Experimental Study of the Usability of Recycling Marble Waste ...

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Citation: 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

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sustainability

Article

Experimental Study of the Usability of Recycling Marble Wasteas Aggregate for Road ConstructionOmrane Benjeddou 1 and Nuha Mashaan 2,*

1 Civil Engineering Department, College of Engineering, Prince Sattam Bin Abdulaziz University,Al-Kharj 16273, Saudi Arabia; [email protected]

2 Department of Civil Engineering, School of Civil and Mechanical Engineering, Curtin University, Kent Street,Perth, WA 6102, Australia

* Correspondence: [email protected]

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

Keywords: arble waste; aggregate; experimental; properties; 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 usedaggregate, which constitute nearly 95% of rigid pavements. This has a considerable effecton the natural aggregate demand [1]. Performance of the different pavement layers dependon 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 ofwaste material. The reuse of recycling waste material has good impacts on environmentprotection and on the economy. Many countries are giving infrastructural laws relaxationfor increasing the use of recycled aggregate [3]. The advancement of concrete technologycan reduce the consumption of natural resources and energy sources, which in turn furtherlessens the burden of pollutants on the environment [4].

Many scientists and researchers are looking forward for the utilization of industrialwastes materials in road construction [5]. As an example, Sarath et al. [6] prepare a reviewstudy concerning the utilization of industrial wastes in pavement construction. Theyshow that fly ash, foundry sand, plastic wastes, and blast furnace slag have chemical,physical, mechanical, and durability properties to replace conventional aggregates in roadconstruction. Moreover, Gupta and Sharma [7] have studied the usability of differentindustrial wastes, such as ceramic dust, crumb rubber, marble dust, and stone dust, asfiller material in flexible pavements. Test results indicate that only ceramic dust andmarble dust can be effectively used as mineral filler in bituminous mixes because theysatisfy the minimum requirements of international standards. In some contexts, Kara and

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Sustainability 2022, 14, 3195 2 of 15

Karacasu [8] demonstrate that it is possible to replace conventional aggregates by wasteceramic 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 serpentinematerials [9,10]. Nowadays, marble waste becomes a source of concern to environmentalistsand to marble manufacturers [2]. For this, many attempts have been made to incorporatemarble waste in many building materials, which include improving the fresh and hardenedself-compacting concrete properties [11–19], as a raw material for Portland cement [4,20–23]and as an additive material in industrial brick [24,25]. Waste marble dusts are also used instabilizing 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 wastesas aggregate in the base course construction. Test results showed that marble aggregatesamples satisfy the requirements of standard specifications for base coarse material in roadconstruction.

Terzi S and Karasahin M [27], Chandra et al. [28],and Alkam et al. [29] investigate theuse of powder obtained by grinding marble wastes as a mineral filler added to concreteasphalt mixture. Results show that marble filler has acceptable properties for being incor-porated in hot mix asphalt. Moreover, the results of the experimental study of Sevil andNiyazi [30] show that it is possible to use the fine aggregate obtained by crushing of hotmix asphalt concrete because it gives the best flexibility performance.

Zargar and Gupta [31] study in their research the development of quality of concretepavements by incorporating marble aggregate as a replacement of sand. Test results showthat fine marble aggregate can replace 20% of natural sand without modifying the qualityof concrete pavement and by increasing its flexural strength.

Misra et al. [32] indicate in their study that marble slurry dust can replace soil forabout 20 to 30% for sub-grade preparation in road construction because marble slurry givesmore strength and more stability for this layer.

The main objective of this paper is to study the usability of marble aggregates obtainedby crushing marble wastes as a conventional aggregate for road construction.

2. Materials and Methods2.1. Sampling of Marble Aggregate

The tested marble wastes were collected from a local marble factory. Fine aggregateand 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 Procedures2.2.1. Chemical Analysis

A chemical analysis was made on marble waste sample using the Atomic AbsorptionSpectrometry “AAS” method. This test was performed according to the requirementsof EN ISO 15,586 standard. In addition, the calcium carbonate content of marble wastewas measured using the Dietrich-Fruhling calcimeter according to the requirements of thestandard 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 werestudied using a microstructure analysis. The microstructure images of marble waste weredetermined using the digital image processing techniques by the X-ray-Diffraction (XRD)and the Scanning Electron Microscope (SEM) (Figure 2).

Sustainability 2022, 14, 3195 3 of 15Sustainability 2022, 14, x FOR PEER REVIEW 3 of 16

Figure 1. Crushing process steps of the marble waste.

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).

Figure 1. Crushing process steps of the marble waste.

Sustainability 2022, 14, x FOR PEER REVIEW 4 of 16

Figure 2. The scanning electron microscope (SEM) test.

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).

Figure 3. Hydraulic temperature measurement of marble paste.

