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Article

Experimental Study of the Usability of Recycling Marble Waste as Aggregate for Road Construction

by
Omrane Benjeddou
1 and
Nuha Mashaan
2,*
1
Civil Engineering Department, College of Engineering, Prince Sattam Bin Abdulaziz University, Al-Kharj 16273, Saudi Arabia
2
Department of Civil Engineering, School of Civil and Mechanical Engineering, Curtin University, Kent Street, Perth, WA 6102, Australia
*
Author to whom correspondence should be addressed.
Sustainability 2022, 14(6), 3195; https://doi.org/10.3390/su14063195
Submission received: 9 January 2022 / Revised: 8 February 2022 / Accepted: 3 March 2022 / Published: 9 March 2022
(This article belongs to the Special Issue Using Waste Materials in Geotechnical and Pavement Engineering for Sustainable Construction)
Browse Figures
Versions Notes

Abstract

:
The road construction industry consume a considerable amount of natural aggregates in the world. As a consequence, the increase in the natural aggregates demand increases the construction cost. On the other hand, marble spoil waste, generated from marble cutting and polishing process, is an environmental nuisance in the world. Indeed, an economical solution to this problem is the reuse of these wastes as an aggregates for road construction. The main objective of this study is to evaluate the usability of aggregate, obtained by crushing marble waste, as a conventional aggregate for road construction using an experimental investigation. To achieve this objective, these experimental tests were carried out on fine and coarse marble aggregate samples: sieve analysis, Atomic Absorption Spectrometry, calcium carbonate content, scanning electron microscope (SEM), X-Ray- diffraction (XRD), densities, water absorption, equivalent of sand, Los Angeles, Micro Deval, flakiness index, and shape index. Finally, experimental test results show that the chemical composition and the physical and mechanical properties of marble aggregate recommend it to be used as a conventional aggregate for road construction.

1. Introduction

Road and pavement construction is one of the most important industries in the world. Indeed, the cost of this construction is very expensive due to the high amount of used aggregate, which constitute nearly 95% of rigid pavements. This has a considerable effect on the natural aggregate demand [1]. Performance of the different pavement layers depend on the properties of the aggregate grains and on the behavior of aggregate in a matrix [2].
The main solution for reducing this demand on natural raw materials is the reuse of waste material. The reuse of recycling waste material has good impacts on environment protection and on the economy. Many countries are giving infrastructural laws relaxation for increasing the use of recycled aggregate [3]. The advancement of concrete technology can reduce the consumption of natural resources and energy sources, which in turn further lessens the burden of pollutants on the environment [4].
Many scientists and researchers are looking forward for the utilization of industrial wastes materials in road construction [5]. As an example, Sarath et al. [6] prepare a review study concerning the utilization of industrial wastes in pavement construction. They show that fly ash, foundry sand, plastic wastes, and blast furnace slag have chemical, physical, mechanical, and durability properties to replace conventional aggregates in road construction. Moreover, Gupta and Sharma [7] have studied the usability of different industrial wastes, such as ceramic dust, crumb rubber, marble dust, and stone dust, as filler material in flexible pavements. Test results indicate that only ceramic dust and marble dust can be effectively used as mineral filler in bituminous mixes because they satisfy the minimum requirements of international standards. In some contexts, Kara and Karacasu [8] demonstrate that it is possible to replace conventional aggregates by waste ceramic aggregate for about 30% for binder course and for about 20% for wearing course.
Marble is a metamorphic rock resulting from the transformation of pure limestone. Marble is crystalline rock composed predominantly of calcite, dolomite, or serpentine materials [9,10]. Nowadays, marble waste becomes a source of concern to environmentalists and to marble manufacturers [2]. For this, many attempts have been made to incorporate marble waste in many building materials, which include improving the fresh and hardened self-compacting concrete properties [11,12,13,14,15,16,17,18,19], as a raw material for Portland cement [4,20,21,22,23] and as an additive material in industrial brick [24,25]. Waste marble dusts are also used in stabilizing problematic soils [2,26].
Few works have investigated the use of aggregates obtained from marble waste. Gonfa et al. [1] focused on the use of aggregate obtained from marble industry wastes as aggregate in the base course construction. Test results showed that marble aggregate samples satisfy the requirements of standard specifications for base coarse material in road construction.
Terzi S and Karasahin M [27], Chandra et al. [28],and Alkam et al. [29] investigate the use of powder obtained by grinding marble wastes as a mineral filler added to concrete asphalt mixture. Results show that marble filler has acceptable properties for being incorporated in hot mix asphalt. Moreover, the results of the experimental study of Sevil and Niyazi [30] show that it is possible to use the fine aggregate obtained by crushing of hot mix asphalt concrete because it gives the best flexibility performance.
Zargar and Gupta [31] study in their research the development of quality of concrete pavements by incorporating marble aggregate as a replacement of sand. Test results show that fine marble aggregate can replace 20% of natural sand without modifying the quality of concrete pavement and by increasing its flexural strength.
Misra et al. [32] indicate in their study that marble slurry dust can replace soil for about 20 to 30% for sub-grade preparation in road construction because marble slurry gives more strength and more stability for this layer.
The main objective of this paper is to study the usability of marble aggregates obtained by crushing marble wastes as a conventional aggregate for road construction.

