E ﬀ ect of Crumb Rubber, Epolene (EE-2), and Date Palm Ash as Modiﬁers on the Performance of Binders and Mixtures: A Sustainable Approach

: The only type of conventional bitumen (PG 64-10) available in the Kingdom of Saudi Arabia (KSA) does not meet the temperature requirements of most of the kingdom’s regions. Hence, the binder needs to be modiﬁed to improve the performance of ﬂexible pavements at high temperature and heavy tra ﬃ c loading. In order to meet the requirements of the Superpave Performance Grade (PG), crumb rubber (CR), epolene (EE-2), and date palm ash (DPA) were used as asphalt additives in di ﬀ erent percentages (4%, 8%, 12%, and 16% by weight of bitumen). Viscosity and rheological tests as well as stability and indirect tensile tests were performed on binders and asphalt mixtures. The binders modiﬁed with CR, EE-2, and DPA showed improved rheological and performance properties as compared to conventional binder. Similarly, the PG of conventional asphalt was upgraded with the addition of di ﬀ erent percentages of the modiﬁers. Furthermore, this study also aimed to help the environment by minimizing and recycling wastes in road construction processes to achieve sustainability.


Introduction
Waste production is increasing significantly in the Kingdom of Saudi Arabia (KSA) due to the increasing population and rapid urbanization. Currently, recycling waste processes are very limited, resulting in all of it being disposed of in landfills, automatically affecting human health and the living environment. A simple solution and the most practical way of recycling is to utilize it in the construction of flexible pavements. In the KSA, flexible pavements show distress during the initial period of service due to the heavy vehicular loading and severely high temperature in the summer. The reason behind the utilization of conventional PG 64-10 bitumen (which does not satisfy the performance requirements at high temperature in most of the Kingdom's regions) is because the required high-performance grade (PG) in most of the Kingdom is PG 70 and above [1]. Utilizing conventional bitumen without ation, shown in Figure 2, were used in this study. The physical properties of bitumen and aggrega given in Tables 1 and 2, respectively.    Sustainability 2019, 11, x FOR PEER REVIEW 3 of 13 gradation, shown in Figure 2, were used in this study. The physical properties of bitumen and aggregates are given in Tables 1 and 2, respectively.

Sample Preparation
The performance grade of the base bitumen was investigated using Superpave's binder testing methods as per the ASTM standards [22][23][24][25]. Different percentages (i.e., 4%, 8%, 12%, and 16%) of CR, EE-2, and DPA were blended with base bitumen for 20 minutes using high-shear laboratory mixers at a speed of 1000 rpm. The speed and time of the mixer were taken based on optimizing G*/Sinδ (taken from our previous research) [3]. Then, a sufficient quantity of each binder was prepared and stored for further testing.
Similarly, asphalt mixtures were also prepared for the determination of the optimum bitumen content (OBC) and for the modified mixtures. The aggregate and bitumen were heated and mixed together according to the ASTM D6926 procedure [26]. All samples were compacted with 75 blows on each face using the auto marshal compactor. Density, voids analysis, and marshal stability tests were performed to determine the optimum bitumen content [27]. All tests on the binders and mixtures were conducted in triplicate to assess their variability.

Viscosity Test
The viscosity of controlled and modified bitumen was determined by using a rotational viscometer (RV). Viscosity is a binder flow characteristic and it has an impact on the workability of mixing which is the ability of the asphalt binder mix to be handled and pumped at a hot mix facility. The viscosity is also used to develop a temperature viscosity chart to estimate and analyze the mixing and compaction temperature to produce and provide the best quality of mix design [28]. The viscosity of the conventional bitumen and modified bitumen was determined at a temperature of 135 • C and a spindle speed of 20 rpm [29]. Viscosity should not exceed 3 Pa.s because above this value more energy is consumed in mixing and compaction according to Superpave's specifications [30].

Dynamic Shear Rheometer Tests
Dynamic shear rheometer (DSR) tests were used to determine the visco-elastic properties of the binders, in which a thin binder sample was sandwiched between the upper and lower plates. The asphalt binders were capable of being tested at various ranges of frequency and temperature to simulate the real field conditions of pavement. The conventional as well as the modified binders were tested using a single oscillatory frequency of 1.59 Hz and at temperatures of 52, 58, 64, 70, 76, and 82 • C. It was also used to determine the Superpave PG of the conventional and modified binders in accordance with the ASTM D6373 standards.