2.2.4. Particle Size Analysis



The hydraulic property of the tested marble waste was studied. The experimentaltest consists of measuring the relationship between time and temperature of hydration ofa 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).




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).





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


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.

Figure 4. Sieve analysis test on coarse marble aggregate.

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 pre-

sented in Figure 5a,b, respectively.

Figure 5. Densities measurements: (a) Bulk density, (b) Absolute density– Pycnometer method.


2.2.5. Densities

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



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 pre-

sented in Figure 5a,b, respectively.

Figure 5. Densities measurements: (a) Bulk density, (b) Absolute density– Pycnometer method. Figure 5. Densities measurements: (a) Bulk density, (b) Absolute density—Pycnometer method.

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 massof the sample. This test was carried out according to the requirements of the standardNF EN 1097-7.



Water absorption coefficient was obtained by dividing the mass of the absorbed wa-

ter, 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 stand-

ard NF EN 1097-7.

Figure 6. Water absorption measurement.

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.

Figure 7. The different steps of the sand equivalent test.

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).



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




Water absorption coefficient was obtained by dividing the mass of the absorbed wa-

ter, 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 stand-

ard NF EN 1097-7.



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.



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).



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


Figure 8. Micro Deval test setup.

2.2.9. Los Angeles Test

The Los Angeles (L.A.) test is one of the mechanical methods measuring both aggre-

gate toughness and aggregate abrasion. This test, performed according to the require-

ments 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.

Figure 9. Los Angeles test setup.

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 per-

centage of aggregate grains having a thickness of about three times less than their mean

dimension. Figure 10 shows the flakiness index test setup.

Figure 10. The flakiness index test setup.



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

















Figure 10. The flakiness index test setup.




Particle shape of aggregate is dominated by the percentages of elongated and flakygrains. The increase of elongated and flaky grains percentages affects the compressivestrength 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 per-centage of aggregate grains having a thickness of about three times less than their meandimension. Figure 10 shows the flakiness index test setup.

















Figure 10. The flakiness index test setup. Figure 10. The flakiness index test setup.

2.2.11. Elongation Index

The elongation index consists of determining the percentage of the elongated aggregategrains. The elongated grains are defined as the grains having a ratio of length to thicknesshigher than three.

Figure 11 presents the steps of the elongation index according to the specification ofthe NF EN 933-4 standard.


2.2.11. Elongation Index

The elongation index consists of determining the percentage of the elongated aggre-

gate 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.

Figure 11. The measure of the shape index of marble gravel.

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 conven-

tional aggregates used for road construction. Indeed, the possibility of reuse of marble

aggregate for these constructions is highly recommended.

Table 1. Chemical composition of marble.

Component CaCO3 LOI CaO MgO SiO

2 Fe2O3 Al2O3

MgCO

3

Sulphur Tri-

oxide (SO3) Moisture

Percent-

age(%) 95.21 42.07 53.14 0.44 2.53 0.35 0.25 1.18 0.02 0.02

3.1.2. Microstructure Analysis

XRD pattern and SEM image, with a magnification of 10,000×, of marble are pre-

sented 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 Fig-

ure 14. According to these results, it was remarked that the evolution of hydraulic tem-

perature of marble paste was slightly increased from 17.5 to 19 °C for a period of more

Figure 11. The measure of the shape index of marble gravel.

3. Results and Discussions3.1. Tests Results3.1.1. 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 majorquantity 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 ofmagnesium oxide, ferric oxide, silica, sodium oxide, potassium oxide and, alumina.


Table 1. Chemical composition of marble.

Component CaCO3 LOI CaO MgO SiO2 Fe2O3 Al2O3 MgCO3Sulphur

Trioxide (SO3) Moisture

Percentage(%) 95.21 42.07 53.14 0.44 2.53 0.35 0.25 1.18 0.02 0.02

Finally, we can conclude that the obtained marble aggregate is too rich in calcite. Thisresult was confirmed by the calcium carbonate content measurement test, which shows thatthis marble contains more than 90% of CaCO3.This result is similar to that of conventionalaggregates used for road construction. Indeed, the possibility of reuse of marble aggregatefor these constructions is highly recommended.

3.1.2. Microstructure Analysis

XRD pattern and SEM image, with a magnification of 10,000×, of marble are presentedin Figsures 12 and 13, respectively. XRD test results (Figure 12) show significant peaksof calcite (C) and also some peaks of quartz (Q) with very low concentrations. Theseresults confirm the results obtained by the chemical analysis, which indicate that the maincrystalline mineral of the tested marble is a calcite. In addition, quartz is also identified invery low concentration.


than eight hours. As a consequence, the tested marble does not have any hydraulic prop-

erty in the presence of water and for this it can be considerate as an inert material.

Figure 12. XRD pattern of marble.

Figure 13. SEM image of marble paste.


