Optimal design of mechanical performances of asphalt mixtures comprising nano-clay additives

Maysam Ali Yousif; Hussein H. Zghair; Firas Alsaeedi

doi:10.1515/eng-2022-0586

Article Open Access

Optimal design of mechanical performances of asphalt mixtures comprising nano-clay additives

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Published/Copyright: March 20, 2024

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From the journal Open Engineering Volume 14 Issue 1

Abstract

To sustain the life of flexible pavement materials, the quality of the binder needs to be modified and improved. The purpose of the current research is to investigate the optimum mechanical performances, Marshall characteristics, and moisture damages of hot asphalt mixtures containing nano-clay (nC) additives. Three nominated contents of nC additives of 3, 5, and 7% of the hot asphalt weight were combined by a shear blender at 4,000 rpm for 45 min at 150 ± 5°C. Significant mechanical tests were carried out to estimate the modified asphalt mixture characteristics, such as Marshall stability and moisture susceptibility. Mechanical test results showed that the use of nC as an additive was suitable for enhancing the main characteristics of hot asphalt mixes. Generally, it was found that the indirect tensile strength ratio and stability values of the asphalt mixtures containing 3, 5, and 7% of nC were improved by 8, 23, and 24% and 12.5, 40, and 52%, respectively. The 7% nano-clay additive showed superior values of tensile strength and stability as compared with all asphalt mixtures (i.e., 94% and 15.8 kN, respectively).

Keywords: nano-clay; Marshall stability characteristics; moisture susceptibility

1 Introduction

Asphalt cement is regularly used in flexible pavements because of its proper viscous-elastic behavior. Regrettably, asphalts alter to brittle material at lesser temperature degrees and to elastic material at superior temperature degrees. This can cause cracking and rutting of flexible pavements at low and high temperatures, respectively. Its uses are controlled by this susceptibility to temperatures [1]. The susceptibility of temperatures and physical features of the asphalts at high and low temperatures during field procedures can distress the mechanical properties of the asphalt mixes. To improve the properties and performance of asphalt and mixtures, the addition of modifiers such as polymers [2,3,4,5], lime [6,7], rubber [8], and by-product powders [9,10,11] has converted communal in recent years. Nanocomposites of a polymer are the most electrifying material discovered lately. The physical characteristics are positively improved when used as a polymer modified with nano-clay (nC) in the circumstance that the clay is discrete at nano size [12].

Nanotechnology could make benefits in two ways. First, by forming available products and methods more economical, efficient, and durable; and second, by producing entirely novel products. The most commonly used layered silicate is montmorillonite (MMT) clay, which has a 2:1 layered structure with two silica tetrahedrons sandwiching the alumina octahedron [13]. The capability to target material alteration at the nano size, potentials to deliver the optimization of behavior required to meaningfully develop performance, and durability [14,15].

There are numerous categories of nano additives, including nC, that have a significant impact on evolving the properties and performance of hot asphalt mixtures [16,17,18,19,20].

Communal clays are obviously occurring mineral deposits and are therefore exposed to natural differences in their composition. The purity of clay can impact the nano-size features. Numerous clay categories are alumina silicates, which have a layered structure, besides comprising the silica tetrahedron (SiO₄₎ linked to the alumina octahedron (AlO₆) in an inconsistency of procedures. A 2:1 proportion of the tetrahedron to the octahedron significance in clays, with MMT, is the greatest communal. The aspect ratios of the MMT clay are great, ranging between 100 and 1,500, and the thickness of the layers is 1 nm [21].

The nC used in modified asphalt concrete mixtures causes improvements in the life of asphalt concrete pavement and emphasizes that the stability of asphalt mixtures is enhanced by using nC powder [22,23].

The chief object of the research is to examine and optimize the Marshall properties and the moisture resistance of the modified asphalt mixes in three designated proportions of nC (3, 5, and 7%) by the weight of asphalt, and all the modified asphalt samples were estimated. In addition, to evaluate the workability of the nC modified asphalt at great temperature degrees by rotational viscosity test was achieved.

