Study on the Influence of Aggregate Roundness of Reclaimed Asphalt Mixture on Its Road Performance

Abstract

The utilization of reclaimed asphalt mixture, which combines old asphalt reclaimed material (RAP) with new aggregate, holds significant environmental benefits. However, the road performance of this mixture can decline due to the degradation of the old asphalt components. In this study, the shape characteristics of both old and new aggregates were analyzed using IPP6.0 software. Notably, the roundness of old aggregates within the 9.5–16 mm range exhibited the most substantial wear. Consequently, an investigation was conducted on the road performance implications of incorporating 30% RAP and its associated impact on aggregate roundness. The research findings indicated that there was minimal disparity in roundness between new and old aggregates within the particle size range of 4.75 mm to 9.5 mm. Nevertheless, as the proportion of old aggregates exceeding 9.5 mm increased, the recycled asphalt mixture exhibited reduced low-temperature and high-temperature performance, as well as diminished water stability.

1. Introduction

Reclaimed asphalt mixture is a composite material comprising a specific blend of recycled old asphalt pavement, obtained through processes such as excavation, recycling, crushing, screening, and incorporation of a regenerative agent, along with new asphalt components and fresh aggregates. The recycled component from old asphalt is commonly referred to as RAP. Incorporating RAP into asphalt mixtures not only curbs the need for raw materials but also mitigates environmental repercussions.

In recent times, a growing number of scholars have directed their attention towards the study of reclaimed asphalt pavement (RAP). Tarsi [1] presented a comprehensive overview of RAP applications in both the United States and European countries. The paper delved into the economic and environmental significance of these applications, revealing the substantial value in RAP research. Roja [2] conducted an investigation involving asphalt mixtures with varying RAP contents (15%, 25%, and 35%) and examined the influence of its adhesive properties. The findings established the optimum RAP content for enhancing fracture resistance to be 20%. Furthermore, an optimal quantity of active RAP adhesive within the entire mixture was determined. Zhou Z [3] employed an energy consumption approach to assess fatigue damage in R-SCB (Repeated Simple Shear Beam) tests. The study discerned distinct stages of damage progression, including stable, cumulative, and skip damage stages. Cumulative energy exhibited a linear correlation with loading cycles, adhering to the principles of the linear Miner’s law within R-SCB tests. The research introduced the average consumption per cycle (ECPCAVE) as a crucial indicator for evaluating asphalt mixture fatigue cracking performance. Notably, the study found that ECPCAVE was inversely proportional to fatigue life, with higher ECPCAVE values indicating faster fatigue damage accumulation and reduced fatigue life. The incorporation of RAP was noted to enhance ECPCAVE and the rate of fatigue damage accumulation, with higher RAP content leading to increased fatigue damage accumulation and subsequently shorter fatigue life. Shatarat [4] explored the influence of recycled coarse aggregate (RCA) and RAP in pervious concrete (PC) on its overall performance. The investigation revealed that the incorporation of RCA, RAP, and their combination (RAP-RCA) generally contributed to improved PC performance, particularly in enhancing mechanical properties. The optimal blend ratio was determined to be 60% RAP and 40% RCA. Yang [5] undertook a study to evaluate the impact of milling speed on RAP particle agglomeration and examined the susceptibility of agglomerated particles to size variations. The results indicated that a notable portion (around 30–50%) of RAP particles consisted of aggregates smaller than their corresponding particle sizes. Agglomeration tendencies were observed to increase with higher milling speeds and larger RAP particle sizes. Higher milling speeds correlated with reduced aggregate breakdown rates, resulting in higher coarse aggregate content and lower filler and fine aggregate content, while the converse held true for lower milling speeds. Rout [6] conducted an investigation into the utilization of RAP in cement concrete. The findings indicated that despite a reduction in concrete strength with the inclusion of a certain proportion of RAP, the concrete mix still adhered to design requirements.

