Comparison of Asphalt Mixtures Designed Using the Marshall and Improved GTM Methods

+eMarshall method is today considered the standardmethod of asphalt mixture design for practical engineering applications. By using this method, engineering designers reap the benefits of its easy implementation and inexpensive equipment requirements. However, the Marshall method also has shortcomings and limitations, such as the difficulty in simulating the actual working conditions of a road under heavy load.+erefore, it is desirable to develop alternative methods for designing asphalt mixtures that can simulate the actual conditions under which the road will be used and so enable technically superior road construction. +e emergence of the gyratory testing machine (GTM) method represents a new direction in asphalt mixture design that could plan more effectively for heavy loads in a hot and humid environment. In this paper, the two design methods are compared on the basis of the oil-stone ratio, high-temperature stability, water stability, and rutting resistance of the mixes they recommend. We put forward an improved GTM method suitable for the high temperatures and heavy traffic in Guangdong Province. +is work provides a foundation for the large-scale popularization and application of the GTM method.


Introduction
e premature destruction of asphalt pavement in highgrade Chinese highways mainly occurs through the formation of grooves, oil pan, and water damage.Studies have shown that these early failure phenomena are attributable to a high asphalt content, the low density of the mixture, the degree of compaction, high porosity, or poor gradation [1][2][3][4].At present, the most commonly used asphalt mixture design methods are the Marshall method, the Wim method, the superpave volume method, and the gyratory testing machine (GTM) method.e formation process with the GTM method simulates the actual conditions experienced by the road, enabling the design of an asphalt mixture with good antirutting performance.Due to this major advantage, GTM is gaining increasing attention in national road engineering circles [5][6][7][8][9][10].
At present, asphalt mixtures designed using the Marshall method cannot control the density of the final specimen formed, which means that the porosity cannot be adequately controlled.In theory, GTM design takes the final density of the pavement mixture as a design constraint. is significantly remedies some of the flaws inherent in the Marshall design method.e early GTM design method was mainly aimed at preventing the deformation of the rut and did not pay special attention to the durability, aging resistance, and fatigue resistance of the pavement structure.And the GTM method has not proposed a special method for the selection of aggregate gradation; hence, only the traditional grading specifications and determining methods were used (used in the Marshall design method).In addition, it is still controversial for how to use GSI and GSF indicators to determine the best asphalt ratio of asphalt mixtures.erefore, the early GTM design method is necessary to be improved.
e density of a GTM-designed asphalt mixture at equilibrium is determined by instrumental parameters such as the machine angle, vertical pressure, and test temperature.However, it can be challenging to determine the optimal oil-stone ratio for the GTM method due to a lack of consensus as to the appropriate gyratory stability index (GSI), with some scholars advocating for using a GSI of 1, and others, a GSI of 1.03.Additionally, the performance of mixtures designed using the GTM method is not demonstrably superior, indicating that the method still needs improvement.

A Comparative Analysis of the Improved
GTM and Marshall Methods  [11] (Table 1).e coarse aggregate is granite gravel produced by Qingyuan (stone specifications: 11-22 mm, 11-16 mm, 6-11 mm, and 3-6 mm), and fine aggregates are granite produced by Qingyuan.e filler is ground limestone produced by Conghua, and the antistripping agent is a cement produced in Pingtang Town.Its technical indicators are in accordance with the requirements of current Chinese regulations [11] (Table 2).To minimize variability in the test data, the aggregates were washed and sieved and then backmatched.

Selection of Mineral Aggregate
Gradations.GTM rotary compaction and Marshall compaction tests were carried out on four kinds of AC-16-type asphalt mixtures commonly used in Guangdong Province.e high-temperature stability and water stability of the mixes produced using the two methods were compared and analyzed.e gradations of the mineral aggregate tested are listed in Table 3. e best oil-stone ratios for each gradation were determined by plotting the data and are shown in Table 4.Both light and heavy traffic were considered in determining the optimum oil-stone ratio, for which design porosities of 4.0% and 5.0%, respectively, were adopted.