Performance Tests on Marshal Samples
The Marshall stability test was used to investigate the performance properties of the asphalt mixture specimens. The stability test was also used to determine the OBC in combination with specific gravity and voids analyses. Additionally, Marshall stability and Marshall flow are characteristics of asphalt mixtures determined from the Marshall stability apparatus. Stability is the resistance of compacted specimens against maximum vertical load, and flow is the deformation of specimens. Similarly, retained stability or aggregate adhesion with bitumen in an asphalt mix indicates the stability of a mix when exposed to water/moisture. If the materials have a high void content, the risk of stripping will be elevated which can cause the loss of aggregate-binder adhesion in the mix and disintegration of the surfacing. The Marshall samples were conditioned by keeping them in a water bath at 60 • C for 24 h and then tested in the Marshal stability apparatus. The retained stability was then obtained by following Equation (1): the recommended value of the retained stability should not be less than 75% as per the specifications of the Marshall method. Furthermore, the Marshall-prepared samples were tested in the Marshal stability tester using an indirect tensile jig as per ASTM D6931. The height and diameter of each sample before testing were measured in accordance with ASTM D3549. The specimens were placed in a water bath for a minimum of 30 min at 25 • C. After conditioning, the sample was placed in between the parallel loading strips. The vertical compressive load was applied at a rate of 50 ± 5 mm/min and the maximum load was recorded. Equation (2) was used to estimate the indirect tensile strength value [31]: where ITS = indirect tensile strength (KN/mm 2 ); P = maximum vertical compressive load (KN); h = height of the sample (mm), and D = diameter of the sample (mm).

Results and Discussion
The following sections describe the results obtained from various performance tests on the controlled and modified binders as well as on the asphalt mixture specimens. Figure 3 depicts that the viscosity values of the binders, each modified with 4%, 8%, 12%, and 16% of CR, EE-2, and DPA. They were all below the threshold value of the Strategic Highway Research Program (SHRP) standards, except for the 16% CR-modified bitumen. For EE-2 and DPA, it is clear from Figure 3 that the binders with 4%, 8%, and 12% of the additives succeeded in slightly reducing the viscosity of the control mix, providing better workability and less consumption of energy during the mixing process. On the other hand, the use of 16% EE-2 and DPA in the binders slightly increased the viscosity of the control mix compared to the original bitumen, but it was still within the limit of SHRP standards (i.e., viscosity shall be ≤ 3.0 Pa.s). The binder replacements with DPA and EE-2 exhibited very similar viscosity behavior. However, a substantial increase in viscosity was witnessed for bitumen modified with 16% CR which increased beyond the target and, hence, was not feasible for use due to the reduced workability and the need for more energy during the mixing process.

Elasticity of Modified Bitumen (CR, EE-2, and DPA)
Due to asphalt's visco-elastic nature, asphalt actions depend on the temperature rates and high loading times. The effectiveness of the temperatures and loading times were evaluated using a DSR device. Figures 4a, 5a and 6a show the relationship between the temperature and the complex modulus which indicates the binder resistance to deformation. In Figure 6a, the complex modulus for 4% EE-modified bitumen shows an increase and decrease at 60 °C to 66 °C, and this may be due to the development of polymer networks [32]. Figures 4b, 5b, and 6b show the relationship between the temperature and phase angle which indicates the binder's elasticity behavior. Figures 4-6 depict improvements in the complex modulus as well as the decrease in the phase angle with an increase in the percentage of modifier at all test temperatures (46, 52, 58, 64, 70, and 82 °C). Hence, this improvement in the complex modulus and decrease in the phase angle gives better resistance against deformation compared to the control binder (CB). A new parameter, Glover-Rowe analysis from the frequency sweep data, can be used to predict pavement distress [33]. This parameter is more effective in predicting the low temperature and fatigue performance of the binders [33,34].  Phase Angle (º)