2. Materials and Methods

2.1. Sampling of Marble Aggregate

The tested marble wastes were collected from a local marble factory. Fine aggregate and coarse aggregate samples were obtained using the process presented in Figure 1:
-
First, marble wastes were crushed by a hammer.
-
A second crushing step was carried out using a crusher machine.
-
Finally, fine aggregate and coarse aggregate were obtained by a sieving step.

2.2. Tests Procedures

2.2.1. Chemical Analysis

A chemical analysis was made on marble waste sample using the Atomic Absorption Spectrometry “AAS” method. This test was performed according to the requirements of EN ISO 15,586 standard. In addition, the calcium carbonate content of marble waste was measured using the Dietrich-Fruhling calcimeter according to the requirements of the standard NF P 94-048.

2.2.2. Scanning Electron Microscope and X-ray-Diffraction

The morphological forms and the mineralogical composition of the tested marble were studied using a microstructure analysis. The microstructure images of marble waste were determined using the digital image processing techniques by the X-ray-Diffraction (XRD) and the Scanning Electron Microscope (SEM) (Figure 2).

2.2.3. Hydration Temperature Measurement

The hydraulic property of the tested marble waste was studied. The experimental test consists of measuring the relationship between time and temperature of hydration of a marble paste prepared by mixing 500 g of marble powder and 125 cm3 of water. Note that the hydration temperature was measured every 15 min using a digital thermometer (Figure 3).

2.2.4. Particle Size Analysis

Particle size distribution consists of dividing the marble sample into different size ranges and thereafter determining the percentage of each range. Sieve analysis test was carried out in accordance with the requirements of the standard NF P 94-056. Figure 4 shows the steps of the test.

2.2.5. Densities

Absolute density, using the pycnometer method, and bulk densities of the fine and coarse marble aggregates were measured according to the requirements of NF EN 1097-7 standard. Steps of bulk density and absolute density measurements test setup are presented in Figure 5a,b, respectively.

2.2.6. Water Absorption Coefficient

Water absorption coefficient was obtained by dividing the mass of the absorbed water, after two hours of imbibitions of the marble aggregate sample (Figure 6), to the dry mass of the sample. This test was carried out according to the requirements of the standard NF EN 1097-7.

2.2.7. Sand Equivalent Test

This test is a rapid method that consists of showing the relative proportions of fine dust or clay-like material in fine aggregate. Figure 7 presents the steps of Sand Equivalent test performed according to the requirements of the standard NF EN 933-8.

2.2.8. Micro-Deval Test

The Micro-Deval test is a mechanical test measuring the abrasion resistance of coarse aggregate. The test carried out according to the specification of the standard NF EN 1097-1 provide both the abrasion resistance of aggregate sample through abrasion between grains and through abrasion between aggregate grains and steel balls in the presence of water (Figure 8).

