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Article

Influence of Gradation on the Mechanical Properties of Aged Hot-Mix Asphalts

by
Saieth Baudilio Chaves-Pabón
1,
Hugo Alexander Rondón-Quintana
2 and
Carlos Alfonso Zafra-Mejía
2,*
1
Programa de Ingeniería Civil, Facultad de Estudios a Distancia, Universidad Militar Nueva Granada, Cajicá 250240, Colombia
2
Facultad del Medio Ambiente y Recursos Naturales, Universidad Distrital Francisco José de Caldas, Bogotá 111611, Colombia
*
Author to whom correspondence should be addressed.
Buildings 2021, 11(12), 632; https://doi.org/10.3390/buildings11120632
Submission received: 18 November 2021 / Revised: 30 November 2021 / Accepted: 7 December 2021 / Published: 10 December 2021
(This article belongs to the Special Issue Testing, Modelling, Analysis and Optimization of Building Structures and Materials)
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Versions Notes

Abstract

:
When a hot-mix asphalt (HMA) ages, its mechanical properties, resistance, and durability change. Several studies have been conducted throughout the world to evaluate the effects of aging in HMAs. However, few studies have analyzed the influence of gradation. The main objective of this study was to evaluate the influence of gradation on the mechanical properties of aged HMA mixes. For such purposes, three HMA mixes with different gradations were manufactured (named HMA-10, HMA-19, and HMA-25), which were conditioned in STOA (short-term oven aging) and LTOA (long-term oven aging) by following the guidelines established by the AASHTO R30 specification. Marshall, Indirect Tensile Strength (ITS), resilient modulus, permanent deformation, fatigue (under controlled-stress condition), and Cantabro tests were performed. These tests were carried out to evaluate resistance under monotonic and cyclic load as well as the resistance to moisture damage and abrasion. The best performing mix in the test was HMA-19. There is no clear trend about the influence of gradation over the susceptibility of mixes for aging. This susceptibility changes depending on the test performed and the property measured. Furthermore, in resilient modulus tests, it is observed that the influence of gradation on aging susceptibility changes depending on the test temperature.

1. Introduction

A great portion of roadways throughout the world are built with asphalt pavements. In turn, these roadway structures generally use hot-mix asphalts (HMA) to comprise the asphalt layer. When manufacturing HMAs in asphalt plants, their components (asphalt binder and aggregates) are exposed to high temperatures. Likewise, these mixes must be transported to construction works and then extended and compacted at high temperatures. During this stage, asphalt binder thermally oxidizes, volatilizes its light components, rearranges its microstructure, and changes its physical–chemical properties (aging) [1]. This aging process is named “short-term”. Posteriorly, HMA is exposed during the useful service life of asphalt pavement to the effects of weather (mainly photooxidation caused by sunlight and ultraviolet radiation, temperature changes, moisture, and evaporation, among others) as well as traffic. During this stage, asphalt continues to oxidize and age. This aging process is named “long term” [2,3,4]. According to [5,6], changes in micro-mechanical properties, adhesion properties, and chemical properties are more significant in the long term than in the short term. The problem that occurs when asphalt ages is that it becomes fragile, brittle, and loses its capacity to adhere to the aggregate and to make mixes cohesive, contributing to the appearing of early distresses in asphalt layers (e.g., thermal cracking and cracking due to load fatigue, top–down type cracking (TDC), raveling, stripping and potholes, among others). This reduces pavement’s durability and increases maintenance and repair costs. As a result of this, it is important to conduct studies on this topic.
Throughout the world, several research efforts have been conducted to evaluate the effects of aging over the mechanical properties of asphalt binders and asphalt mixes. Some have been more limited than others; however, all of them are inclined to continue deepening the discussion around the topic. Complete states of knowledge that are useful as background can be consulted in [1,4,7,8,9]. A great portion of these studies have focused on modifying or improving asphalt binder properties (using polymers, additives, and rejuvenating agents of adherence enhancers, among others) [10,11,12,13]. On several occasions, some of these studies forget that HMAs are materials, whose properties depend on the interaction between asphalt binder-aggregate. Additionally, they forget that within this interaction, the aggregate’s gradation plays an important role upon the volumetric properties and mechanical performance of the mix [14,15,16]. For all the above, the main objective of this study was to evaluate the influence of gradation on the mechanical properties of an HMA mixture.
Few studies have focused on evaluating the influence of gradation within the phenomenon of aging in HMA mixes. Furthermore, some only evaluate a given particular property, with limited experimental designs. In contrast to other studies conducted on the topic, this study designed a more complete experimental phase to evaluate the change in mechanical properties that three HMA mixes with different gradations undergo when they age. Additionally, aspects associated to mix durability were evaluated, which have been little studied. Durability is understood as the long-term capacity that a material has for resisting climate changes, aging, and the abrasive action of traffic [17,18]. Tests for resistance under monotonic load (Marshall, Indirect Tensile Strength (ITS)) and cyclic load (resilient modulus, permanent deformation, and fatigue) were conducted on an unaged mix (named control mix), a short-term aged mix (STOA, Short-Term Oven Aging), and a long-term aged mix (LTOA, Long-Term Oven Aging). Additionally, tests with the purpose of evaluating moisture damage resistance (using the TSR resistance parameter, Tensile Strength Ratio) and (Cantabro) abrasion wear were used. An ANOVA variance analysis was conducted with a reliability level of 95% to evaluate if the properties measured on mixes presented statistically significant changes when they age in STOA and LTOA.
There are multiple techniques for simulating short-term and long-term aging [1,7]. For the case of HMAs, the most used techniques for these purposes are standardized STOA and LTOA procedures, respectively. These techniques were proposed in AASHTO R30 [19], which are based on the studies carried out by [20,21]. In theory, LTOA simulates the aging of a mix between 7 and 10 years of service [8]. These procedures were conducted in this study to simulate aging in the HMA mixes.