Liu [7] conducted experiments by introducing a range of RAP percentages (80–100% by weight) into polyethylene-modified asphalt mixture (PEHMA). The results highlighted the superior rut resistance of the RAP-modified mixture compared to pure PEHMA in high-temperature performance tests. Furthermore, its water stability, low-temperature resilience, and fatigue performance were shown to meet the required standards. PaluriY [8] conducted tests showcasing that substituting natural aggregate with RAP aggregate beyond 20% led to a significant reduction in the compressive strength of asphalt concrete. However, when RAP replaced natural aggregate within a 20% limit, both compressive and bending strengths met specifications, with the optimal 20% RAP substitution yielding enhanced flexural toughness. Poursoltani M. [9] replaced original aggregate with RAP in varying proportions (69% and 43%) and found that the RAP mixture required an additional 1% bitumen compared to the VA mixture to achieve sufficient cohesion within the specified timeframe. Mixtures with higher RAP content necessitated a minor additive to extend mixing time and processability, contributing to reduced material preparation costs when compared to the optimum 69% RAP replacement. Guo Peng [10] evaluated three distinct reclaimed coarse aggregate particle shapes—spherical, convex, and rough—varying in angularity. Investigating the influence of coarse aggregate angularity on high-temperature performance of reclaimed asphalt mixture, the study deduced that angularity decreased with increasing old aggregate content, yet high-temperature stability gradually improved. The authors of [11] employed digital image processing and flow time determination to depict coarse aggregate angularity, roundness, and texture complexity. Rut experiments indicated that increased angularity, roundness, and texture complexity heightened the rut resistance of the mixture. Wang Chaan [12] utilized image processing to analyze average particle size, roundness, and angle of coarse aggregate, subsequently conducting rutting experiments with wear cycles as variables. The study concluded that reducing the angle enhanced the high-temperature performance of the asphalt mixture. Diaozhijun [13] employed IPP software to derive nine coarse aggregate characteristics—area, circumference, roundness—and statistically analyzed their influence on asphalt mixture Marshall index, tensile strength index, and viscoelastic index using SPSS 22.0 software. Coarse aggregate axial coefficient, fractal dimension, roughness, and angular parameters emerged as the primary factors affecting these indices. Liu Y. [14] investigated the influence of coarse aggregate morphology on stone matrix asphalt (SMA) rutting, employing asphalt pavement analyzer (APA) on samples from eight SMA mixtures. The findings indicated that leveling ratio and elongation had a negligible impact on rutting depth, while spherical shape, angle, and texture positively contributed to SMA’s rutting resistance. Aragao [15] characterized two aggregates, Yuanhe gravel and broken gneiss, based on traditional and modern image analysis system (AIMS 2) methods. Morphological attributes displayed a stronger correlation with mixture performance compared to conventional methods. Coarse particle morphology, particularly roundness and axiality, were closely linked to asphalt mixture rut resistance. The study of [16] identified numerous factors influencing the skid resistance durability of asphalt mixtures, highlighting the linear correlation between two-dimensional morphological features of coarse aggregates—like roundness and axiality—and skid performance. This underscores the significant role of coarse aggregate morphology in determining skid resistance durability.

In conclusion, the utilization of reclaimed asphalt pavement (RAP) offers resource conservation benefits while ensuring road performance that aligns with design specifications within specific ratios. The key differentiator between RAP material and new material lies in the alteration of material form characteristics due to wear. Through extensive investigation of various morphological parameters, this study has underscored the significant influence of roundness on the mechanical properties of RAP. As a result, an optimal RAP content of 30% was determined, enabling manipulation of aggregate gradation to enhance the overall roundness characteristics of the mixture. This manipulation of roundness has demonstrated a notable impact on the mechanical attributes of reclaimed asphalt mixture.

2. Study on the Roundness Characteristics of Asphalt Mixture Recovery Material

2.1. Acquisition and Definition of Aggregate Roundness Characteristics

The asphalt mixture under examination for recovery in this study originates from the upper layer milling material of the stretch between Cenxinandu and Dalong (from K3813 + 330 to K3843 + 030) along East Guangxi’s G207 road. The aggregate recovery process from the asphalt mixture recovery material (RAP) utilized in the test primarily followed the method outlined in T0722-1993 from JTGE20-2011. A centrifugal extract instrument was employed to extract the asphalt solution from the container, subsequently allowing for evaporation in a fume hood or indoor environment and eventual drying within an oven set at 105 ± 5 °C. The extraction outcomes are graphically depicted in Figure 1.