2.2.9. Los Angeles Test

The Los Angeles (L.A.) test is one of the mechanical methods measuring both aggregate toughness and aggregate abrasion. This test, performed according to the requirements of the standard NF EN 1097-2, consists of producing an abrasive action between standard steel balls and aggregates grains when they are rotated in a specific drum as presented in Figure 9.

2.2.10. Flakiness Index

Particle shape of aggregate is dominated by the percentages of elongated and flaky grains. The increase of elongated and flaky grains percentages affects the compressive strength of concrete and the load capacity of road and pavement layers.
The standard NF EN 933-3 defines the flakiness index (FI) of aggregate as the percentage of aggregate grains having a thickness of about three times less than their mean dimension. Figure 10 shows the flakiness index test setup.

2.2.11. Elongation Index

The elongation index consists of determining the percentage of the elongated aggregate grains. The elongated grains are defined as the grains having a ratio of length to thickness higher than three.
Figure 11 presents the steps of the elongation index according to the specification of the NF EN 933-4 standard.

3. Results and Discussions

3.1. Tests Results

3.1.1. Chemical Composition

The results of the chemical analysis of the marble aggregate are presented in Table 1. The results show that marble is mainly composed of calcium carbonate (CaCO3)in major quantity for about 95.21% (this is the sum of loss on ignition (LOI) and carbon dioxide (CaO) content). Results show also that the tested marble is composed by minor fractions of magnesium oxide, ferric oxide, silica, sodium oxide, potassium oxide and, alumina.
Finally, we can conclude that the obtained marble aggregate is too rich in calcite. This result was confirmed by the calcium carbonate content measurement test, which shows that this marble contains more than 90% of CaCO3.This result is similar to that of conventional aggregates used for road construction. Indeed, the possibility of reuse of marble aggregate for these constructions is highly recommended.

3.1.2. Microstructure Analysis

XRD pattern and SEM image, with a magnification of 10,000×, of marble are presented in Figsures 12 and 13, respectively. XRD test results (Figure 12) show significant peaks of calcite (C) and also some peaks of quartz (Q) with very low concentrations. These results confirm the results obtained by the chemical analysis, which indicate that the main crystalline mineral of the tested marble is a calcite. In addition, quartz is also identified in very low concentration.
According to the obtained SEM image of marble paste (Figure 13), the tested marble does not have any pozzolanic activity in the presence of water. This last result is confirmed by the hydraulic temperature measurement results of the marble paste illustrated in Figure 14. According to these results, it was remarked that the evolution of hydraulic temperature of marble paste was slightly increased from 17.5 to 19 °C for a period of more than eight hours. As a consequence, the tested marble does not have any hydraulic property in the presence of water and for this it can be considerate as an inert material.

3.1.3. Particle size Distribution

Particles size distribution curves of the tested fine and coarse aggregates are presented in Figure 15. Results presented in Table 2, show that the coefficient of uniformity (Cu) of fine aggregate and coarse aggregate are 2.4 and 1.3, respectively. Moreover, they show that the coefficient of curvature (Cc) are 10 and 0.3 for fine aggregate and coarse aggregate, respectively. As a consequence, the granular distribution of the two aggregates is well graded and graduated, and they are composed of grains with different size ranges because the Cu > 2 and 1< Cc < 3.
In addition, the size distribution curve of fine marble aggregate shows that its fineness modulus is about 1.85. This result demonstrates that the tested fine aggregate is very fine.
Finally, the obtained results show that marble aggregates are preferred for the different road layers construction.

3.1.4. Physical Properties

The results of the physical properties of marble aggregates, presented in Table 3, show that the absolute densities of fine aggregate and coarse aggregate are 2.758 g/cm3 and 2.618 g/cm3, respectively. Results show also that the bulk densities are 1.436 g/cm3 and 1.385 g/cm3 for fine aggregate and coarse aggregate, respectively. According to Table 3, the two aggregates have an acceptable value of bulk and absolute densities because both are in the conventional ranges, which range from 1.300 to 1.500 g/cm3 and from 2.600 to 2.900 g/cm3 for bulk density and for absolute density, respectively. These results make the two aggregate suitable to be used as conventional aggregates for road construction.
Results of Table 3 show also that water absorption coefficient of the tested coarse marble aggregate is nearly of 1.36%. This result is lower than the acceptable value, equal to 2%, for conventional aggregates for roads layers.
Finally, according to the results showed in Table 3, the Sand Equivalent of the tested fine marble aggregate is about 82%. Indeed, because the obtained Sand Equivalent is higher than 80, this fine aggregate is very proper and it does not contain any clay fraction. For this, this tested fine aggregate can be used on the mixture of concrete asphalt.