Elasticity of Modified Bitumen (CR, EE-2, and DPA)
Due to asphalt's visco-elastic nature, asphalt actions depend on the temperature rates and high loading times. The effectiveness of the temperatures and loading times were evaluated using a DSR device. Figures 4a, 5a and 6a show the relationship between the temperature and the complex modulus which indicates the binder resistance to deformation. In Figure 6a, the complex modulus for 4% EE-modified bitumen shows an increase and decrease at 60 • C to 66 • C, and this may be due to the development of polymer networks [32]. Figures 4b, 5b and 6b show the relationship between the temperature and phase angle which indicates the binder's elasticity behavior. Figures 4-6 depict improvements in the complex modulus as well as the decrease in the phase angle with an increase in the percentage of modifier at all test temperatures (46, 52, 58, 64, 70, and 82 • C). Hence, this improvement in the complex modulus and decrease in the phase angle gives better resistance against deformation compared to the control binder (CB). A new parameter, Glover-Rowe analysis from the frequency sweep data, can be used to predict pavement distress [33]. This parameter is more effective in predicting the low temperature and fatigue performance of the binders [33,34].

Elasticity of Modified Bitumen (CR, EE-2, and DPA)
Due to asphalt's visco-elastic nature, asphalt actions depend on the temperature rates and high loading times. The effectiveness of the temperatures and loading times were evaluated using a DSR device. Figures 4a, 5a and 6a show the relationship between the temperature and the complex modulus which indicates the binder resistance to deformation. In Figure 6a, the complex modulus for 4% EE-modified bitumen shows an increase and decrease at 60 °C to 66 °C, and this may be due to the development of polymer networks [32]. Figures 4b, 5b, and 6b show the relationship between the temperature and phase angle which indicates the binder's elasticity behavior. Figures 4-6 depict improvements in the complex modulus as well as the decrease in the phase angle with an increase in the percentage of modifier at all test temperatures (46, 52, 58, 64, 70, and 82 °C). Hence, this improvement in the complex modulus and decrease in the phase angle gives better resistance against deformation compared to the control binder (CB). A new parameter, Glover-Rowe analysis from the frequency sweep data, can be used to predict pavement distress [33]. This parameter is more effective in predicting the low temperature and fatigue performance of the binders [33,34].

Rutting Resistance of Modified Bitumen (CR, EE-2, and DPA)
According to Superpave's standards, asphalt fails due to the presence of rutting if the rutting parameter G*/Sinδ drops below 1 KPa [30]. The rutting parameter can be obtained from DSR tests (G*& δ). Hence, to improve the rutting resistance in asphalt, G*/Sinδ should be improved, especially in high temperature zones. Figures 6-8 show the effect of temperature on the rutting parameters of ordinary and modified binders. This predicts the performance grade for each binder where the binder fails due to the presence of rutting at temperature for which G*/Sinδ decreases below 1 KPa. Figures 7-9 show that the original (controlled) and modified binders met the requirements of Superpave at (64 °C and below). However, the controlled binder did not meet the minimum requirements of Superpave at 70 °C unlike the binder modified with CR, EE-2, and DPA which did meet the requirements of Superpave at 70 °C. In fact, binders modified with 8%, 12%, and 16 of CR and EE-2 met the Superpave requirements at 82 °C as well. The binders modified with 8% and 12% DPA met the Superpave requirements at 76 °C, and 16% DPA reached the requirements of Superpave at 82 °C.