2. Experimental Procedure

2.1. Materials

The aggregate presents the following properties: specific gravity and absorption of the coarse fraction [22] = 2.63 and 1.4%, respectively; specific gravity and absorption of the fine fraction [23] = 2.54 and 1.7%, respectively; abrasion and impact in the Los Angeles Machine at 500 revolutions [24] = 22.2%; abrasion in the Micro-Deval apparatus [25] = 20.7%; fracture resistance using the method of 10% fine particles [26] = 135 kN; percentage of fractured particles in coarse aggregate [27] = 91% (one face) and 86% (two faces); soundness of aggregate by use of magnesium sulfate [28] = 11%; plasticity index [29] = no plastic; lastly, flat and elongated particles in coarse aggregate [30] = 7.1% and 4.0%, respectively.
Asphalt cement (AC) is an AC 60/70 (65.2 mm/10 of penetration at 25 °C, 100 g, 5 s–[31]) that presents a softening point [32] = 51.1 °C, penetration index [33] = −0.28, specific gravity [34] = 1.010, and ductility (25 °C, 5 cm/min–[35]) > 105 cm. After RTFOT (Rolling Thin Film Oven Test [36]), the properties of AC 60/70 were as follows: mass loss = 0.36%, penetration = 51 mm/10, softening point = 55.3 °C, specific gravity = 1.018, and ductility = 78 cm. After RTFOT + PAV (Pressure Aging Vessel [37]), the properties of AC 60/70 were as follows: penetration = 32.7 mm/10, softening point = 59.8 °C and specific gravity = 1.030. Viscosity curves (Figure 1) of the unaged AC 60/70 (control) and the one subjected to aging processes in RTFOT and RTFOT + PAV were measured by using a Rotational Viscometer [38].
In an obvious manner, asphalt binder stiffness increased when exposed to aging processes of RTFOT and RTFOT + PAV (softening point and viscosity increased, and penetration and ductility decreased). These physical changes are coherent to those that are widely reported by other researchers [2,9,39,40,41]. Additionally, specific gravity increased mainly because during aging, asphalt binders tend to increase their molecular weight [42] and its LMS (large molecular size) [5,41,43,44].

2.2. Gradations of HMAs

Three gradations were used according to [45] to manufacture mixes (Figure 2): HMA-10, HMA-19, and HMA-25 (the number indicates the maximum particle size in mm). HMA-10 is recommended for comprising surface layers with a compact thickness between 3 and 4 mm; HMA-19 is recommended for surface layers and asphalt concrete base course with a compact thickness superior to 4 cm; and HMA-25 is recommended for asphalt concrete base course with a compact thickness greater than 7.5 cm [45].

2.3. HMA Designs

Control mixes (unaged) were designed using the Marshall method [46] and following the criteria established by [45]. The Marshall type cylindric samples (63.5 mm × 101.6 mm) of 1200 g of mass were manufactured considering the gradations that are shown in Figure 2. The dosing of samples was carried out by mass, and asphalt cement percentages varying between 4.0 and 6.0% were used. To manufacture samples, the mix temperature (MT) was of 150 °C. Compaction was carried out at a temperature (CT) of 145 °C, applying 75 blows per face. MT and CT were obtained based on the viscosity results of control AC 60/70 (Figure 1). Each parameter measured (air void content—AV, voids in the mineral aggregate—VMA, voids filled with asphalt—VFA, stability—S, flow—F, and S/F ratio) was obtained by averaging the results of testing 5 samples. S and F were obtained by subjecting samples to a temperature of 60 °C under a monotonic load with a speed of 50.8 mm/minute in a Marshall compression machine. The optimal asphalt content (OAC) was of 5.8, 5.3, and 4.5% for HMA-10, HMA-19, and HMA-25 mixes, respectively. This OAC was the one used in posterior project stages to manufacture samples.