3.1.5. Resistance to Abrasion

According to the results showed in Table 3, the MDE coefficient of marble gravel is equal to 18%. This value shows that the tested marble gravel has good abrasion resistance.
According to the results presented in Table 3, the Micro Deval coefficient (MDE) of coarse marble aggregate is equal to 18%. The first observed remark is that the MDE value is lower than the maximum allowable value of 30%. The MDE value of 18% shows that the obtained coarse aggregate, obtained by crushing marble wastes, is resistant to abrasion actions betweenthe grains themselves, and between grains and external loads. As a conclusion, the tested coarse marble aggregate has an acceptable abrasion resistance to be suitable for a conventional aggregate for road layers.

3.1.6. Resistance to Fragmentation

As presented in Table 3, the Los Angeles coefficient (LA) of coarse marble aggregate is equal to 22%. It is clear that this value is lower than the maximum allowable value of 30%. The obtained LA value of 22% implies that the tested coarse aggregate is resistant to abrasion actions and to fragmentation under different submitted loads. As a conclusion, marble aggregate has an acceptable fragmentation and abrasion resistance to be used as a conventional aggregate for road layers.

3.1.7. Particles Shape

According to the results of the shape tests presented in Table 3, the flakiness index (FI) and elongation index (EI) of coarse marble aggregate are 11% and 3%, respectively. Note that the international standard recommends that the maximum flakiness index value is about 30% and the recommended maximum value of elongation index is about 35%. As shown, both FI and EI are lower than the maximum recommended values. Indeed, according to the specifications of conventional aggregates for roads construction, the grains shape of the tested coarse marble aggregate makes it suitable for the construction of the different layers of roads.

3.2. Requirements of Conventional Road Aggregates

The major portion (about 90%) of pavement and road structure is constructed from aggregates. Note that aggregates are used in the construction both of rigid and flexible pavements. For this, the properties of used aggregates have considerable effects on the quality of highways.
According to international standards, conventional road aggregates should satisfy the following requirements and specifications:
✓
Aggregates must have well graded and graduated granular distribution in order to minimize the voids content in the granular matrix of pavement layers.
✓
Aggregates must have an acceptable resistance to crushing under submitted loads of traffic.
✓
Aggregates must have an acceptable hardness. The hardness is the resistance both to abrasive actions between aggregate grains and between grains and tires.
✓
Aggregates must have a reasonable soundness, which means that they have an acceptable resistance to weathering such as temperature variations, wind, and rainfall, etc.
✓
Aggregates grain shape must be too rich of angular grains. This means that the percentage of rounded, flaky, or elongated grains must be very low.
✓
Aggregates must have a sufficient toughness in order to have an acceptable resistance of aggregates to fracture.
✓
Aggregate grains must be non-porous to avoid, as much as possible, water absorption.
✓
Aggregates must have more affinity for bitumen in order to increase their bond.
✓
Aggregates must be as economical as possible.