Rutting Resistance of Modified Bitumen (CR, EE-2, and DPA)
According to Superpave's standards, asphalt fails due to the presence of rutting if the rutting parameter G*/Sinδ drops below 1 KPa [30]. The rutting parameter can be obtained from DSR tests (G*& δ). Hence, to improve the rutting resistance in asphalt, G*/Sinδ should be improved, especially in high temperature zones. Figures 6-8 show the effect of temperature on the rutting parameters of ordinary and modified binders. This predicts the performance grade for each binder where the binder fails due to the presence of rutting at temperature for which G*/Sinδ decreases below 1 KPa. Figures 7-9 show that the original (controlled) and modified binders met the requirements of Superpave at (64 °C and below). However, the controlled binder did not meet the minimum requirements of Superpave at 70 °C unlike the binder modified with CR, EE-2, and DPA which did meet the requirements of Superpave at 70 °C. In fact, binders modified with 8%, 12%, and 16 of CR and EE-2 met the Superpave requirements at 82 °C as well. The binders modified with 8% and 12% DPA met the Superpave requirements at 76 °C, and 16% DPA reached the requirements of Superpave at 82 °C.  According to Superpave's standards, asphalt fails due to the presence of rutting if the rutting parameter G*/Sinδ drops below 1 KPa [30]. The rutting parameter can be obtained from DSR tests (G*& δ). Hence, to improve the rutting resistance in asphalt, G*/Sinδ should be improved, especially in high temperature zones. Figures 6-8 show the effect of temperature on the rutting parameters of ordinary and modified binders. This predicts the performance grade for each binder where the binder fails due to the presence of rutting at temperature for which G*/Sinδ decreases below 1 KPa. Figures 7-9 show that the original (controlled) and modified binders met the requirements of Superpave at (64 • C and below). However, the controlled binder did not meet the minimum requirements of Superpave at 70 • C unlike the binder modified with CR, EE-2, and DPA which did meet the requirements of Superpave at 70 • C. In fact, binders modified with 8%, 12%, and 16 of CR and EE-2 met the Superpave requirements at 82 • C as well. The binders modified with 8% and 12% DPA met the Superpave requirements at 76 • C, and 16% DPA reached the requirements of Superpave at 82 • C.

Marshall Stability and Flow
The test was done following ASTM D6927. Figure 10 shows and illustrates the Marshall stability and flow values that corresponded to different percentages of CR, EE-2, and DPA. It is worth mentioning that the stability of all modified mixtures was higher than the control samples. Both EE-2 and DPA showed quite similar trends in increasing the stability value to 12% and then experiencing a drop in stability at 16%. However, the CR-modified samples showed a continuous increase in stability for all samples. Furthermore, 12% DPA-modified mixtures exhibited the highest values for stability as compared to all other modifiers at the same percentage. The drop in stability beyond the

Marshall Stability and Flow
The test was done following ASTM D6927. Figure 10 shows and illustrates the Marshall stability and flow values that corresponded to different percentages of CR, EE-2, and DPA. It is worth mentioning that the stability of all modified mixtures was higher than the control samples. Both EE-2 and DPA showed quite similar trends in increasing the stability value to 12% and then experiencing a drop in stability at 16%. However, the CR-modified samples showed a continuous increase in stability for all samples. Furthermore, 12% DPA-modified mixtures exhibited the highest values for stability as compared to all other modifiers at the same percentage. The drop in stability beyond the

Marshall Stability and Flow
The test was done following ASTM D6927. Figure 10 shows and illustrates the Marshall stability and flow values that corresponded to different percentages of CR, EE-2, and DPA. It is worth mentioning that the stability of all modified mixtures was higher than the control samples. Both EE-2 and DPA showed quite similar trends in increasing the stability value to 12% and then experiencing a drop in stability at 16%. However, the CR-modified samples showed a continuous increase in stability for all samples. Furthermore, 12% DPA-modified mixtures exhibited the highest values for stability as compared to all other modifiers at the same percentage. The drop in stability beyond the 12% addition may be due to the excess amount of modifier resulting in the fact that the mix was not able to mix with the aggregate properly. Therefore, the optimum percentage of modifiers (CR, EE2, and DPA) was selected to be 12%. Figure 10 illustrates that the Marshall flow value for CR-modified bitumen decreases with the increase in percentage of CR. In the case of EE-2-modified mixtures, the flow value showed a reduction for 8% and 12% EE-2 and then a slight increase for 16% EE-2.