2.4. Short-Term (STOA) and Long-Term (LTOA) Aging Simulation

Using OAC values, new Marshall samples for each type of unaged mix are manufactured (these are named control mix), which are aged under STOA and LTOA procedures. To simulate these aging processes, AASHTO R30 guidelines [19] were followed. To conduct the STOA process, the asphalt mix in a loose state is subjected to 135 °C in an oven for 4 h and then compacted by applying 75 blows per face. To simulate LTOA aging, initially, each sample was exposed to the same STOA process described above, to then be subjected to a temperature of 85 °C in an oven for 5 days.

2.5. Marshall and ITS Tests

Marshall [46] and Indirect Tensile Strength (ITS [47]) tests were performed on the following mixes: HMA-10, HMA-19, and HMA-25 (control, STOA, and LTOA). Each Marshall test parameter (S, F, S/F, AV and VFA) was calculated by averaging the results obtained on the three samples. On another hand, the ITS test is generally performed on samples manufactured with an AV of 7 ± 0.5%. However, this study evaluated the ITS on samples that were manufactured based on their AVs obtained by design. Three conditioned specimens (ITSC) were failed by type of mix analyzed and three other under unconditioned specimens (ITSU). With the results obtained, moisture damage resistance was calculated and evaluated using the TSR ratio (Tensile Strength Ratio, in percentage) = (ITSC/ITSU) × 100. ITSU and ITSC were obtained by subjecting samples to a monotonic load with a velocity of 50 mm/min in the Marshall compression machine. The test temperature for ITS tests was 25 °C.

2.6. Resilient Modulus, Permanent Deformation, and Fatigue Resistance

The stress–strain relationship of each HMA (control, STOA, and LTOA) was characterized through resilient modulus (RM) tests [48]. This test was carried out in a Nottingham Asphalt Tester (NAT). The “half-sine” load type was applied under frequencies of 2.5 Hz (load application time—tc = 125 ms and recess period—tr = 275 ms), 5.0 Hz (tc = 63 ms and tr = 137 ms), and 10 Hz (tc = 31 ms and tr = 69 ms). A Poisson ratio of 0.35 was assumed to determine the RM. Test temperatures were 10, 20, and 30 °C. Each RM was determined based on the average of results obtained on the three samples.
Permanent deformation resistance tests were carried out in the NAT by following the guidelines established by the UNE-EN 12697-25 specification [49]. The accumulation of permanent deformation was measured on samples subjected to 40 °C. When samples reached this temperature inside the NAT, 600 cycles of preload (10 kPa) were applied for 20 min. Posteriorly, 3600 load cycles under a stress of 100 kPa were applied. In each load cycle, the vertical displacement that occurred on the sample was measured by using LVDTs (Linear Variable Differential Transformers). Load cycles were square wave type with a frequency of 0.5 Hz (1 s of load application and 1 s of rest per cycle). Each permanent deformation curve was determined by averaging the results obtained on the three samples.
Fatigue resistance was also measured in the NAT by following the guidelines established in the UNE-EN 12697-24 specification [50]. The indirect tensile load mode was controlled stress. The test temperature and load frequency were 20 °C and 10 Hz, respectively. The failure criterion was used to capture the number of cycles in which the sample’s total rupture was obtained (Nf). Each fatigue curve was determined based on the results obtained when failing a minimum number of nine samples.

2.7. Cantabro Test

This test is mainly carried out on open-graded type mixes. However, during the last few years, it has been used to provide information regarding aspects associated to durability in dense-graded type mixes such as HMA [51,52]. The percent of weight loss (Cantabro Loss (CL)) in each sample was estimated through a relationship between mass lost in the test after applying cycles and the sample’s initial mass. The CL was measured at 100, 300, and 500 cycles or drum spins in the Los Angeles Machine (without steel spheres). The CL of each analyzed HMA (control, STOA, and LTOA) was calculated by averaging the results of the three samples. The test temperature was 20 °C.