3.3. Discussions

The analysis of the chemical, mechanical, and physical properties of the aggregates, obtained by crushing marble wastes, show that the values comply with the specifications of conventional aggregates for road construction due to these reasons:
Chemical analysis show that the obtained marble aggregate is too rich in calcite, for more than 95%, which is confirmed by the XRD pattern test result. In addition, microstructure analysis, using XRD pattern and SEM image, show that the tested marble does not have any hydraulic property in the presence of water and it can be considered as an inert material. The chemical composition shows also that the tested marble aggregate is sufficiently durable to be an acceptable resistant to weathering agencies.
As a consequence of both the chemical and microstructure analysis, marble aggregate has the possibility to resist weathering agencies effects like variation of temperature, rain, frost, etc. Indeed, the road pavement constructed with this aggregate will achieve long life and thereafter the durability increases.
Results show that Micro Deval value of 18% is less than the maximum recommended value of 30%. This result confirm that tested marble aggregate is sufficiently hard to resist to the abrasive actions between the grains themselves, and between grains and tires of traffic.
Results show also that the Los Angeles abrasion is about 22%, which is less than the maximum recommended value of 30%. As a consequence of this result, coarse marble aggregate can be considerate as a conventional aggregate offering an acceptable resistance to the hammering effect of wheel loads and to abrasion between grains. For this, road layers constructed using this aggregate can resist the impact caused due to movements of heavy traffic loads without breaking into smaller pieces.
In addition, Micro Deval and Los Angeles test results show that the tested coarse marble aggregate is too strong and too resistant to crushing to withstand the high stresses induced due to heavy traffic wheel loads. This property makes this aggregate highly recommended for use in road construction.
Results of the grain shape test show that the tested marble aggregate is mainly composed by angular grains and by less proportions of rounded, flaky, or elongated particles. This is due to that the flakiness index and the elongation index are, respectively, 11% and 3%, which are both less than the recommended maximum values for conventional aggregates of 30% and 35% for the flakiness index and the elongation index, respectively. These results confirm that all too flaky and all too much elongated particles should be avoided from this aggregate and then the load capacity of road constructed using this aggregate will not be affected.
As a conclusion, all problems related to the particles shape of aggregate will be avoided when using the tested marble waste aggregate. As a consequence, when flaky and elongated particles are avoided from aggregate pavement construction, particularly in surface course, the road strength of pavement layer will increase and any possibility of breaking under loads will be avoided.
Finally, experimental results show that the tested marble aggregate that is clean from any dust can reduce the binding property of the aggregate and its adhesion with bitumen.
The main conclusion of this experimental investigation is that marble aggregate obtained by crushing marble wastes can be used as a conventional aggregate for road construction. This is due to that all chemical, mechanical, and physical properties of this aggregate meet to the requirements and the specifications of the international standards.

3.4. Design of Marble AggregatesProduction Unit

In this part, a proposal of design of production unit of marble aggregates, with four steps, is presented. The four main parts of the proposed unit are the following (Figure 16):
➢
Marble waste storage zone: The marble waste collected from marble manufactory are stored in this zone.
➢
Crushing step: In this step, marble wastes are crushed into small grains.
➢
Sieving step: In this step, the obtained grains is sieved into the different granular fractions.
➢
Aggregates storage zone: This zone is reserved for storage of the different obtained aggregates.

4. Conclusions

The main objective of this experimental study is to investigate the suitability of aggregates obtained by crushing marble wastes to be use as conventional aggregates for road construction.
The main results are the following:
➢
Chemical analysis shows that the obtained marble aggregate is too rich in calcite;
➢
Microstructure analysis, using XRD pattern and SEM image, shows that the tested marble does not have any hydraulic property in the presence of water and it can be considerate as an inert material;
➢
Granular distribution of the marble aggregates is well graded and graduated, and they are composed of grains with different size ranges;
➢
Bulk density and absolute density of marble aggregates are within the conventional ranges;
➢
Fine marble aggregate is very proper, and it do not contain any clay fraction;
➢
Coarse marble aggregate has an acceptable resistance both to abrasion actions and to fragmentation under different submitted loads;
➢
The grain shape of the tested coarse marble aggregate makes it suitable for the construction of the different layers of roads.
The main conclusion is that aggregates obtained by crushing marble wastes have chemical, physical, and mechanical properties within the specifications of the conventional aggregates of road construction. Indeed, these aggregates are suitable to be used for the construction of the different layers of road.
Finally, the aim of our future work is to prepare an experimental investigation of concrete asphalt samples with marble aggregate.

Author Contributions

Conceptualization, O.B.; methodology, O.B. and N.M.; validation, O.B. and N.M.; writing—original draft preparation, O.B.; writing—review and editing, N.M.; supervision, O.B.; project administration, O.B.; funding acquisition, N.M. All authors have read and agreed to the published version of the manuscript.

Funding

This research received no external funding.