Marshall Stability and Flow
The test was done following ASTM D6927. Figure 10 shows and illustrates the Marshall stability and flow values that corresponded to different percentages of CR, EE-2, and DPA. It is worth mentioning that the stability of all modified mixtures was higher than the control samples. Both EE-2 and DPA showed quite similar trends in increasing the stability value to 12% and then experiencing a drop in stability at 16%. However, the CR-modified samples showed a continuous increase in stability for all samples. Furthermore, 12% DPA-modified mixtures exhibited the highest values for stability as compared to all other modifiers at the same percentage. The drop in stability beyond the 12% addition may be due to the excess amount of modifier resulting in the fact that the mix was not able to mix with the aggregate properly. Therefore, the optimum percentage of modifiers (CR, EE2, and DPA) Sustainability 2019, 11, 6484 9 of 13 was selected to be 12%. Figure 10 illustrates that the Marshall flow value for CR-modified bitumen decreases with the increase in percentage of CR. In the case of EE-2-modified mixtures, the flow value showed a reduction for 8% and 12% EE-2 and then a slight increase for 16% EE-2. Furthermore, a different behavior was noticed in DPA-modified mixtures, and it can be seen from Figure 9 that the flow value for the DPA-modified mixtures first increased for 8%, decreased for 12%, and then again increased for 16%. Furthermore, a different behavior was noticed in DPA-modified mixtures, and it can be seen from Figure 9 that the flow value for the DPA-modified mixtures first increased for 8%, decreased for 12%, and then again increased for 16%.

Marshall Quotient
The Marshall quotient is the property which indicates the resistance against the deformation of an asphalt mixture, and it is calculated by dividing the Marshal stability by the flow value. A greater marshal quotient value represents its improved resistance against rutting [35,36]. From Figure 11, the highest Marshall quotient for EE2 and DPA was observed at 12%, and CR had the highest among all the binders which was at 16%. Since 16% CR does not satisfy the viscosity requirement, more energy will be required for mixing and the workability will also be affected. Therefore, it can be concluded that 12% binder replacement with CR, EE-2, and DPA can contribute to the resistance of mixtures against pavement deformation.

Retained Stability
It is clear from Figure 12 that the retained stability of all modified binders increased which indicates improvement in the binder adhesion with aggregates. Moreover, the control sample did not meet the minimum value for retained strength and, hence, stripping was likely to occur in the control samples. This is the major reason for premature failures of the surface layer due to the loss of the aggregate-bitumen bond following water infiltration. Furthermore, CR, EE-2, and DPA with a 12% dosage showed the optimum retained stability.

Marshall Quotient
The Marshall quotient is the property which indicates the resistance against the deformation of an asphalt mixture, and it is calculated by dividing the Marshal stability by the flow value. A greater marshal quotient value represents its improved resistance against rutting [35,36]. From Figure 11, the highest Marshall quotient for EE2 and DPA was observed at 12%, and CR had the highest among all the binders which was at 16%. Since 16% CR does not satisfy the viscosity requirement, more energy will be required for mixing and the workability will also be affected. Therefore, it can be concluded that 12% binder replacement with CR, EE-2, and DPA can contribute to the resistance of mixtures against pavement deformation. Furthermore, a different behavior was noticed in DPA-modified mixtures, and it can be seen from Figure 9 that the flow value for the DPA-modified mixtures first increased for 8%, decreased for 12%, and then again increased for 16%.

Marshall Quotient
The Marshall quotient is the property which indicates the resistance against the deformation of an asphalt mixture, and it is calculated by dividing the Marshal stability by the flow value. A greater marshal quotient value represents its improved resistance against rutting [35,36]. From Figure 11, the highest Marshall quotient for EE2 and DPA was observed at 12%, and CR had the highest among all the binders which was at 16%. Since 16% CR does not satisfy the viscosity requirement, more energy will be required for mixing and the workability will also be affected. Therefore, it can be concluded that 12% binder replacement with CR, EE-2, and DPA can contribute to the resistance of mixtures against pavement deformation.

Retained Stability
It is clear from Figure 12 that the retained stability of all modified binders increased which indicates improvement in the binder adhesion with aggregates. Moreover, the control sample did not meet the minimum value for retained strength and, hence, stripping was likely to occur in the control samples. This is the major reason for premature failures of the surface layer due to the loss of the aggregate-bitumen bond following water infiltration. Furthermore, CR, EE-2, and DPA with a 12% dosage showed the optimum retained stability.