The physical properties of the RAP are shown in

Table 1. Physical characteristics of RAP.

Inspection Items	Needle Like (%)	Aggregate Crushing Value (%)	Abrasion Loss (%)	Water Absorption Rate (%)	Apparent Relative Density (~)	Adhesiveness (Degree)
measured value	11.2	21.3	24.1	1.32	2.53	4
standard value	>20	>30	>35	>3.0	>2.45	>3.0

.

This study extensively leverages the capabilities of Image Pro Plus 6.0 (IPP) software for the purpose of digital image processing, analysis, and precise measurement of aggregates. Within the IPP software, an array of indicators is available to comprehensively delineate the morphological attributes of aggregates. Notably, during the course of this investigation, it was discerned that the characteristic of roundness demonstrated remarkable sensitivity to the mechanical impact performance of the mixture.

In light of this sensitivity, the analysis primarily focuses on the roundness attribute. The geometric formulation for expressing roundness is articulated as follows:

$$\mathrm{R}\mathrm{o}\mathrm{u}\mathrm{n}\mathrm{d}\mathrm{n}\mathrm{e}\mathrm{s}\mathrm{s}=\frac{{\mathrm{p}\mathrm{e}\mathrm{r}\mathrm{i}\mathrm{m}\mathrm{e}\mathrm{t}\mathrm{e}\mathrm{r}}^2}{4\times \mathsf{\pi }\times \mathrm{A}\mathrm{r}\mathrm{e}\mathrm{a}\left(\mathrm{p}\mathrm{o}\mathrm{l}\mathrm{y}\mathrm{g}\mathrm{o}\mathrm{n}\right)}$$

(1)

where Roundness is the circularity of the aggregate particles; perimeter is the outer circumference of the 2D profile of aggregate particles; and Area (polygon) is the area occupied by the 2D profile of aggregate particles.

The results of RAP image processing by IPP software are shown in Figure 2.

2.2. Analysis of Roundness Characteristics of Aggregate of Each Size

Due to the varying stress effects of different particle sizes in the structure of asphalt mixtures, and the varying degrees of damage to aggregates of different particle sizes during use, this article analyzes the roundness characteristics of aggregates within the particle size ranges of 2.36~4.75 mm, 4.75~9.5 mm, 9.5~13.2 mm, and 13.2~16 mm. Among them, RAP is reclaimed aggregate, old aggregate is extracted aggregate, and new aggregate is new aggregate that has not been used from the same source as reclaimed aggregate.

According to Figure 3, the roundness distribution of RAP aggregates spans from 1.14937 to 1.28056, with an average value of 1.20131. The roundness distribution of old aggregates, on the other hand, ranges from 1.14083 to 1.26835, with an average of 1.2061. For new aggregates, the roundness distribution extends from 1.13756 to 1.36365, and the average roundness is calculated to be 1.21996.

In light of these findings, it becomes evident that there exists no significant disparity in the average roundness values among the three aggregate types within this specific particle size range. This suggests that the wear experienced by the old aggregate materials is relatively minimal, while the overall smoothness of the aggregates remains consistent.

Referring to Figure 4, the roundness distribution of RAP aggregates spans from 1.12992 to 1.31563, with an average of 1.20746. The roundness distribution of old aggregates ranges from 1.13371 to 1.36283, with an average of 1.21681. For new aggregates, the roundness distribution extends from 1.12062 to 1.41321, and the average roundness is calculated to be 1.23589.

Consequently, the average roundness values among the three aggregate types within this specific particle size range exhibit the following trend: new aggregate > old aggregate > RAP. Notably, the roundness of the new aggregate slightly surpasses that of the old aggregate. Furthermore, the closer the roundness value is to 1, the smoother the surface of the aggregate. In line with this, the results suggest that the surface of the old aggregate is comparatively smoother than that of the new aggregate.

From Figure 5, it becomes evident that the circular Degree distribution spans as follows: RAP ranges from 1.11211 to 1.32508, with an average of 1.22283; the old aggregate ranges from 1.10994 to 1.26993, averaging at 1.18780; and the roundness of the new aggregate spans from 1.20309 to 1.36569, with an average of 1.26463.