2 Methodology and experimental practice of research

2.1 Used material

2.1.1 Aggregate used

The aggregate used is crushed quartz in this work, attained from the Al-Nibaiy excavation. It is regularly used in the manufacture of the asphalt mix. The physical characteristics of used aggregates is shown in Table 1. The fine and coarse aggregate materials used in the research were sieved and then re-combined in the fitting amounts to confirm the designated gradation of the surface layer as determined by the Iraqi specification requirements [24]. The gradation curve of aggregate is presented in Figure 1.

Table 1

Features of aggregates used

Feature		ASTM	Results
Specific gravity	Coarse aggregate	ASTM-C-127 [25]	Sieve size	The Bulk (G_s )	The Apparent (G_s )	Absorption %
			12.5 mm	2.65	2.674	0.32
			9.5 mm	2.584	2.593	0.08
			4.75 mm	2.572	2.579	0.17
	Fine aggregate	ASTM-C-128 [26]	4.75–0.075	2.611	2.641	0.46
Angularity		ASTM-D-5821 [27]	96%
Soundness		ASTM-C-88 [28]	3.2%
Equivalent sand	Natural (<#4)	ASTM-D-2419 [29]	84.0%
Equivalent sand	Crushed (<#4)	ASTM-D-2419 [29]	89.4%
Elongation and flat aggregates	Elongation	ASTM-D-4791 [30]	2.3%
Elongation and flat aggregates	Flat	ASTM-D-4791 [30]	0.7%
Los Angeles abrasion	Aggregate size >25 mm	ASTM-C-131 [31]	20%

Figure 1

Gradation curve of aggregate for the wearing layer.

2.1.2 Fillers used

The filler material used in this research was limestone dust received from Karbala province. The features of the filler are shown in Table 2.

Table 2

Features of fillers used

Feature	Result value
Passing sieve (0.075 mm) (%)	93
Specific gravity (G_s )	2.75

2.1.3 Asphalt used

The asphalt used in this research is 60–70 penetration grade, obtained from the Dora Refinery in Iraq. Table 3 displays the properties of the used asphalt.

Table 3

Characteristics of used asphalt binder

Feature	Unites	Specifications	Results	Iraqi specification limits [24]
Penet.	(0.1 mm)	ASTM-D5 [34]	66	60/70
Ductility value	cm	ASTM-D113 [35]	130	More than 100
Flash point and fire point	—	ASTM-D92 [36]	Flash 302°C	More than 232°C
Flash point and fire point	—	ASTM-D92 [36]	Fire 310°C	—
Viscosity	C.p	ASTM-D4402 [37]	At 135°C, equal to 430	—
Viscosity	C.p	ASTM-D4402 [37]	At 165°C, equal to 128	—
Penet. index	—	ASTM-D36 [38]	−0.665	—
Softening point	—	ASTM-D36 [38]	49.5	—

2.1.4 Nano-clay (nC) powder

The used nC is a hydrophilic MMT material and a condenser powder. It was purchased in the USA. The MMT clay is of high purity, and the physical properties and chemical analysis of nC are shown in Tables 4 and 5.

Table 4

Chemical characteristics of used nC powder

Oxide composition (%)	Oxide content (%)
SiO₂	58.6
Al₂O₃	0.81
Fe₂O₃	0.32
CaO	0.34
LSF	0.002
MgO	0.16
So₃	0.06
Loss on ignition	40.62
Insoluble residue	55.24

Table 5

Physical characteristics of used nC powder*

The surface modifier	Dimethyl, di-hydrogenated tallow ammonium
Color	White
Bulk density, kg/m³	250–300
Surface modifier concentrate, % wt.	33–36
Particle size, micron	14–19
Specific gravity	1.8

*Chemical analysis and physical features were achieved to manufacture the data sheet.

2.2 Modification method of asphalt binder with nano-clay powder

Nano-clay (nC) modified asphalt binder specimens of approximately 300 g were molten to 150 ± 5°C. The mixer can be fixed at 4,000 rpm for 45 min. Progressively, nC powder was added and weighted 3%, 5% and 7%, combined to the hot asphalt in locked steel container applied on an oven for 45 min. To ensure good dispersion of nano-clay particles, we obtained a homogeneous composite binder. Then, they are examined to measure the characteristics of the modified asphalts.