According to the obtained SEM image of marble paste (Figure 13), the tested marbledoes not have any pozzolanic activity in the presence of water. This last result is con-firmed by the hydraulic temperature measurement results of the marble paste illustratedin Figure 14. According to these results, it was remarked that the evolution of hydraulictemperature of marble paste was slightly increased from 17.5 to 19 ◦C for a period of morethan eight hours. As a consequence, the tested marble does not have any hydraulic propertyin the presence of water and for this it can be considerate as an inert material.



than eight hours. As a consequence, the tested marble does not have any hydraulic prop-

erty in the presence of water and for this it can be considerate as an inert material.


Figure 13. SEM image of marble paste. Figure 13. SEM image of marble paste.


Figure 14. Paste temperature measurements of marble paste.

3.1.3. Particle size Distribution

Particles size distribution curves of the tested fine and coarse aggregates are pre-

sented 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.

14

15

16

17

18

19

20

21

22

0 1 2 3 4 5 6 7 8 9

Te

mp

era

ture

[°C

]

Time [h]



Particles size distribution curves of the tested fine and coarse aggregates are presentedin Figure 15. Results presented in Table 2, show that the coefficient of uniformity (Cu) offine aggregate and coarse aggregate are 2.4 and 1.3, respectively. Moreover, they showthat 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 wellgraded and graduated, and they are composed of grains with different size ranges becausethe Cu > 2 and 1< Cc < 3.





Particles size distribution curves of the tested fine and coarse aggregates are pre-

sented 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.

14

15

16

17

18

19

20

21

22

0 1 2 3 4 5 6 7 8 9

Te

mp

era

ture

[°C

]

Time [h]

Figure 15. Particle size distribution curves of marble aggregates.

In addition, the size distribution curve of fine marble aggregate shows that its finenessmodulus 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 differentroad layers construction.

Table 2. Size distribution results.

Parameters FineAggregate

CoarseAggregate

RecommendedValues [2]

D10 0.24 3 –

D30 0.5 6 –

D60 0.95 8.5 –

Coefficient of uniformity “Cu” 3.96 2.83 Cu < 2

Coefficient of curvature “Cc” 1.09 1.411 1 < Cc < 3

3.1.4. Physical Properties

The results of the physical properties of marble aggregates, presented in Table 3, showthat the absolute densities of fine aggregate and coarse aggregate are 2.758 g/cm3 and2.618 g/cm3, respectively. Results show also that the bulk densities are 1.436 g/cm3 and1.385 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 bothare in the conventional ranges, which range from 1.300 to 1.500 g/cm3 and from 2.600 to2.900 g/cm3 for bulk density and for absolute density, respectively. These results make thetwo aggregate suitable to be used as conventional aggregates for road construction.


Results of Table 3 show also that water absorption coefficient of the tested coarsemarble aggregate is nearly of 1.36%. This result is lower than the acceptable value, equal to2%, for conventional aggregates for roads layers.

Table 3. Physical and mechanical properties of marble aggregates.

Standard FineAggregate

CoarseAggregate

RecommendedValues [2]

Bulk density (g/cm3)

NF EN 1097-7

1.436 1.385 1.300–1.500

Specific density (g/cm3) 2.758 2.618 2.600–2.900

Absorption (%) – 1.36 <2

Finesse modulus: FM – 1.85 – <3.1

Equivalent of sand: ES (%) NF EN 933-8 82 – >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

Finally, according to the results showed in Table 3, the Sand Equivalent of the testedfine marble aggregate is about 82%. Indeed, because the obtained Sand Equivalent is higherthan 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 isequal 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 MDEvalue is lower than the maximum allowable value of 30%. The MDE value of 18% showsthat the obtained coarse aggregate, obtained by crushing marble wastes, is resistant toabrasion actions betweenthe grains themselves, and between grains and external loads. Asa conclusion, the tested coarse marble aggregate has an acceptable abrasion resistance to besuitable 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 aggregateis equal to 22%. It is clear that this value is lower than the maximum allowable value of30%. The obtained LA value of 22% implies that the tested coarse aggregate is resistant toabrasion actions and to fragmentation under different submitted loads. As a conclusion,marble aggregate has an acceptable fragmentation and abrasion resistance to be used as aconventional 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 valueis 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 grainsshape of the tested coarse marble aggregate makes it suitable for the construction of thedifferent layers of roads.


3.2. Requirements of Conventional Road Aggregates

The major portion (about 90%) of pavement and road structure is constructed fromaggregates. Note that aggregates are used in the construction both of rigid and flexiblepavements. For this, the properties of used aggregates have considerable effects on thequality of highways.

According to international standards, conventional road aggregates should satisfy thefollowing requirements and specifications:

3 Aggregates must have well graded and graduated granular distribution in order tominimize the voids content in the granular matrix of pavement layers.