Consequently, notable variations exist in the Degree distribution range between the new and old aggregates within this particle size range. In terms of average roundness values, the pattern observed is new aggregate > RAP > old aggregate. It is important to highlight that the average roundness value of the new aggregate markedly differs from that of the old aggregate. This discrepancy signifies that the old aggregate has undergone considerable wear, resulting in a notably smoother surface due to usage. This heightened smoothness, although indicative of wear, may potentially have unfavorable implications for the road performance of the reclaimed asphalt mixture.

As illustrated by Figure 6, the Degree distribution of RAP within this specific particle size range spans from 1.16384 to 1.37949, with an average of 1.22441. Meanwhile, the round Degree distribution of the old aggregate ranges from 1.10605 to 1.27257, with an average of 1.17479. For new aggregates, the Degree distribution extends from 1.16822 to 1.40741, with an average of 1.24863.

Upon closer examination of the data, it is evident that there exists a relatively substantial fluctuation range in the roundness of the three aggregate types within this particle size category. Additionally, a noteworthy discrepancy is observed in the distribution range between the new and old aggregates. In terms of average roundness, the hierarchy observed is new aggregate > RAP > old aggregate.

Furthermore, significant distinctions emerge in the average roundness values between the new and old aggregates, as well as between RAP and the old aggregates. This difference underscores the profound impact of wear on the surface of the old aggregate during usage, leading to enhanced smoothness. It is noteworthy that while RAP displays comparable roundness to the new aggregate, this phenomenon arises from the fine aggregate enveloping the asphalt, resulting in the formation of particle size clusters that in turn diminish surface smoothness.

The variation pattern of roundness with particle size is shown in Figure 7.

3. The Influence of Roundness Characteristics on the Road Performance of Mixture

3.1. Grading Design of Reclaimed Asphalt Mixture

This study adopts the grading range stipulated in JTGF40-2004, with a focus on the AC-13 median for the adaptation analysis. The initial step involves categorizing RAP into distinct groups: fine RAP material (0–4.75 mm), coarse RAP material group 1 (4.75–9.5 mm), and coarse RAP material group 2 (9.5–16 mm). It is noteworthy that the findings of the second section of the research indicate minimal disparity in morphological characteristic parameters between new aggregates and extracted old aggregates when the aggregate particle size is less than 9.5 mm. Consequently, changes in RAP content within the 4.75 mm to 9.5 mm range are unlikely to significantly impact the morphological characteristics of aggregates within this particle size range. However, when the particle size exceeds 9.5 mm, notable differences emerge in the morphological characteristics between new and old aggregates. Consequently, alterations in RAP content within the 9.5–16 mm range lead to variations in the morphological attributes of this specific grade of aggregate, exerting an influence on the performance of reclaimed asphalt mixtures. To account for this, and with the total RAP dosage maintained at 30%, the RAP dosage increase is directed towards the 9.5–16 mm range, as outlined in

Table 2. Blending table.

Blending Type	Aggregate Type
	RAP Fineness Mixing Content (%)	4.75~9.5 mm RAP Content (%)	9.5~16 mm RAP Content (%)	New Aggregate Content (%)	Mineral Powder Dosage (%)
Grading One	10	20	0	67	3
Grading Two	10	10	10	67
Grading Three	10	0	20	67

.

According to the content of the second section, with the known roundness parameter values of 9.5~16 mm new aggregate and the extracted old aggregate, the roundness characteristic parameters of 9.5~16 mm particles in the three blending methods of synthesized aggregate are calculated through weighted average, as shown in

Table 3. Roundness of 9.5~16 mm aggregate.

Blending Type	Grading One	Grading Two	Grading Three
Roundness	1.2612	1.2291	1.1983

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3.2. Effect of Roundness on Low-Temperature Performance

In this experiment, the assessment of the low-temperature performance of the asphalt mixture was carried out using the small beam bending test method. The procedure involved preparing asphalt mixture specimens through roller compaction, followed by cutting them into rectangular shapes measuring 250 mm × 30 mm × 35 mm. The testing was conducted under a temperature of −10 °C, with a test acceleration rate set at 50 mm/min. During the test, the equipment recorded both the peak load applied and the mid-span deflection at the precise moment when the specimen fractured. Subsequently, several parameters were calculated to gauge the low-temperature performance, including the bending tensile strength, maximum bending strain, and flexural stiffness modulus. These parameters collectively serve as indicators for evaluating the ability of the asphalt mixture to withstand low temperatures.

