Effect of partial replacement of sand by plastic waste on impact resistance of concrete: experiment and simulation

Structures 20 (2019) 519–526

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Effect of partial replacement of sand by plastic waste on impact resistance of concrete: experiment and simulation

T

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Maher Al-Tayeb Mustafaa, , Ismail Hanafib, Rade Mahmoudb, B.A. Tayehc a

School College of Applied Engineering and Urban Planning, University of Palestine, PO Box 1075, Gaza, Palestine School of Materials & Mineral Resources Engineering, Universiti Sains Malaysia, Engineering Campus, 14300 Nibong Tebal, Penang, Malaysia c Civil Engineering Department, The Islamic University of Gaza, Gaza, Palestine b

A R T I C LE I N FO

A B S T R A C T

Keywords: Plastic concrete Compressive strength Flexural resistance Impact resistance

The effect of partial replacement of sand by plastic waste on the mechanical properties of concrete under impact load was investigated experimentally and numerically. Specimens were prepared with 0%, 5%, 10% and 20% plastic waste as sand replacements. For each case, three beams of 100 mm wide, 50 mm deep and 400 mm long were loaded to failure in a drop-weight impact machine by subjecting it to 30 N weight from 400 mm height after 90 days, while another three beams of the same size and age were tested under static load. The load-displacement and fracture energy of the plain and concrete with plastic beams subjected to static and impact loads were studied. The dynamic beam behavior was also analyzed numerically using the finite-element method (FEM) based LUSAS software. In general, the experimental results reveal that the impact tup increase by 39% with 20% sand replacement by plastic waste, while the static peak bending load always decreases. The concrete with plastic waste is stronger and more energy-absorbing under impact loading, than under static loading. The predicted load against displacement behaviors of both plain concrete and concrete with plastic waste, are well matched with the experimental results.

1. Introduction

concrete has revealed possibility towards the sustainable and green construction with a benefit of the harmless alternative of waste plastics disposal [7]. In their studies, Mohammadhosseini et al. [7] worked on the reinforced concrete with waste metalized plastic fibres. They found that adding these waste fibres could have significant effects on development of strength and impact resistance of concrete composites. Different types of plastic have been investigated these last years: polyethylene terephthalate (PET), high-density polyethylene (HDPE) and polypropylene (PP). These studies have focussed on the effect of plastic addition in the workability of the fresh composites and in the mechanical strength of the hardened mixtures [10–12]. Ismail and AL-Hashmi [13] have found that, as the percentage of waste plastic (consists of 80% polyethylene and 20% polystyrene) increases, the workability increases and the bulk density decreases. This last result is due to the low density of plastic aggregates comparing to conventional ones. Naik et al. [14] have found that post-consumer waste HDPE plastic can be successfully used in concrete as soft filler. They have shown that chemical treatment has a significant effect on performance of the plastic filler in concrete. AL-Manaseer and Dalal [15] stated that concrete containing plastic aggregates from car bumpers has more ductile behavior than similar types of concrete made with

Disposal of waste plastic is a serious environmental issue all around the globe, on account of its health hazard and difficulty in land filling. The high cost of disposal and the requirement of large landfill area often result in random and illegal dumping of waste plastic. 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 [1,2]. This is in line with fundamental environmental strategies; prevention of waste, recycling of waste materials, escaping landfill, energy regaining from waste, and saving raw materials [3]. On the other hand, the concrete has limited properties such as low tensile strength, low ductility, and low impact energy absorption [4]. There are many concrete components and structures subject to impact loads, for instance, wall panels, bridge decks, hydraulic structures, and industrial floors, airport pavements, highway paving. Therefore, higher resistance to impact loads and load carrying capacity are required in this kind of applications [5]. In regards to the said matter, Mohammadhosseini et al. [7–9] reported that fibre reinforced composites have the ability to address the brittleness of concrete. Utilization of waste metalized plastic fibres in the production of

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Corresponding author. E-mail address: [email protected] (M.A.-T. Mustafa).

https://doi.org/10.1016/j.istruc.2019.06.008 Received 28 April 2019; Received in revised form 6 June 2019; Accepted 11 June 2019 2352-0124/ © 2019 Published by Elsevier Ltd on behalf of Institution of Structural Engineers.