2.3 Rheological tests of the modified asphalts

A rheological test was performed on original and modified asphalts with various contents of nC, where ductility values and viscosity values were achieved based on the standard specification. The nC percent selected were 3, 5, and 7% by asphalt weight, and we determined the optimum percent of nC to estimate the rheological properties of the modified asphalts.

2.4 Marshall characteristics of nC-modified asphalt mixes

The specimens were prepared for the Marshall stability test [32,33]. The asphalt binder contents by the specimen total weight are in the range of 4.0, 4.5, 5, 5.5, and 6% for the wearing layer. Three specimens were prepared for each content. The 15 samples were cast and assessed; the optimal asphalt amount is achieved as a percent of the total weight of the mix. Asphalt mix specimens were compacted by using a Marshall compactor, which is equal to 75 blows for each side of the specimen. The percent of air voids reaches about (3 to 5)%. Besides, all the samples in the hot water fixed at 60°C reached 30–40 min, as well as assessed for the stability and flow values. The volumetric properties such as air void content [39], unit weight and specific gravity [40], and the maximum theoretical specific gravity (G.mm) [41] were measured. Nano-clay (nC) powder increases the modified binder viscosity; thus, it is not molten enough at the conventional mixing temperature of around 160°C used for unmodified asphalt. Therefore, an excessive mixing temperature was required for the preparation of the modified asphalt mixes, and consequently, the mixing temperatures were raised to 175°C. Nano-clay (nC) content was 3, 5, and 7% by the asphalt weight. The optimum asphalt content is measured based on the chief variables, specifically unit weight, Marshall stability, and air voids contents. All variables shall be shown in graphics as against the content of asphalt. According to Figure 5 for unit weight, Figure 6 for air void contents, and Figure 7 for Marshall stability values, it can be shown that the optimal asphalt content of mixes with modified nano-clay performs to have a greater asphalt content than the control asphalt mix. The mixes of the control, modified asphalt (3, 5, and 7%) have the optimum asphalt content (OAC) values of 4.9, 5.05, 5.11, and 5.5%, respectively.

2.5 Evaluation of moisture susceptibility

2.5.1 Indirect tensile strength (ITS)

Moisture susceptibility damages of the unmodified asphalt and nC-modified asphalt mixes were measured in accordance with standard specifications [42]. At the design asphalt content, two sets of test specimens were compacted by Marshall Hammer. Each set covers three specimens, which contained about 7% of air void for each sample. The test procedure is usual to carry out where the first set was tested in an unconditional (saturated in the water bath fixed at 25°C for 2 h). The second set was tested by immersing it in a hot water bath fixed at 60°C for 24 h, followed by 2 h of saturation in a hot water bath set at 25°C. All samples were tested to assess the ITS using a Marshall loading setting formfitted by 12.5-mm-wide concave surface loading plates above and below specimen, with the same loading rate as in the Marshall stability test. The ITS value is measured by the below formulation:

(1) ITS = 2 P π * d * t ,

where P max is the maximum load (N), ITS is the indirect tensile strength (kPa), t is the thickness, and d is the diameter (mm).

Moisture susceptibility damages evaluation can be estimated by tensile strength ratio (TSR), as shown in the following equation:

(2) TSR = Strength of condition specimens Strength of uncondition specimens .

2.5.2 Retained Marshall stability (RMS) value

RMS is the rate of wet stability to dry stability. The (3) Marshall specimens are requisite to measure the mean of the wet stability value and the dry stability value. The wet stability fixed of specimens were useful in the hot water-bath set at 60°C for (24) hrs., as well examined of the stability at 60°C [43].

3 Results and discussion

Figures 2 and 3 display the viscosity results of the modified asphalt at many contents of nC. It can be noted that there is an increase in the modified asphalt viscosity. The enhancement is associated with an increase of nC content [43 44 45 46]. The modified asphalt with 7% nC content showed a greater viscosity value compared with the unmodified asphalt. The main cause of the formation of the exfoliated structure that has a thicker film is the agglomeration issue. This might have blocked the movement of modified asphalt molecule chains [47,48]. Another cause is that it is assumed that if the nC powder is additional, typically discrete, it ought to improve strength to increase the resistance to shear flow of moleculars [49].