With a constant total RAP content of 30%, the fine RAP material comprises 10% of the mixture. Within the 4.75–9.5 mm range, the RAP content is initially adjusted from 20% to 10%, and subsequently reduced to 0%. Simultaneously, within the 9.5–16 mm range, the RAP content is progressively increased from 0% to 10%, and further elevated to 20%. The results detailing the ramifications of these adjustments on the low-temperature performance and morphological characteristic parameters of the 9.5~16 mm reclaimed asphalt mixture, specifically pertaining to the influence of roundness variation, are succinctly presented in

Table 4. Small beam bending test results.

Blending Type	9.5~16 mm Aggregate Roundness	$\mathbf{Maximum}\mathbf{Bending}\mathbf{Tensile}\mathbf{Strain}/\mathit{\mu }\mathit{\epsilon }$	Flexural Strength/MPa	Bending Stiffness Modulus/MPa
Grading One	1.2612	2901	8.76	5528
Grading Two	1.2291	2865	8.55	5281
Grading Three	1.1983	2832	8.41	5017

.

Based on the analysis presented in Table 3, it becomes evident that maintaining a constant total RAP content while reducing the roundness coefficient of the 9.5~16 mm aggregate from 1.2612 to 1.1983 yields a discernible decline in the maximum bending tensile strain, bending tensile strength, and bending stiffness modulus of the reclaimed asphalt mixture. This outcome can be attributed to the fact that as the roundness coefficient approaches 1, the surface smoothness of the aggregate within this particular grade increases progressively. Consequently, the adhesive force between the smoother aggregate surface and the asphalt is relatively weakened. This diminishes friction within the mixture, consequently elevating the susceptibility of the mixture to slippage at low temperatures. Such a scenario renders the mixture more prone to cracks and eventual failure. Moreover, the smooth surface of the aggregate is less likely to harbor stress concentration points, thereby contributing to a reduction in the overall strength of the mixture. This reduction in strength further heightens the vulnerability of the mixture to cracking and failure under low-temperature conditions.

3.3. Effect of Roundness on High-Temperature Performance

This experiment uses a rutting test to evaluate the high-temperature performance of asphalt mixtures, with evaluation indicators such as dynamic stability calculated by displacement at two times or creep rate and rutting depth of the mixture after wheel rolling. The experiment employed a roller compactor to compact well-mixed asphalt mixture into rutting test specimens (300 mm × 300 mm × 50 mm). Subsequently, specimens were left undisturbed for over 12 h for preparation. Molded rutting test specimens with molds were placed in a rutting testing machine, and the sensors were calibrated and activated. During the experiment, the temperature was set at 60 °C and maintained for 5–12 h, ensuring thermal consistency. A rubber wheel (200 mm diameter, 50 mm width) repetitively traversed the specimen’s surface under 0.7 Mpa ± 0.05 Mpa pressure. Wheel movement aligned with specimen’s compaction direction.

With a consistent total RAP content of 30%, the fine RAP material constitutes 10% of the mixture. Within the 4.75–9.5 mm range, the RAP content is initially adjusted from 20% to 10% and subsequently reduced to 0%. Simultaneously, within the 9.5–16 mm range, the RAP content is incrementally increased from 0% to 10%, and subsequently elevated further to 20%. The outcomes of these adjustments, specifically the impact of alterations in roundness on the dynamic stability of the morphological characteristic parameters of the 9.5~16 mm aggregate in the reclaimed asphalt mixture, are meticulously documented in

Table 5. Rut test results.

Blending Type	9.5~16 mm Aggregate Roundness	Dynamic Stability (Times/mm)
		1	2	3	Average Value
Grading One	1.2612	2347	2394	2315	2352
Grading Two	1.2291	2235	2301	2259	2265
Grading Three	1.1983	2145	2103	2178	2142

.