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conventional aggregates. This ductile behavior could be very advantageous in minimizing crack formation in concrete structures. Also, the compressive strength and the splitting tensile strength of the concrete decreased when the amount of plastics aggregates increased. Benazzouk et al. [16] have investigated the physical and mechanical properties of cement composites containing shredded rubber waste. The results have shown that the presence of air voids and rubber particles in the matrix reduces the dynamic elastic modulus, which indicates a high level of sound insulation. In this study the effect of partial replacement of sand by 5%, 10% and 20% of polycarbonate (PW) plastic waste on the impact resistance of the beams was investigated experimentally, and the results were compared with those under static load and those obtained by finiteelement method (FEM) simulations using Lusas program. The authors claim the following contributions in the present work:

Table 2 Particle size distribution of sand and PC plastic aggregates. Sieve size (mm)

Cumulative passing (%)

5 3.15 2.36 1.18 0.6 0.3

Sand

PW

100 76 42 19 6 1

100 24 4.2 0.9 0 0

1. Study of impact load and the resulting displacement, and fracture energy, of concrete with plastic waste particles. 2. Numerical simulation to study the load-displacement behavior of concrete with plastic waste particles, using FEM; in fact simulation study on concrete plastic waste particles has not been reported so far. 2. Materials and methods Fig. 1. Images of the plastic waste sample.

2.1. Materials

Table 3 Physical and mechanical properties of plastic aggregates.

In this study, ordinary Portland cement (OPC) (ASTM Type I) was used. The cement chemical compositions are shown in Table 1. Concrete with 45 MPa compressive strength was prepared as the controlled mix. The maximum coarse aggregate size was 10 mm, the specific gravities of coarse aggregates was 2.64. Normal silica sand; its bulk density and specific gravity are 1730 kg/m3 and 2.65, respectively, at ambient temperature and moisture. Polycarbonate (PW) - particles obtained from industrial waste was used in this study. The particle size distribution of plastic aggregates is given in Table 2. Fig. 1 represents photographs of PW-aggregates. Their physical and mechanical properties are presented in Table 3. Concrete mixes were prepared with replacements of sand volume by 5, 10, and 20% (PW 5%, PW 10%, and PW 20%) with plastic waste. The compositions of the plain and concrete with plastic waste are presented in Table 4. For the compression and modulus of elasticity test, three cylinders of 200 mm height and 100 mm diameter were used for each type. In the case of three-point impact flexural loading test, three beams of each type of mixtures were prepared. The testing beams were 50 mm deep, 100 mm wide and 400 mm long, with a loaded span of 300 mm.

Percentage in cement (%)

SiO3 Al2O3 Fe2O3 CaO MgO SO3 Total alkalis Insoluble residue Loss on ignition

19.98 5.17 3.27 64.17 0.79 2.38 0.90 0.20 2.50

Mineral composition C3S C2S C3A C3AF

63.13 9.61 8.18 9.94

PW

Bulk density (kg/m3) Specific gravity Color Young's modulus (MPa)

650 1.2 Black 2600

Table 4 Mixture properties of plain and plastic waste concrete.

Table 1 Chemical compositions of cement. Item

Properties

Unit

Plastic waste %

Cement

Water

Fine aggregate

Coarse aggregate

Plastic waste

Wight (kg) Volume (m3) Wight (kg) Volume (m3) Wight (kg) Volume(m3) Wight (kg) Volume (m3)

– 0% – 5% – 10% – 20%

400 127 400 127 400 127 400 127

200 200 200 200 200 200 200 200

800 305 766 290 725 275 644 244

970 368 970 368 970 368 970 368

0 0 18.3 15.3 36.6 30.5 73.2 61.0

Another three beams of the same size were prepared for each case, for three-point static flexural loading test. All specimens were cured in water for 28 days in accordance with ASTM C 192/C192M-98 [28]. 2.2. Experimental set-up and procedure The compressive stress and static modulus of elasticity were tested according to ASTM C 39 [29] and ASTM C 469 [30] respectively, and the three-point static flexural strength tests were conducted according to ASTM C78 [31]. The views before and after the impact, of the instrumented falling-weight impact machine setup are shown in Fig. 2. The machine had 2 kg hammer which could be dropped from variable heights of up to 2 m; in the present experiments, the hammer was dropped from a height of 0.5 m. The impact-force history during the test was measured using a piezo-electric load cell (Kistler933A, France) 520