3. Results and Discussion

3.1. Marshall and ITS Tests

The Marshall test results are shown in Table 1. When samples are subjected to aging processes of STOA and LTOA, the AV slightly increases, and VFA is reduced. In the reviewed literature, no mentions were found in that regard. However, this could have been because during the oven heating processes, part of the volatile, oleous, and lighter components of the asphalt binder are lost [40]. Even the asphalt binder’s specific gravity increases because asphaltenes begin to prevail [53] and the molecular weight increases [42]. Additionally, a small content of asphalt binder is lost in the LTOA process, when it adheres to the oven’s grill that holds the samples. On the other hand, given that mixes retain more time at high temperature inside the oven, the probability that the asphalt binder penetrates and adheres more easily to the superficial pores of the aggregate increases.
In general terms, despite a slight increase in AV during the aging process, the stability of mixes increases and flow decreases, which generates an increase in S/F ratio. This is mainly given because of the increase in stiffness of asphalt binder when it ages. The mix with the greatest monotonic resistance in the Marshall test is HMA-19 (greatest S/F values). In comparison to the HMA-10 mix, HMA-25 presents greater S/F values in control mixes and in STOA. In the LTOA condition, both mixes present statistically similar values according to ANOVA analysis. For the case of the HMA-10 mix, it increases 1.127 and 1.453 times with relation to the control mix when it is subjected to STOA and LTOA procedures, respectively. These increases are of 1.093 and 1.182 times for the HMA-19 mix and of 1.164 and 1.284 times for the HMA-25 mix. According to ANOVA analysis, these S/F increases in mixes as a product of short-term or long-term aging are statistically significant. Compared with the STOA process, the S/F is 1.289, 1.082, and 1.103 times greater in HMA-10, HMA-19, and HMA-25 mixes, respectively, when samples are subjected to the LTOA procedure. The mix that underwent less changes in S/F ratio due to aging was HMA-19. The mix that registered the greatest changes in STOA procedure was HMA-25, while in LTOA, it was HMA-10.
The ITS test results are shown on Table 2. As in the Marshall test, the HMA-19 mix presents greater ITS values and HMA-10 presents the lowest. Additionally, ITSU and ITSC parameters increase when the mix ages. This is perhaps since in general, increases in stiffness in mixes generate increases in said parameters [54]. ITSU increases in mixes as a product of STOA aging were statistically significant. For the case of ITSC, said increases were not statistically significant. Increases or changes in ITSU between control samples and samples conditioned in STOA and LTOA are depicted on Figure 3. The mixes that are most susceptible to changes in their ITSU when they age are HMA-19 and HMA-25.
With regard to moisture damage resistance, the reviewed reference literature is ambiguous when it reports the effect of gradation on mixes. While some studies report that fine gradations tend to be more resistant to moisture damage mainly due to the smaller content of AV these mixes have [55,56], others conclude the contrary, arguing that it increases the specific surface of the aggregate, which could form a thinner asphalt film thickness, weakening the adhesion between the asphalt and aggregate [57]. Additionally, moisture damage resistance is a function of water transport mode within the mix, which is controlled by the air void sizes and their connectivity, diffusivity of water molecules in the mixture and asphalt binder, filler content, aggregate gradation, absorption, and geometry, among others [58,59,60]. In this study, the mix that displayed less moisture damage resistance was HMA-10, and the one that displayed the greatest moisture damage resistance was HMA-19. In addition, the TSR parameter is reduced when the mix ages, indicating a reduction in moisture damage resistance. When asphalt ages, it reduces its capacity to adhere to aggregates and to make the mix cohesive [8,61], which is mainly due to the loss of oleous asphalt binder components that contribute to its manageability. Added to this, aged asphalt binders contained a greater quantity of molecules and polar functional groups [8,42,62,63], which causes asphaltenes to start to prevail (increasing stiffness and viscosity) over other components that contribute with adherence such as resins [64]. According to [65], adhesion is directly correlated with the non-polar fractions of asphalt binder while stiffness is likewise with polar fractions.