3 Aggregates must have an acceptable resistance to crushing under submitted loads oftraffic.

3 Aggregates must have an acceptable hardness. The hardness is the resistance both toabrasive actions between aggregate grains and between grains and tires.

3 Aggregates must have a reasonable soundness, which means that they have an ac-ceptable resistance to weathering such as temperature variations, wind, and rainfall,etc.

3 Aggregates grain shape must be too rich of angular grains. This means that thepercentage of rounded, flaky, or elongated grains must be very low.

3 Aggregates must have a sufficient toughness in order to have an acceptable resistanceof aggregates to fracture.

3 Aggregate grains must be non-porous to avoid, as much as possible, water absorption.3 Aggregates must have more affinity for bitumen in order to increase their bond.3 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 specificationsof conventional aggregates for road construction due to these reasons:

Chemical analysis show that the obtained marble aggregate is too rich in calcite, formore than 95%, which is confirmed by the XRD pattern test result. In addition, microstruc-ture analysis, using XRD pattern and SEM image, show that the tested marble does nothave any hydraulic property in the presence of water and it can be considered as an in-ert material. The chemical composition shows also that the tested marble aggregate issufficiently durable to be an acceptable resistant to weathering agencies.

As a consequence of both the chemical and microstructure analysis, marble aggregatehas 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 lifeand thereafter the durability increases.

Results show that Micro Deval value of 18% is less than the maximum recommendedvalue of 30%. This result confirm that tested marble aggregate is sufficiently hard to resist tothe 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 themaximum recommended value of 30%. As a consequence of this result, coarse marbleaggregate can be considerate as a conventional aggregate offering an acceptable resistanceto the hammering effect of wheel loads and to abrasion between grains. For this, roadlayers constructed using this aggregate can resist the impact caused due to movements ofheavy traffic loads without breaking into smaller pieces.

In addition, Micro Deval and Los Angeles test results show that the tested coarsemarble aggregate is too strong and too resistant to crushing to withstand the high stressesinduced due to heavy traffic wheel loads. This property makes this aggregate highlyrecommended for use in road construction.

Results of the grain shape test show that the tested marble aggregate is mainly com-posed 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 aggre-gates of 30% and 35% for the flakiness index and the elongation index, respectively. Theseresults confirm that all too flaky and all too much elongated particles should be avoidedfrom this aggregate and then the load capacity of road constructed using this aggregatewill not be affected.

As a conclusion, all problems related to the particles shape of aggregate will be avoidedwhen using the tested marble waste aggregate. As a consequence, when flaky and elongatedparticles are avoided from aggregate pavement construction, particularly in surface course,the road strength of pavement layer will increase and any possibility of breaking underloads will be avoided.

Finally, experimental results show that the tested marble aggregate that is clean fromany dust can reduce the binding property of the aggregate and its adhesion with bitumen.

The main conclusion of this experimental investigation is that marble aggregateobtained by crushing marble wastes can be used as a conventional aggregate for roadconstruction. This is due to that all chemical, mechanical, and physical properties of thisaggregate 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 foursteps, is presented. The four main parts of the proposed unit are the following (Figure 16):

â Marble waste storage zone: The marble waste collected from marble manufactory arestored in this zone.

â Crushing step: In this step, marble wastes are crushed into small grains.â Sieving step: In this step, the obtained grains is sieved into the different granular

fractions.â Aggregates storage zone: This zone is reserved for storage of the different obtained

aggregates.


➢ 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.

Figure 16. Design of marble aggregates production unit.

4. Conclusions

The main objective of this experimental study is to investigate the suitability of ag-

gregates 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 con-

struction 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 conven-

tional 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.

Figure 16. Design of marble aggregates production unit.


4. Conclusions

The main objective of this experimental study is to investigate the suitability of aggre-gates obtained by crushing marble wastes to be use as conventional aggregates for roadconstruction.

The main results are the following:

â Chemical analysis shows that the obtained marble aggregate is too rich in calcite;â 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 beconsiderate as an inert material;

â Granular distribution of the marble aggregates is well graded and graduated, andthey are composed of grains with different size ranges;

â Bulk density and absolute density of marble aggregates are within the conventionalranges;

â Fine marble aggregate is very proper, and it do not contain any clay fraction;â Coarse marble aggregate has an acceptable resistance both to abrasion actions and to

fragmentation under different submitted loads;â 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 havechemical, physical, and mechanical properties within the specifications of the conventionalaggregates of road construction. Indeed, these aggregates are suitable to be used for theconstruction of the different layers of road.

Finally, the aim of our future work is to prepare an experimental investigation ofconcrete asphalt samples with marble aggregate.

Author Contributions: Conceptualization, O.B.; methodology, O.B. and N.M.; validation, O.B. andN.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 thepublished 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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