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a: impact flexural test rig

b: Cylinders supported and load cell

Fig. 2. The experimental impact flexural test rig.

with 100 kN capacity, located just above the impactor tup. The specimens were supported by two steel cylinders of 10 mm diameter, fixed on movable right angled supports. The specimen accelerations during an impact was recorded by an accelerometer (Dytran 3224A2, USA) with a range of ± 2500 g (g is gravitational acceleration) and sensitivity 2 mV/g. near the edge at the mid-span. The accelerometer was glued on the top of the beam at mid-span near the edge while the drop hammer was located at the center. Data from the load cell and the accelerometer were recorded at intervals of 0.2 μs, using a PC-based data acquisition system. The bending load (Pb) at the mid-span of the beam is given by [32–35]: (1)

P b = Pt − Pi

where Pt is the tup load, and Pi (Eq. (2)) is the inertial load which is uniform along the beam, for linear distribution of accelerations.

Pi = ρ A a [L/3 + (8/3) × (ov 3/L2)]

Fig. 3. The 8-node hexahedron and the natural coordinates ξ, η, ζ.

(2)

Ni(e) (ξ , η, ζ ) =

where ρ: mass density of concrete; A: area of cross-section of the beam; a: acceleration at the center; L: span of the test beam; and ov: length of the overhang. The displacement history d (t) at the load-point is given by [32–35]:

d(t) =

t

∫0 ∫0

t

(6)

The deformation was calculated by using the following expression: np

{u} =

∑ [Ni ]{ui} i=1

a (t ) dt

1 (1 + ξi ξ )(1 + ηi η)(1 + ζi ζ ) 8

(3)

(4)

where {u}: the deformation vector at any location over the element; {ui}: the deformation vector at the specified node of the element; [Ni]: the nodal shape function matrix of size (3 × 3); np: the total number of the nodes in the element. The boundary conditions (Fig. 4) were set as: The tup load curve obtained from experiment was used to define the load at the location Pt (x = 200 mm, y = 50 mm, z = 50 mm), and the beam was supported (uniformly distributed along z-direction) from bottom at locations, x = 50 mm (support 1) and x = 350 mm (support 2). To choose the appropriate mesh size, a number of trials were made and found that, after 1024 elements there was no improvement in accuracy; hence this mesh size was selected and the simulation took about 30 min in a

where a(t) is the acceleration as function of time. 2.3. Finite element formulation In order to simulate the behavior of plastic concrete beams subjected to the impact load, LUSAS was used. The concrete beam was represented by eight corners of hexahedron elements (Fig. 3) using standard shape functions as represented by Equation (6) [36]. The corresponding shape functions for the eight nodes of the hexahedron are summarized in Table 5. 521

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Table 5 The shape functions for 8-node hexahedron. 1 (1 − ξ )(1 − η)(1 − ζ ) 8 1 (e ) N4 = (1 − ξ )(1 + η)(1 − 8 1 (e ) N7 = (1 + ξ )(1 + η)(1 + 8

N1(e) =

N2(e) = μ)

N5(e)

ζ)

N8(e) =

=

1 (1 8 1 (1 8 1 (1 8

+ ξ )(1 − η)(1 − μ)

N3(e) =

− ξ )(1 − η)(1 + ζ )

N6(e)

=

1 (1 8 1 (1 8

+ ξ )(1 + η)(1 − ζ ) + ξ )(1 − η)(1 + μ)

− ξ )(1 + η)(1 + ζ )

14000 Plain

Tup load (N)

PW 5%

10000

PW 10% PW 20%

6000

2000

0

0.5

-2000

1

1.5

Time (ms)

Fig. 4. Finite element model for the beam. Fig. 5. Tup load history. Table 6 Workability and fresh density of the different mixtures. Concrete sample