3.2. Resilient Modulus and Permanent Deformation

The RMs of HMA-10, HMA-19, and HMA-25 mixes (control, STOA, and LTOA) are shown in Figure 4. It is observable that the mix with lower stiffness (under any temperature, load frequency, and aging condition) is HMA-10, which is mainly due to its smaller particle size, finer gradation, and greater asphalt binder content. When comparing HMA-19 and HMA-25 mixes, there is no clear trend. At 30 °C, the HMA-25 mix presents a slightly superior RM with relation to HMA-19, but said variation is not statistically significant (based on an ANOVA analysis). At 10 and 20 °C, the trend is the same when comparing the control mix with STOA (HMA-25 presents RMs that are slightly higher but not statistically significant). However, under the LTOA condition, the HMA-19 mix tends to be stiffer, although variations continue to not be statistically significant when compared with the HMA-25. The lack of a clearly defined trend between both mixes is rooted in the fact that RM is a parameter that depends on multiple variables. For example, mixes that have a greater particle size tend to have a greater contribution in RM (in this case, HMA-25), while mixes with a lower AV tend to present a greater RM (this is the case of HMA-19).
A parameter used to evaluate the susceptibility of mixes for aging is the relationship between stiffness of the aged and unaged mix [66,67]. As a result of such reasons, the RM values of STOA and LTOA aged samples with relationship to the control mix were calculated (RMSTOA/RMControl, RMLTOA/RMControl). The relationship RMLTOA/RMSTOA was also calculated. These relationships or increases in RM as a product of asphalt binder aging are depicted in Figure 5 and Figure 6. Likewise, the averages (with relationship to values reported for each load frequency) of ratios RMSTOA/RMControl, RMLTOA/RMControl, and RMLTOA/RMSTOA are depicted in Table 3. It is observable that these relationships are greater when the test temperature increases and load frequency decreases, which is mainly given because of the asphalt binders’ visco-elastic response. With regard to the effect of gradation, there is no existing clear trend. The HMA-10 mix tends to undergo greater RMSTOA/RMControl and RMLTOA/RMControl ratios (greater increases in stiffness or susceptibility for aging) when the test temperature is 10 °C. Under this temperature, the mix that undergoes the smallest increases is HMA-25. At 20 °C, the mix that is more susceptible to changing its RM in STOA condition is still HMA-10; however, in the long term, the most susceptible one is HMA-19. Under this temperature, HMA-25 maintains itself with the least changes in RM. At 30 °C, a greater susceptibility can be observed in the HMA-19 mix when it ages in the short term and in the HMA-25 mix when it ages in the long term. Additionally, the greatest changes in RM between STOA and LTOA condition are presented in the HMA-19 mix when the test temperature is 10 and 20 °C, while for the case of 30 °C, these take place in HMA-25.
The permanent deformation resistance of a mix depends on a combination of factors such as asphalt binder type and stiffness, gradation, type form and texture of the aggregate, AV, and VFA, among others [68]. The results of the permanent deformation tests that are presented in Figure 7 are coherent with those obtained in the Marshall test and RM test. It is possible to observe an increase in permanent deformation resistance when mixes age as a product of the increase in stiffness in asphalt binder, increase in S/F ratio, and increase in RM. This increase in resistance can help to aid in resisting the rutting phenomenon in high-temperature climates [39]. The mix with the least rutting resistance is HMA-10, which is mainly due to its lower RM value. The most resistant mixes are those that present a greater particle size and RM (HMA-19 and HMA-25). With regard to the influence of aging, HMA-25 was the mix that was least susceptible to changing its permanent deformation resistance (displacement of the control mix at 3600 load cycles—Δ3600 was of 1.03 and 1.09 times with relation to the STOA and LTOA condition, respectively). In the case of the other two mixes, the susceptibility was similar. In control HMA-10, Δ3600 was 2.19 times greater with relation to the STOA and LTOA condition, respectively, while in control HMA-19, it was 1.17 and 1.90 times greater.

3.3. Fatigue Resistance

The results of fatigue tests are displayed in Figure 8. The amplitude of stress in kPa necessary for samples to fail at 106 load cycles (σ6) is shown in Figure 9. For the case of control mixes, the mix with greater fatigue resistance was HMA-19, while the mix that displayed the least resistance was HMA-25. Under controlled stress, in general, the stiffer asphalt mixtures are the ones that have the greatest fatigue resistance [69,70,71,72]. However, in this case, control HMA-10 with less stiffness undergoes greater fatigue resistance than control HMA-25, which is mainly since this last one displays a superior AV.
On the other hand, fatigue resistance increased when mixes aged, which was mainly given because of what was mentioned above (under controlled stress, asphalt mixes undergo an increase in fatigue life when stiffness increases). Table 4 shows how the Nf of mixes increased on average when these aged. HMA-25 presented the greatest increases in fatigue life upon aging (greater NfSTOA/NfControl and NfLTOA/NfControl ratios). However, HMA-19 displays less AV and greater ITS values than HMA-25, which contributes to positioning it as the mix with the greatest fatigue resistance. The mix that least underwent increases in Nf was HMA-10. This led to that under LTOA condition, HMA-25 underwent a similar fatigue resistance (even with a greater σ6) than HMA-10, even though it has greater AV. All these increases were statistically significant based on ANOVA analysis.