The experimental findings highlight a notable decrease in the roundness coefficient of the 9.5~16 mm aggregate, transitioning from 1.2612 to 1.1983, signifying a substantial alteration. In concurrence, the dynamic stability frequency of the reclaimed asphalt mixture demonstrates a corresponding reduction in tandem with the roundness decrease. A roundness coefficient closer to 1 indicates a smoother aggregate surface. This smoothness, however, translates to a relatively diminished adhesive force between the asphalt and the smooth aggregate surface. Consequently, the adhesive bond between the aggregate and asphalt becomes insufficient, rendering the asphalt mixture susceptible to softening, deformation, and instability, particularly under elevated temperatures. This elucidates the rationale behind the diminishing high-temperature performance observed in the reclaimed asphalt mixture when the roundness of the 9.5–16 mm aggregate decreases, even with a constant total RAP content.

3.4. Effect of Roundness on Water Stability Performance

In this experiment, the immersion Marshall test and freeze–thaw splitting test were used to evaluate the influence of particle morphology characteristics on the water stability of asphalt mixtures. The test method was carried out in accordance with the provisions of the “Test Specification for Asphalt and Asphalt Mixtures in Highway Engineering”.

With a fixed RAP content of 30%, a strategic adjustment was implemented by reducing the RAP content within the 4.75 mm to 9.5 mm range, while concurrently increasing the RAP content within the 9.5 mm to 16 mm range. This manipulation consequently altered the roundness characteristics of the 9.5 mm to 16 mm aggregate. The impact of these roundness changes on water stability is meticulously documented and elucidated within

Table 6. Water stability test results.

Blending Type	9.5~16 mm Aggregate Roundness	Residual Stability (%)	Freeze–Thaw Splitting Strength Ratio (%)
Grading One	1.2612	95.51	92.57
Grading Two	1.2291	93.43	91.33
Grading Three	1.1983	90.54	90.56

.

Based on the analysis presented in Table 5, when maintaining an unaltered total RAP content, and when the roundness coefficient of the 9.5~16 mm aggregate is reduced from 1.2612 to 1.1983, several significant effects on water stability are observed. The residual stability of the reclaimed asphalt mixture drops from 95.51% to 90.54%, and the freeze–thaw splitting strength ratio experiences a decline from 92.57% to 90.56%. This decrease in residual stability can be attributed to the smoother nature of aggregates as the roundness coefficient approaches 1. The enhanced smoothness of coarse aggregates impacts their adhesion to asphalt during the regeneration process. The smoother surface of the aggregates diminishes their friction with other particles and reduces their bonding capability within the asphalt mixture. As a result, the cohesion between asphalt and aggregates at higher temperatures weakens, ultimately contributing to the reduction in residual stability. Likewise, the decline in freeze–thaw splitting strength ratio is also tied to the diminishing aggregate roundness. The decrease in roundness accentuates issues such as separation and detachment between coarse aggregates and asphalt during freeze–thaw cycles. This adversely affects the freeze–thaw performance of the mixture, resulting in the observed reduction in the freeze–thaw splitting strength ratio.

4. Conclusions

Through the above research, the following conclusions can be drawn in this article.

There is no significant difference in roundness between the new aggregate and the old aggregate when the particle size is 4.75~9.5 mm, but when the aggregate particle size is greater than 9.5 mm, a difference in roundness appears. As the particle size increases, the irregularity of the old aggregate decreases and the surface becomes smoother.

When the total RAP content is 30%, the roundness parameter in the morphological characteristic parameters of 9.5~16 mm aggregates decrease with the increase of RAP content in that range. As a result, the low-temperature performance, high-temperature performance, and water stability of the reclaimed asphalt mixture become worse. Based on the current research, we can observe that when the particle size is greater than 9.5 mm, recycled asphalt pavement (RAP) suffers more significant damage. In practical applications, the usage of RAP with a particle size exceeding this should be reduced. In future studies, there should be a focus on analyzing the RAP dosage and gradation in order to obtain a recycled asphalt concrete mix design that can both meet design requirements and conserve resources.