Slump (mm)

Fresh density (kg/m3)

Plain PW 5% PW10% PW 20%

160 130 110 80

2210 2050 1990 1960

matrix; aR (Eq. (10)) and bR (Eq. (11)) are the Rayleigh damping coefficient of mass and stiffness respectively.

aR =

bR = Table 7 Compressive strength and modulus of elasticity. Concrete sample

Average compressive strength (kN)

Average elastic modulus (GPa)

Plain PW 5% PW10% PW 20%

42 39 37 32

29.24 28.37 26.58 24.65

(6)

e=1 v

(ϖ f2 − ϖs2 )

(11)

(12)

1 a (tn )[Δtn − Δtn − 1] 2

d (Tn + 1) = d (t n) + v (t n + 1/2) Δt n

(13) (14)

where a, v and d are the acceleration, velocity and displacement of any node. For numerical stability, LUSAS itself computes the time step.

(7)

where N is the element shape function array and ρ is the density matrix. C is the Rayleigh damping matrix expressed by:

[C ] = aR [M ] + bR [K ]

2(ψf ϖf − ψs ϖs )

v (tn + 1/2) = v (tn − 1/2) +

n

∑ ∫ [N ](e) T [ρ](e) [N ](e) dv

(10)

Ma (t n) = f (t n)

where M is the mass matrix which is defined as:

[M ] =

(ϖ f2 − ϖs2 )

where ψf and ψs are the damping ratio of the structure for first circular frequency (ϖf) and second circular frequency (ϖs) respectively [37]. The damping ratio for first circular and second circular frequencies is assumed as 5% [38]. Explicit (central difference) nonlinear dynamic scheme was used to determine the acceleration and thus the velocity and displacement increments for each time step. Explicit scheme is used for problems which require small time steps such as shock response from explosive or impact loading [37]. The central difference algorithm implemented in LUSAS [37] is as follows: For each time step n

computer with dual-Core Processor i7-7500U 2.7Ghz, 8GB DDR4 Memory, 1 TB Hard Drive, USB 3.0. The nonlinear dynamic equilibrium equation [37,38] is given by:

[M ]{a} + [C ]{v} + [K ]{d} = {fe }

2ϖf ϖs (ψs ϖf − ψf ϖs )

3. Results and discussion

(8)

where K is the structure stiffness matrix defined by:

3.1. Experimental result

n

[K ] =

∑ ∫ [B](e) T [D](e) [B](e) dv e=1 v

Workability of the different mixes of concrete with and without the plastic waste were obtained. Table 6 presents the experimental results recorded for the slump test of concrete mixtures. It has been found that

(9)

where B is the strain displacement matrix and D is material modulus 522

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a. Plain concrete.

b. PW 5%.

c. PW 10%.

d. PW 20%. Fig. 6. Histories of Tup, inertial, and bending loads.

Fig. 7. Impact bending load against deflection.

mixes of concrete with and without the plastic waste were obtained. The samples of 100 mm diameter × 200 mm height cylinders were tested at the age of 28 days. Table 7 shows the average compressive strength of concrete. As the sand is replaced by plastic waste, the average compressive strength reduces by 7, 12 and 24% with 5, 10 and 20% of volumes replacement respectively. Similar is the case of elastic modulus which reduces by 3, 9 and 16%. The reduction in compressive strength and modulus of elasticity with the addition of plastic waste to the concrete as sand replacement is also consistent with the earlier investigations Choi et al.

increasing plastic content results in decrease of the slump values, the maximum slump value being obtained 160 mm for the control mixture. The minimum slump value was, however, recorded as 80 mm for mixture containing 20% of PW plastic aggregates. The fresh density of the different mixtures is given in Table 5. The results show that there is a decrease in the fresh density as the plastic aggregates content increases. Values of dry density decreased from 2210 kg/m3 for mixtures containing 0% of plastic aggregates to 1960 kg/m3, for mixtures containing 20% of PW plastic aggregates. The compressive strength and modulus of elasticity of the different 523