Determination of the
Table 4 indicates the following: (1) e characteristics of gradations 1 and 2 are very similar to each other and are consistent with past experience; gradations 3 and 4 also show very similar characteristics to each other but differ significantly from 1 and 2. It is necessary to use a higher proportion of asphalt to achieve the same porosity for gradations 3 and 4. (2) e VMA (voids in mineral aggregate, calculated by theoretical maximum relative) with the best oil-stone ratio for gradations 1 and 2 does not meet the requirements of the specification [11].To meet the requirements, the porosity would need to be reduced to 3.5%, significantly increasing the amount of asphalt required.(3) New technical specifications for asphalt pavement construction have recently been published [11].
Because the absorbency of asphalt is taken into account in the calculation of mineral aggregate porosity, the calculated VMA is ∼1-2% lower than that with the previous method.is has rendered it the most difficult requirement to meet in gradation design.For the materials used in this case, the composition of gradations 1 and 2 should be adjusted according to the actual materials that would be used.Adjusting the size of the gradation is the simplest way to make the indicators of the Marshall test meet the requirements.(4) When designing for heavy traffic, the best oil-stone ratio of AC-16 asphalt was reduced by 0.3-0.5%.However, only the porosity and not the saturation and mineral aggregate gap met the requirements [12].

Improved Optimal Design of the Oil-Stone Ratio
Using the GTM Method.In the GTM test, each asphalt mixture was molded according to ASTM D3387.e rotation parameters were set to a vertical pressure of 0.7 MPa and a machine angle of 0.8 °(oil pressure gauge); the specimen model was controlled as a limit equilibrium.e sample diameter was set at 101.6 mm and the mold temperature at 60 °C, and the initial temperature of compaction was 140-150 °C.e test results are shown in Figures 1-6.
Figures 1-6 indicate that the gyratory shear factor (GSF) of the asphalt mixtures tested is greater than 1.3 and the rotation stability coefficient, GSI, is less than 1.05.It is not, however, possible to meet the requirements of the design [11] (Table 5) using either the initial GTM design method (when the gyratory stability index, GSI, is close to 1.0, the corresponding amount of asphalt is the maximum amount of asphalt in the mixture, and when the GSF of the mixture is greater than 1.0, the mixture density reaches the maximum value) or the results of relevant research (GSI � 1.05, oilstone ratio for GSF >1.3) as the best asphalt mix dosage standards.
It is therefore necessary to find an alternative method for determining the optimum amount of asphalt for the GTM mixture.We have devised an improved GTM asphalt mixture design methodology for selecting the best oil-stone ratio, as follows: (1) As in Figures 1-6, data are plotted using the oil-stone ratio or weight of asphalt as the abscissa and the volume index and mechanical indicators of the GTM specimens on the vertical axis.A smooth curve is plotted to fit the results.(2) Firstly, the asphalt dosage range OAC min -OAC max (OAC � optimum asphalt content) that would meet the technical standards for GTM design of an asphalt 2 Advances in Materials Science and Engineering Advances in Materials Science and Engineering mixture (Table 5) is determined.e selected range of bitumen usage must cover the full range of porosity.Furthermore, it should cover as much of the range in the asphalt saturation requirements as possible and produce a peaked GSF curve.If the full range of design porosity is not covered, the test must be repeated.
(3) e maximum density, a 1 , the maximum shear safety factor GSF, a 2 , the target void fraction (or median), a 3 , and the asphalt dosage, a 4 , in the asphalt saturation range are taken from the curves.If the range of asphalt used in the test fails to cover the required range of asphalt saturation, the average value of a 1 , a 2 , and a 3 is taken as OAC 1 .If the GSF or the density     4 Advances in Materials Science and Engineering does not reach a peak value, we take the goal porosity corresponding to bitumen quantity a 3 as OAC 1 .OAC 1 must be in the range OAC min -OAC max , or else the design should be remixed.( 4) e median value of OAC min -OAC max with indicators in line with technical standards (excluding VMA) is used for OAC 2 .(5) e median of OAC 1 and OAC 2 is used as the best asphalt OAC. ( 6) On the basis of the optimum amount of asphalt, we determine the voidage and check whether the VMA meets the technical requirements.
Applying this improved GTM design methodology to the experimental results shown in Figures 1-6, we determined the best oil-stone ratio for each gradation (Table 6).