3.4. Cantabro Test

The Cantabro test results are presented in Table 5. Similar results were reported by [43,52]. If the results of CL vs. cycles were to be graphed, one would obtain a linear trend, whose approximate slope (named Cantabro Index—CI in this study) may be obtained mathematically using Equation (1):
CI = C L C f − C L C i C f − C i
where CLCf is the CL obtained in the final cycles (Cf), and CLCi is the CL obtained in the initial cycles (Ci). In this study, Cf and Ci are 500 and 100 cycles, respectively.
When the CL and CI parameters increase, it signifies a reduction of abrasion wear resistance. It is observable that both parameters increase when the mix ages. This can take place given that when asphalt binder ages, it reduces its capacity to adhere to the aggregate and to make the mix cohesive [73]. Additionally, when asphalt binder ages, the proportion of maltenes/asphaltenes is reduced, resulting in a material that is stiffer and brittle [74,75], which makes it more susceptible to fissures or cracking under any type of abrasive load [76,77].
The control mixes that underwent greater and smaller abrasion wear resistance were HMA-10 and HMA-25, respectively. However, when mixes age, this behavior changes and HMA-19 undergoes greater resistance. Upon aging, HMA-25 continues being the mix with least resistance. This is mainly because the HMA-25 mix has greater AV and lower VFA. Figure 10 shows how CL increased in mixes when they aged. It is observable that the mix that underwent the least CL changes was HMA-25, while the greatest changes occurred in HMA-10. This was perhaps due to the greater content of asphalt binder that aged in HMA-10, which became brittle and was more easily detached under abrasive load.
Normally, mixes that present greater AV, greater particle sizes, coarse gradations, and lower VFA are more susceptible to aging [8,40,74,78,79,80]. Generally, this conclusion is based on the way it changes in stiffness (mainly in RM tests) of aged mixes with relation to the control mix. However, this study evaluated the change in other properties. Mixes that underwent the least and greatest changes under STOA and LTOA conditions with relation to the control mix are shown in Table 6. When two mixes appear in a box, it means that they underwent similar changes—in other words, changes that are not statistically significant based on ANOVA analysis.
Generally, the susceptibility of mixes for aging is obtained by measuring increases in its stiffness, in other words, by comparing it or relating the stiffness in an aged state with relation to a control sample (unaged). The increase in RM is especially one that is widely used. Since asphalt is a material that has a viscous behavior, mixes undergo changes in their properties when they are subjected to different temperatures and load frequencies. This study observed that the increases in RM of mixes that occurred due to aging were greater when the test temperature increased and load frequency decreased. In terms of the effect of gradation upon increases in RM, there was no clear trend. It was expected that the greatest changes would be observed in mix HMA-25, which has a greater AV content. However, at 10 °C, the mix HMA-10 tends to display the greatest increases in RM (under STOA and LTOA conditions), while HMA-25 displays the smallest. At 20 °C, the mix that is most susceptible to changing its RM in STOA condition is HMA-10, while in LTOA, it is HMA-19. Under this temperature, HMA-25 undergoes the smallest changes in RM. At 30 °C in STOA condition, the HMA-19 mix undergoes the greatest increases, while in LTOA, it is HMA-25.
Below, there is a summary of the most important aspects of each test:
○
In the Marshall test, the mix that underwent greater changes in resistance under monotonic load (greater S/F ratio) was HMA-19. In turn, this mix obtained the smallest increases in S/F ratio in STOA and LTOA conditions (in theory, this property is less susceptibility to change upon aging). The mix that underwent the lowest resistance under monotonic load in this test was HMA-10, and in LTOA condition, it presented the greatest increases. In STOA condition, the greatest increases occurred in HMA-25.
○
In the ITS test, the mix that underwent the greatest changes in resistances (ITSU and ITSC) was HMA-19. In turn, this mix obtained the greatest increases in ITS-U under STOA and LTOA conditions (in theory, this property has greater susceptibility to change upon aging). Despite that, this is in theory the mix that is most susceptible to changing its resistance due to the effects of aging in this test; it was the one that underwent the greatest moisture damage resistance. The mix that underwent less resistance under monotonic load in this test and the least increases in ITSU was HMA-10. Although it is the one that is least susceptible to aging, it was the one that underwent the least moisture damage resistance.
○
The mixes that were most resistant to the phenomenon of permanent deformation were HMA-19 and HMA-25. The mix that was least susceptible to change resistance to permanent deformation under STOA and LTOA conditions was HMA-25. Under the STOA condition, HMA-10 and HMA-19 mixes underwent the greatest changes, while HMA-10 did likewise in the LTOA condition.
○
In general terms, the mix with greater resistance to fatigue under controlled stress was HMA-19, while the one with less resistance was HMA-25. The mixes that underwent greater and smaller increases in fatigue life upon aging were HMA-25 and HMA-10, respectively.
○
In the initial state (unaged), the mixes that underwent the greatest and lowest resistance to abrasion wear in the Cantabro Test were HMA-10 and HMA-25, respectively. When mixes age, HMA-19 underwent the greatest resistance, while the one that underwent the least resistance was HMA-25. The greatest and smallest changes in the test (increase in CL) were underwent by HMA-10 and HMA-25 mixes, respectively.

4. Conclusions

This study measured the mechanical properties of three HMA mixes (with different gradations) when they age in the short term (STOA) and long term (LTOA). Based on the results obtained, the conclusions are the following:
  • When asphalt binder ages, it becomes stiff. This increase in stiffness generated significant increases in resistance under monotonic load (increases in S/F ratio in the Marshall test and increase in parameters ITSU and ITSC in the ITS test) and cyclic load (increases of RM, decreases in Δ3600 in the permanent deformation test, and increases of σ6 in the test of fatigue under controlled stress). The above could be seen as an indicator of good performance in mixes for resisting vehicle loads in high-temperature climates and in asphalt pavements with thicker asphalt layers. However, in low-temperature climates and asphalt pavements with thin asphalt layers, the opposite could occur. Additionally, this increase in stiffness contributes to reducing the moisture damage resistance (reduction of TSR in the ITS test) and to abrasion (increase in CL and CI in the Cantabro test).
  • It is observable that HMA-19 undergoes the changes that give it the best performances in most of the evaluated properties.
  • Regarding evaluating the effects of gradation upon the susceptibility of mixes to age, there is no existing clearly defined trend. This susceptibility changes depending on the test performed and the property measured.
  • The traditional way of obtaining the susceptibility of mixtures to aging, based only on the relationships of stiffness values in aged and unaged states, must be reviewed, since using this relationship, the influence of gradation on aging susceptibility changes depending on the test temperature.
  • The lack of a clear trend in the effects of gradation upon aging of HMAs motivates the development of future studies to continue deepening this discussion.