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impact load may be because under impact loading the cracks are forced to propagate through short distance which usually has plastic with higher damping and aggregates with higher strength than concrete. Fig. 7 shows the calculated impact bending load against deflection for the plain and the three types of plastic concretes. In this article, the fracture energy is defined as the area under impact bending load vs. displacement curve [32–35]. Table 4 concludes the fracture energies for the plain and plastic concretes. The dynamic fracture energy is higher than static fracture energy as also observed in ref. [32–35]. The fracture energy of the plain concrete under impact load is 1.41 Nm. Under impact load the flexural energy of concrete with 5% and 10% plastic waste is higher than that of the plain concrete under the same condition by 72% and 109%, while a drastic increase of 198% is noticed with 20% replacement.

Table 8 Comparison of experimental static and impact bending test results. Concrete type

Plain PW 5% PW 10% PW 20%

Static test

Impact test

Ratio: dynamic/ static

Peak bending load (N)

Fracture energy (Nm)

Peak bending load (N)

Fracture energy (Nm)

Peak binding load

Fracture energy

4100 3606 3338 2923

0.47 0.52 0.59 0.62

8075 9809 11,083 12,704

1.41 2.41 2.93 4.19

1.97 2.72 3.32 4.35

2.99 4.64 4.96 6.75

[11,12]. The reduction of compressive strength of concrete is attributed to the weak compressive strength of the plastic compared to the compressive strength 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 strength. Fig. 5 presents the tup load history, which indicates that the peak amplitude of the tup load increases by 17%, 30%, and 39% with replacements of 5%, 10%, and 20% respectively, of sand volume by plastic waste. Fig. 6 shows the history of tup load, inertial load and bending load for plain concrete with the three types of plastic concrete specimens. The results show that both the inertial load and bending load increase with the increase amount of sand replaced by plastic waste. The inertial load increases because plastic increases the flexibility of the composite mix. According to Asokan et al. [22], increase of plastic improves the ductility and the ability to absorb the impact load. In addition to that Suaris [39] and Fu et al. [40] concluded that lower the static bending strength higher the relative increase in the bending strength with increase in strain rate. These two reasons together improve the impact bending resistance. On the other hand the increases in

3.2. Comparison of dynamic and static test results Table 8 is the comparison between static and impact bending test results. Generally the static peak bending load is less than the impact peak bending load, as also reported in previous works [33–36] that used plain concrete as control mix. The results show that the ratio between dynamic and static peak bending loads increases with the increase of sand replacement by plastic waste; this is because the static bending load decreases with increase of sand replacement by waste plastic while it is reverse for impact bending load. Addition of plastic waste to concrete decreases its strength under static load but the ability of plastic particles to absorb dynamic energy enhances the strength of concrete under impact load. 3.3. Comparison of experimental and simulation results The comparison of experiment and simulation for impact load vs. displacement of plain and plastic waste concrete specimens are shown in Fig. 8a to d which indicate good matching. Fig. 8a shows that at the end of impact response of the plain concrete, the predicted and experimental displacements are 1.0 mm and 0.9 mm respectively. The

a. Plain concrete.

c. PW 10%.

b. PW 5%.

d. PW 20%.

Fig. 8. Experimental and predicted impact load vs. displacement. 524

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Fig. 9. FEM patterns.

respective displacements increase with the increase of sand replacement by plastic waste and reaches to 1.8 mm and 1.7 mm as shown in Fig. 8d. On the other hand Fig. 9 shows the fracture FEM patterns of plastic concrete specimens which is the same experiment pattern. Thus it can be deduced that the proposed FEM model is excellent in handling the problem under investigation.

•

4. Conclusion

References

The influence of polycarbonate at various volume fractions ranging from 5% to 20% on compressive strength and impact resistance of concrete was investigated experimentally. The following are the conclusions drawn out of the results found and the observations made in this study.

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• The workability of concrete was affected by the inclusion of plastic • •

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tests. It was also proved that the proposed finite FEM modeling and simulation by using LUSAS could excellently predict the load against displacement behavior of both plain and plastic concretes. The present numerical technique would be a promising breakthrough in this area, as it solves most of the issues associated with the tedious, risky and costly experimental procedures involved, and provides realistic and accurate predictions.

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