Figure 2

Viscosity values at 135°C of the origin and the modified asphalt with nC.

Figure 3

Viscosity values at 165°C of the origin and the modified asphalt with nC.

Figure 4 shows the ductility values vs nC amounts. It can be detected that the ductility value is decreased by adding the nC proportions. It is a result of the loss of volatiles in the maltene sector and progresses to the asphaltine sector of the modified asphalt binder. Moreover, the maximum reduction in the ductility value was noted with 7% nC because of the nonhomogenous spreading of nC.

Figure 4

Ductility magnitude of the origin and the modified asphalts with nC.

The unit weight of the hot asphalt mixes achieved at different asphalt percentages is shown in Figure 5. It can be observed that the unit weight is increased by increasing the asphalt content until the maximum is reached, and after this point, the unit weight reduces with an increase in asphalt content. The peak magnitude is attained at 5% of the content of asphalt. Attribute to decrease in the sample volume, besides increasing in the weight of sample then that means rise of the unit weight. After a specific percent, which means an optimum percent, the binder initially creates a thicker film, which leads to a decrease in the contact distance between particles of aggregate. Therefore, there is an increase in the sample volume and a reduction in the unit weight [50].

Figure 5

Unit weight with asphalt content (%) of the origin and the modified asphalts with nC mixtures.

Figure 6 shows the air voids content vs binder content. It can be observed that the air voids are decreased by the addition of binder content. The reduction is associated with the growth of asphalt content in the matrix, which means filling voids with asphalt binder. As a result, the air voids content decreased. According to specifications, the air voids range of the hot asphalt mix is about 3–5%. The air voids content of the control asphalt mixes is a little lower than that of the modified asphalt mixtures. It is an indication that the unit weight of control asphalt mixtures is more than a modified asphalt.

Figure 6

Air voids content with asphalt content (%) of the origin and the modified asphalts with nC mixtures.

Figure 7 shows the Marshall stability values against binder percent. It can be detected that the stability increases as the asphalt content rises until a specific percent, then after this percent, the stability reduces with an increase in the asphalt percent. The variation in stability values within mixes with respect to added asphalt percent can be related to the rate of covering of aggregate. As the percent of asphalt binder increased, the degree of covering of aggregate enhanced, and the consequences enhanced stability. However, an excessive quantity of binder content will result in soft mixtures, which have two distinct drawbacks. Nano-clay is an active filler that improves the stiffness of asphalt binder based on penetration and viscosity results. By adding 7% nC, stability increased by 50%, but 3% of nC increased it only by 10%. Attributed to the large surface area of the nC modified asphalt mixture, the optimum content (OC) of asphalt increased [51,52].

Figure 7

Stability with asphalt content (%) for the origin and the modified asphalts with nC mixtures.

Figure 8 shows the dry stability values in contrast to the OC of the binder. It can be noted that there is an enhancement in the stability of modified mixes. The enhancement is associated with the addition of nano-clay into asphalt material. The modified asphalt with 7% of nC content showed greater stability compared with the unmodified asphalt mixes. These results are connected to improve the stiffness, as verified by penetration and viscosity results, and enhance the adhesion of the modified asphalt mix.

Figure 8

The dry Marshall stability at OC (%) for the origin and the modified asphalts with nC mixtures.

Figure 9 shows the wet stability values against the OC of the binder. It can be noted that conditional stability is reduced because of the moisture effects. The indication of the low wet stability value is recognized to the situation that the specimens saturated period principals to absorption a water. The absorbed water may have arrived in the bond zone between the asphalt film and the aggregate particles, resulting in a weak bond and impacting the adhesion of the mix. Accordingly, it was found that the modified mix with 7% nC content showed a superior wet stability value compared with the unmodified asphalt mix. These results are attributed to enhanced stiffness and adhesion of modified mixes, as proved by physical tests of modified asphalts.

Figure 9

The wet Marshall stability at OC (%) for the origin and the modified asphalts with nC mixtures.