Author Contributions

Conceptualization, H.A.R.-Q., C.A.Z.-M. and S.B.C.-P.; methodology, H.A.R.-Q. and C.A.Z.-M.; validation and formal analysis, S.B.C.-P.; H.A.R.-Q. and C.A.Z.-M.; resources, S.B.C.-P., H.A.R.-Q. and C.A.Z.-M.; writing—original draft preparation, H.A.R.-Q. and C.A.Z.-M.; writing—review and editing, S.B.C.-P. and H.A.R.-Q.; funding acquisition, S.B.C.-P. 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.

Acknowledgments

In the case of the author Saieth Baudilio Chaves-Pabón it is mentioned that it is a product of his academic work as a professor at the Universidad Militar Nueva Granada. We thank the participating institutions (Universidad Militar Nueva Granada and Universidad Distrital Francisco José de Caldas) for the support granted to researchers.

Conflicts of Interest

The authors declare no conflict of interest.

Abbreviations

ACAsphalt cement
AVAir void content
CICantabro index
CLCantabro loss
CTCompaction temperature
FFlow
HMAHot-mix asphalt
ITSIndirect tensile strength
ITSCIndirect tensile strength, conditioned
ITSUIndirect tensile strength, unconditioned
LMSLarge molecular size
LTOALong-term oven aging
LVDTLinear variable differential transformer
MTMix temperature
NATNottingham asphalt tester
NfNumber of load cycles to failure
OACOptimal asphalt content
PAVPressure aging vessel
RMResilient modulus
RTFOTRolling thin film oven test
SStability
STOAShort-term oven aging
TDCTop–down type cracking
TSRTensile strength ratio
VFAVoids filled with asphalt
VMAVoids in the mineral aggregate