Institutional Review Board Statement

Not applicable.

Informed Consent Statement

Not applicable.

Data Availability Statement

Not applicable.

Conflicts of Interest

The authors declare no conflict of interest.

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Figure 1. Crushing process steps of the marble waste.
Figure 1. Crushing process steps of the marble waste.
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Figure 2. The scanning electron microscope (SEM) test.
Figure 2. The scanning electron microscope (SEM) test.
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Figure 3. Hydraulic temperature measurement of marble paste.
Figure 3. Hydraulic temperature measurement of marble paste.
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Figure 4. Sieve analysis test on coarse marble aggregate.
Figure 4. Sieve analysis test on coarse marble aggregate.
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Figure 5. Densities measurements: (a) Bulk density, (b) Absolute density—Pycnometer method.
Figure 5. Densities measurements: (a) Bulk density, (b) Absolute density—Pycnometer method.
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Figure 6. Water absorption measurement.
Figure 6. Water absorption measurement.
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Figure 7. The different steps of the sand equivalent test.
Figure 7. The different steps of the sand equivalent test.
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Figure 8. Micro Deval test setup.
Figure 8. Micro Deval test setup.
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Figure 9. Los Angeles test setup.
Figure 9. Los Angeles test setup.
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Figure 10. The flakiness index test setup.
Figure 10. The flakiness index test setup.
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Figure 11. The measure of the shape index of marble gravel.
Figure 11. The measure of the shape index of marble gravel.
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Figure 12. XRD pattern of marble.
Figure 12. XRD pattern of marble.
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Figure 13. SEM image of marble paste.
Figure 13. SEM image of marble paste.
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Figure 14. Paste temperature measurements of marble paste.
Figure 14. Paste temperature measurements of marble paste.
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Figure 15. Particle size distribution curves of marble aggregates.
Figure 15. Particle size distribution curves of marble aggregates.
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Figure 16. Design of marble aggregates production unit.
Figure 16. Design of marble aggregates production unit.
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Table
Table 1. Chemical composition of marble.
Table 1. Chemical composition of marble.
ComponentCaCO3LOICaOMgOSiO2Fe2O3Al2O3MgCO3Sulphur Trioxide (SO3)Moisture
Percentage(%)95.2142.0753.140.442.530.350.251.180.020.02
Table
Table 2. Size distribution results.
Table 2. Size distribution results.
ParametersFine
Aggregate		Coarse
Aggregate		Recommended Values [2]
D100.243–
D300.56–
D600.958.5–
Coefficient of uniformity “Cu”3.962.83Cu < 2
Coefficient of curvature “Cc”1.091.4111 < Cc < 3
Table
Table 3. Physical and mechanical properties of marble aggregates.
Table 3. Physical and mechanical properties of marble aggregates.
StandardFine
Aggregate		Coarse
Aggregate		Recommended Values [2]
Bulk density (g/cm3)NF EN 1097-71.4361.3851.300–1.500
Specific density (g/cm3)2.7582.6182.600–2.900
Absorption (%)–1.36<2
Finesse modulus: FM–1.85–<3.1
Equivalent of sand: ES (%)NF EN 933-882–>80
Los Angeles: LA (%)NF EN1097-2–22<30
Micro Deval: MDE (%)NF EN 1097-1–18<30
Flakiness Index: FI (%)NF EN 933-3–11<30
Elongation Index: EI (%)NF EN 933-4–3<35
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Benjeddou, O.; Mashaan, N. Experimental Study of the Usability of Recycling Marble Waste as Aggregate for Road Construction. Sustainability 2022, 14, 3195. https://doi.org/10.3390/su14063195

AMA Style

Benjeddou O, Mashaan N. Experimental Study of the Usability of Recycling Marble Waste as Aggregate for Road Construction. Sustainability. 2022; 14(6):3195. https://doi.org/10.3390/su14063195

Chicago/Turabian Style

Benjeddou, Omrane, and Nuha Mashaan. 2022. "Experimental Study of the Usability of Recycling Marble Waste as Aggregate for Road Construction" Sustainability 14, no. 6: 3195. https://doi.org/10.3390/su14063195

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