Figure 10 shows the percent of retained stability of the modified asphalts. It can be noted that there is a development in the retained stability percentages of the modified asphalt binder. The development is associated with the addition of nC into asphalt material. The modified asphalt with 7% nC content showed a greater retained stability compared with the unmodified asphalt mix. These results are due to the little variance between the dry and wet Marshall stability values.

Figure 10

RMS at OC (%) for the origin and the modified asphalts with nC mixtures.

The results of Figures 11 and 12 show that using the nC improves the tensile strength of modified mixes. The chief reason for these consequences is that the nC enhances the adhesion between the modified asphalts and aggregates. Besides, the modified asphalt stiffness can have an impact on the moisture vulnerability of the asphalt mixture. In wet situations, the enhancement in the tensile strength of the modified asphalt is superior. It can be concluded that adding nC to mixtures develops the adhesion bond of the modified asphalt and does not allow the dislocation of the modified asphalt from the aggregates easily by moisture effects, as mentioned in references [45,46].

Figure 11

Dry ITS at OC (%) for the origin and the modified asphalts with nC mixtures.

Figure 12

Wet ITS at OC (%) for the origin and the modified asphalts with nC mixtures.

The TSR of the modified asphalt mixes is shown in Figure 13. Based on the results of the calculation, the TSR contents of the nC-modified asphalt mixes in wet situations are superior compared to the unmodified asphalt mixes. The modified asphalt with 7% nC content exposed a greater tensile strength content. These results are credited to improve the stiffness and adhesion of modified asphalt mixes, as agreed with reference [51,52].

Figure 13

ITS ratio at OC (%) for the origin and the modified asphalts with nC mixtures.

From Figures 10 and 13, it can be noted that the retained stability trend for the modified mixes is similar to that trend of TSR, with an enhancement of moisture resistance with the addition of nC powder. The consequences also display that the retained stability percent is greater than the TSR, attributed to the lower air void contents of the mixes used for the retained stability than those used in the TSR tests. As per the standard specifications, the samples used in the stability test had an air voids percentage of 4%, whereas those used in the ITS test had an air voids content of 7%. The greater value of air voids allows more diffusion of water into the asphalt mix and results in more moisture damage of the asphalt mix.

4 Conclusions

The present research demonstrated that the following main conclusions can be drawn:

The use of nC considerably increased the viscosity of modified asphalts. The modified asphalt with 7% nC content showed greater viscosity when compared with the types of modified asphalts.
The optimum asphalt content (OAC) of mixtures with added nC powder performs to have a greater asphalt binder content than the control asphalt mix. The mixtures of control, nC-modified asphalt (3, 5, and 7%) have OAC values of 4.9, 5.05, 5.11, and 5.5%, respectively.
NC increases the modified binder viscosity, and therefore it is not molten enough at the conventional mixing temperature of around 160°C used for the unmodified asphalt. Therefore, an excessive mixing temperature was required for the preparation of the modified asphalt mixes, and consequently, the mixing temperatures were raised to 175°C.
The results show an improvement in the Marshall stability of modified mixes. The enhancement is associated with the addition of nC content. The modified asphalt with 7% nC exhibited the maximum stability value when compared with the unmodified asphalt binder.
The ITS ratio and Marshall stability values of the modified asphalt mixtures containing 3, 5, and 7% of nano-clay were improved by 8, 23, and 24% and 12.5, 40, and 52%, respectively.
The 7% nC additive showed superior values of tensile strength and stability as compared with all asphalt mixtures by 94% and 15.8 kN, respectively.
According to the features of modified asphalts and mixtures, 7% of nC proportion was acceptable to progress the physical and mechanical properties and then become more suitable for building flexible concrete pavement in hot environment situations.

Conflict of Interest: The authors declare that they have no conflict of interest.
Data availability statement: Most datasets generated and analyzed in this study arecomprised in this submitted manuscript. The other datasets are available on reasonable request from the corresponding author with the attached information.

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Received: 2023-10-14

Revised: 2023-12-19

Accepted: 2024-01-09

Published Online: 2024-03-20

This work is licensed under the Creative Commons Attribution 4.0 International License.

Articles in the same Issue

https://doi.org/10.1515/eng-2022-0586

Keywords for this article

nano-clay; Marshall stability characteristics; moisture susceptibility

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BY 4.0