Contrastive Analysis of the Two Design Methods
(1) For an asphalt mixture with the same proportions, the GTM specimen density was 1.52-3.36%higher than that from the Marshall method (Table 7).e percentage density increase varies with gradation and also differs for different oil-stone ratios at the same gradation level.e density decreases with an increase in the asphalt content.(2) Changes in the density, porosity, and mineral void ratio of GTM specimens with a change in the oilstone ratio are similar to those observed with the Marshall method.When the oil-stone ratio is identical, the porosity and mineral aggregate clearance rate in asphalt concrete designed by GTM are much lower than in that designed with the Marshall method.is is advantageous for the stability and durability of the road.(3) With a change in the oil-stone ratio, the change in GTM GSF is similar to that of Marshall, and there is a peak or abrupt change point.e GSF can be used as an indicator of shear strength.It can also be used to evaluate the sensitivity of gradation shear strength to variation in the mass ratio.When the GSF for asphalt changes slowly, it can be considered that the shear strength is less sensitive to the amount of asphalt.Asphalt has better high-temperature performance when the GSF for asphalt changes slowly.(4) e asphalt content that would be selected on the basis of the Marshall method is higher than the maximum quantity determined with the GTM method at 0.7 MPa pressure.is may lead to rutting and the emergence of oil pan.Even when using the heavy traffic standard in the Marshall method, this problem is not fundamentally resolved.Additionally, the increased porosity would lead to poor water stability, and the degree of compaction would need to be increased to 99%.

Performance Test of an Antirutting Asphalt
Mixture Designed with the GTM Method 3.1.High-Temperature Stability.To evaluate the hightemperature stability of the asphalt concrete, a rutting test was performed, applying JTJ052-2000 regulations [13].Specimens measuring 300 mm × 300 mm × 50 mm and with 100% compaction were used.e density of the Marshall and GTM specimens were used as the standard density.e test results are shown in Table 8.Table 7 indicates the following: (1) e dynamic stability of different gradations does not increase monotonously with an increase in coarse aggregate content [2,14]; indeed, extremely high gradation may have a negative impact on hightemperature stability.When using the heavy traffic variation of the Marshall method, the dynamic stability of the rutting test improves [15][16][17].(2) A mixture designed using GTM shows better dynamic stability than the one designed using Marshall and in some cases meets the requirements of a modified asphalt mixture.In addition, GTMdesigned mixtures show lower relative deformation than Marshall-designed mixtures.(3) Asphalt mixtures of the same grade may have different high-temperature properties under the two methods.Of the four selected AC-16 mixes, gradation 4's high-temperature performance was the worst under the Marshall method but the best with GTM.

Water Stability.
For evaluating the water stability of asphalt mixtures, the Lottman freeze-thaw splitting method currently shows the best correlation with the behavior of actual road surfaces [11,18].erefore, GTM and Marshall mixtures were tested for water stability using this method.e results of this analysis indicate the following: (1) e splitting strength indicates that a mixture designed using the GTM method is significantly more resilient than the one designed using the Marshall method: the splitting strength of AC16 was Advances in Materials Science and Engineering 24.6% higher before freezing and 31.1% higher after freezing.
(2) e freeze-thaw splitting residual strength ratio also indicates that a mixture designed using GTM is an improvement on the one designed using the Marshall method: it is, on average, 5.1% higher for AC16type mixtures.
In summary, because of the differences in oil-stone ratio and void ratio between the mixtures designed by the two methods, they have significantly different degrees of water stability.It is generally believed that the water stability of the asphalt mixture is better when the oil-stone ratio is higher or the asphalt film is thicker.

Conclusions
(1) For asphalt mixtures with the same proportions, the density of a GTM specimen is 1.52-3.57%higher than that of a Marshall specimen.e amount of density increase varies with gradation.For a given gradation, the density decreases with an increase in the oil-stone ratio.erefore, simply reducing the oil-stone ratio to adapt to heavy traffic conditions in the Marshall method has limited usefulness, as one cannot rely on a consistent relationship between the two variables to replicate the GTM method.(2) When using the different methods, asphalt mixtures with the same gradation may have completely different high-temperature performance.Especially for coarsely graded mixtures, special measures must be taken to prevent the selection of asphalt with poor high-temperature performance, such as an appropriate increase in porosity or the use of GTM design.(3) e GTM method simulates conditions in the field, and its design performance indices (final density, GSF, GSI, etc.) are directly linked to the mechanical

Figure 3 :Figure 4 :
Figure 3: Relation between AC-16 mineral material clearance rate and oil-stone ratio.

Figure 5 :
Figure 5: Relation between AC-16 shear safety factor and oil-stone ratio.

Table 4 :
Summary of the oil-stone ratios for asphalt mixtures selected using the Marshall method.

Table 2 :
Aggregate physical and mechanical indicators.

Table 5 :
Technical standards for an asphalt mixture designed by the GTM method (0.7 Mpa).

Table 6 :
Summary table of the optimal oil-stone ratio for selected asphalt mixtures according to the GTM method.