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Buildings 11 00632 g001 550
Figure 1. Viscosity curves of unaged AC 60/70 (control) and mixes subjected to aging in RTFOT and RTFOT + PAV.
Figure 1. Viscosity curves of unaged AC 60/70 (control) and mixes subjected to aging in RTFOT and RTFOT + PAV.
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Buildings 11 00632 g002 550
Figure 2. Particle size distribution curves (gradations) of HMAs.
Figure 2. Particle size distribution curves (gradations) of HMAs.
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Buildings 11 00632 g003 550
Figure 3. Relationship of ITSU values of control mixes and mixes conditioned in STOA and LTOA.
Figure 3. Relationship of ITSU values of control mixes and mixes conditioned in STOA and LTOA.
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Buildings 11 00632 g004 550
Figure 4. Resilient modulus at (a) 10 °C, (b) 20 °C, and (c) 30 °C.
Figure 4. Resilient modulus at (a) 10 °C, (b) 20 °C, and (c) 30 °C.
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Buildings 11 00632 g005 550
Figure 5. RMSTOA/RMControl ratio at (a) 10 °C, (b) 20 °C, and (c) 30 °C.
Figure 5. RMSTOA/RMControl ratio at (a) 10 °C, (b) 20 °C, and (c) 30 °C.
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Buildings 11 00632 g006a 550Buildings 11 00632 g006b 550
Figure 6. RMLTOA/RMControl ratio at (a) 10 °C, (b) 20 °C, and (c) 30 °C.
Figure 6. RMLTOA/RMControl ratio at (a) 10 °C, (b) 20 °C, and (c) 30 °C.
Buildings 11 00632 g006aBuildings 11 00632 g006b
Buildings 11 00632 g007 550
Figure 7. Displacement vs. number of load cycles.
Figure 7. Displacement vs. number of load cycles.
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Buildings 11 00632 g008 550
Figure 8. Fatigue test results.
Figure 8. Fatigue test results.
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Buildings 11 00632 g009 550
Figure 9. σ6 of control mixes, STOA and LTOA.
Figure 9. σ6 of control mixes, STOA and LTOA.
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Buildings 11 00632 g010 550
Figure 10. CL ratio of control mixes, STOA, and LTOA. Summary of results.
Figure 10. CL ratio of control mixes, STOA, and LTOA. Summary of results.
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Table
Table 1. Marshall test results.
Table 1. Marshall test results.
MixtureAC (%)AV (%)VMA (%)VFA (%)S (kN)F (mm)S/F (kN/mm)
HMA-10
Control5.84.5117.5276.3210.143.862.63
STOA4.8718.2273.2911.193.782.96
LTOA5.1218.3872.1511.362.983.82
HMA-19
Control5.33.6615.8376.8912.443.703.36
STOA4.5616.9973.1612.913.523.67
LTOA4.6417.0072.7413.593.423.98
HMA-25
Control4.56.3316.9362.6411.193.782.96
STOA6.6817.2161.2311.623.373.45
LTOA6.6917.1861.0712.383.263.80
Table
Table 2. ITS test results.
Table 2. ITS test results.
MixtureAC (%)AV (%)ITSU (kPa)ITSC (kPa)TSR (%)
HMA-10
Control5.84.221010.7897.888.8
STOA4.771075.5921.485.7
LTOA4.951153.8957.283.0
HMA-19
Control5.33.821125.21073.195.4
STOA4.461201.71078.489.7
LTOA4.651296.61101.084.9
HMA-25
Control4.56.021099.6982.389.3
STOA6.291122.1989.088.1
LTOA6.451224.91029.084.0
Table
Table 3. RM aging susceptibility ratios.
Table 3. RM aging susceptibility ratios.
RMSTOA/RMControlRMLTOA/RMControlRMLTOA/RMSTOA
10 °C20 °C30 °C10 °C20 °C30 °C10 °C20 °C30 °C
HMA-10
1.188 ± 0.0211.280 ± 0.0321.310 ± 0.0101.318 ± 0.0501.410 ± 0.0591.658 ± 0.0321.110 ± 0.0241.101 ± 0.0191.266 ± 0.016
HMA-19
1.117 ± 0.019 1.249 ± 0.0581.373 ± 0.0921.267 ± 0.0541.507 ± 0.1021.788 ± 0.1831.134 ± 0.0311.205 ± 0.0271.300 ± 0.048
HMA-25
1.092 ± 0.0181.161 ± 0.0161.371 ± 0.0791.156 ± 0.0301.334 ± 0.0771.906 ± 0.1651.058 ± 0.0161.149 ± 0.0501.388 ± 0.045
Table
Table 4. Ratio between Nf of control mixes, STOA and LTOA.
Table 4. Ratio between Nf of control mixes, STOA and LTOA.
MixtureNfSTOA/NfControlNfLTOA/NfControlNfLTOA/NfSTOA
HMA-101.257 ± 0.0451.469 ± 0.0601.168 ± 0.006
HMA-191.415 ± 0.048 1.781 ± 0.0381.261 ± 0.070
HMA-251.461 ± 0.1171.949 ± 0.1041.337 ± 0.036
Table
Table 5. Cantabro test results.
Table 5. Cantabro test results.
MixtureAC (%)AV (%)CL (%)CI (%/Cycles, in Thousands)
100 Cycles300 Cycles500 Cycles
HMA-10
Control5.84.312.063.154.455.975
STOA4.702.734.615.978.100
LTOA5.023.365.126.918.875
HMA-19
Control5.34.122.203.274.876.675
STOA4.712.554.235.607.625
LTOA4.953.294.776.528.075
HMA-25
Control4.56.103.104.425.896.975
STOA6.343.445.166.778.325
LTOA6.523.865.557.489.050
Table
Table 6. Summary of aging susceptibility ratios of HMA mixes.
Table 6. Summary of aging susceptibility ratios of HMA mixes.
ParameterSTOALTOA
GreaterLessGreaterLess
S/FHMA-25HMA-19HMA-10HMA-19
ITSUHMA-19HMA-10HAM-19HMA-10
RM (10 °C)HMA-10HMA-25HMA-10HMA-25
RM (20 °C)HMA-10HMA-25HMA-19HMA-25
RM (30 °C)HMA-19 and HMA-25HMA-10HMA-25HMA-10
Δ3600HMA-10 y HMA-19HMA-25HMA-10HMA-25
Nf (fatigue)HMA-25HMA-10HMA-25HMA-10
CLHMA-10HMA-25HMA-10HMA-25
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Chaves-Pabón, S.B.; Rondón-Quintana, H.A.; Zafra-Mejía, C.A. Influence of Gradation on the Mechanical Properties of Aged Hot-Mix Asphalts. Buildings 2021, 11, 632. https://doi.org/10.3390/buildings11120632

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Chaves-Pabón SB, Rondón-Quintana HA, Zafra-Mejía CA. Influence of Gradation on the Mechanical Properties of Aged Hot-Mix Asphalts. Buildings. 2021; 11(12):632. https://doi.org/10.3390/buildings11120632

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Chaves-Pabón, Saieth Baudilio, Hugo Alexander Rondón-Quintana, and Carlos Alfonso Zafra-Mejía. 2021. "Influence of Gradation on the Mechanical Properties of Aged Hot-Mix Asphalts" Buildings 11, no. 12: 632. https://doi.org/10.3390/buildings11120632

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