, 6 specimens of 100 mm ×100 mm × 500mm beams were prepared for each type. All specimens were cured in water for 28 days in accordance with ASTM C 192/C192M-98 [32]. Figure 2 shows the hammer of modified proctor which was used as drop weight machine to investigate the impact resistance of plastic concrete. For impact test, 6 specimens of 100 mm ×100 mm × 500mm beams were prepared for each type. A 4.5 kg hammer 51 mm in diameter with a circular flat face was raised to 457 mm above the specimen, and then released by following the procedure Mohammadi et al. [33]. The hammer was dropped repeatedly and the number of blows required to produce the first visible crack in the specimens were recorded. The impact energy (U) imparted by the hammer for 'n' number of bows with mass of hammer (m) and a hammer velocity ' ' was calculated as follows: U = * 1/2(m )

Experimental set-up and procedure
(1) where, = 2 * (0.9 ) * ℎ (2) g = gravitational acceleration and = drop height of hammer. The factor, 0.9 accounts for effect of the air resistance and friction between the hammer and the guide rails [34].

Results and discussion 3.1 Slump test
One of the problems when adding plastic waste into the concrete is the reduction of workability of the concrete. Therefore, Superplasticizer with 1% was added to solve this problem. The procedure of slump test was according to ASTM C143 [35]. As shown in Figure 3 the slump of the concrete decreases with increase in plastic content. As 10% of sand volume is replaced by plastic waste, the slump reduces to 40mm only where it still within the designed slump for this concrete (30-60mm). The reduction of the slump with increase in the amount of plastic particles in the concrete might be attributed to the increase in the interior voids and the rough surface of the plastic particles which might result in increasing friction between the fresh concrete ingredients. Generally, superplasticizer produced the same electrostatic charges on the cement particles surface. This resulted in the repulsion among the cement particles, prevented the coagulation and minimized the interior voids and the friction between the fresh concrete ingredients.

Compressive stress and modulus of elasticity
The compressive strength and modulus of elasticity were tested according to ASTM C 39 [36] and ASTM C 469 [37]. The results presented in Table 5 show a systematic reduction in concrete compressive strength with the increase of plastic content. The initial 28-day compressive strength of almost 43.7 MPa decreased to about 27.6 MPa when 10% replacement of sand by plastic waste was made. The compressive stress are reduced by 14, 33 and 37% with the sand replacement by plastic by 2.5, 5, and 10% of volumes, respectively. Similar is the case of elastic modulus which reduces by 2, 11 and 21%.
Although strength reduction is certainly a negative property that may hinder the use of plastic waste, elastic modulus results appear the positive effect in the form of the failure mode. The results sustained a much higher deformation than the control mix. With plastic content 10%, the samples exhibited significant elastic deformation, which was retained on unloading. Thus, flexibility and ability to deform elastically is increased significantly.
The reduction of compressive stress of concrete is attributed to the weak compressive stress of the plastic particles compared to the compressive stress of the natural sand. In addition to that the weak bond between plastic particles and the cement paste and the deformability of the plastic particles, which result in the initiation of cracks around the plastic particles in a fashion similar to that, occur in normal concrete due to air voids, cause reduction in stress. This reduction may also be due to grading, as the particle size of sand used in this research was smaller than the particle size of the plastic waste which increased the voids between the aggregate. 27.6 24.7 For split-tensile test, three cylinders of 160 mm height and 100 mm diameter were used for each concrete mixture. The test was carried out in accordance with the procedures stated in the ASTM C 496 standard [38]. Fig .4 shows the result of splitting-tensile test, which indicates that the plain concrete is yielded at 3.8 MPa, while with the coarse aggregate replacement (2.5, 5, and 10 % of volumes) by plastic waste it is reduced by 16, 29 and 42% respectively. This is also consistent with the result of compression stress. Further, the reduction in tensile strength is lower than that in compression strength.

Impact test
Six concrete beams of each type of mixtures were prepared for this test. The tested beams were 100 mm ×100 mm × 500mm. The numbers of impact blows required for producing the first visible crack, for each type of concrete specimen were recorded in Table 6, and the corresponding plot is shown in Figs. 5.
Figs. 6 present the results in terms of first crack impact energy. The results show that the first crack resistance increases by 20, 36 and 51% with 2.5, 5, and 10 % of plastic replacements respectively. The enhanced first crack impact resistance is due to the enhanced flexibility of the composite mix by the addition of plastic. The increases in flexibility are attributed to the high ductility of plastic which when added to the concrete, improves the mix ductility [30] and the ability to absorb the impact load.

Conclusion
This study examined how different volume fractions of polycarbonate plastic waste affect the mechanical properties of concrete under static and impact load. The following conclusions were found: • The slump of the plastic concrete decreases with increase in plastic content. Superplasticizer with 1% will solve this problem. • The results show that the compressive stress and modulus of elasticity decrease with increase in plastic content. • The results show that the splitting-tensile stress decreases with increase in plastic content.
• The first crack resistance increases by 20, 36 and 51% with 2.5, 5, and 10 % of plastic replacements respectively. The enhanced first crack impact resistance is due to the enhanced flexibility of the composite mix by the addition of plastic.

Acknowledgment
The Khaled W. El-Salhy for their assistance in the work.