Retained Stability
It is clear from Figure 12 that the retained stability of all modified binders increased which indicates improvement in the binder adhesion with aggregates. Moreover, the control sample did not meet the minimum value for retained strength and, hence, stripping was likely to occur in the control samples. This is the major reason for premature failures of the surface layer due to the loss of the aggregate-bitumen bond following water infiltration. Furthermore, CR, EE-2, and DPA with a 12% dosage showed the optimum retained stability.

Indirect Tensile Strength of Asphalt Mixtures
Based on the viscosity test, marshal stability, marshal quotient, and retain strength tests results, bitumen modified with 12% CR, EE-2, and DPA was considered to be the optimum dosage of the modifiers. Hence, only 12% CR, EE-2, and DPA were used to determine the indirect tensile values of the mixtures. Wen (2013) developed a new fatigue model to predict fatigue in pavement by using the fracture work density found during indirect tensile testing. It was also found that this model was effective in evaluating fatigue performance in the field; the fracture work is calculated by measuring the area under the curve of load versus displacement [37]. However, in the current study, only the maximum load was measured from IDT to evaluate the tensile strength of Marshal specimens.
It can be concluded from Figure 13, that the mixtures modified with 12% CR, EE-2, and DPA showed improved IDT strength as compared to the controlled samples. The highest tensile strength was achieved using a 12% CR-modified mixture, whereas 12% EE-2 and 12% DPA exhibited similar results to each other as confirmed below by the statistical analysis. Statistical analysis using a significance level of 0.05 (α = 0.05) was conducted to come to a conclusion regarding the 12% EE-2 and 12% DPA results. A t-test was conducted using triplicate results from the EE-2 and DPA mixtures as shown in Table 3.

Indirect Tensile Strength of Asphalt Mixtures
Based on the viscosity test, marshal stability, marshal quotient, and retain strength tests results, bitumen modified with 12% CR, EE-2, and DPA was considered to be the optimum dosage of the modifiers. Hence, only 12% CR, EE-2, and DPA were used to determine the indirect tensile values of the mixtures. Wen (2013) developed a new fatigue model to predict fatigue in pavement by using the fracture work density found during indirect tensile testing. It was also found that this model was effective in evaluating fatigue performance in the field; the fracture work is calculated by measuring the area under the curve of load versus displacement [37]. However, in the current study, only the maximum load was measured from IDT to evaluate the tensile strength of Marshal specimens.
It can be concluded from Figure 13, that the mixtures modified with 12% CR, EE-2, and DPA showed improved IDT strength as compared to the controlled samples. The highest tensile strength was achieved using a 12% CR-modified mixture, whereas 12% EE-2 and 12% DPA exhibited similar results to each other as confirmed below by the statistical analysis.

Indirect Tensile Strength of Asphalt Mixtures
Based on the viscosity test, marshal stability, marshal quotient, and retain strength tests results, bitumen modified with 12% CR, EE-2, and DPA was considered to be the optimum dosage of the modifiers. Hence, only 12% CR, EE-2, and DPA were used to determine the indirect tensile values of the mixtures. Wen (2013) developed a new fatigue model to predict fatigue in pavement by using the fracture work density found during indirect tensile testing. It was also found that this model was effective in evaluating fatigue performance in the field; the fracture work is calculated by measuring the area under the curve of load versus displacement [37]. However, in the current study, only the maximum load was measured from IDT to evaluate the tensile strength of Marshal specimens.
It can be concluded from Figure 13, that the mixtures modified with 12% CR, EE-2, and DPA showed improved IDT strength as compared to the controlled samples. The highest tensile strength was achieved using a 12% CR-modified mixture, whereas 12% EE-2 and 12% DPA exhibited similar results to each other as confirmed below by the statistical analysis. Statistical analysis using a significance level of 0.05 (α = 0.05) was conducted to come to a conclusion regarding the 12% EE-2 and 12% DPA results. A t-test was conducted using triplicate results from the EE-2 and DPA mixtures as shown in Table 3.  Figure 13. Indirect tensile tests for each modifier at 12% replacement by weight of bitumen. Statistical analysis using a significance level of 0.05 (α = 0.05) was conducted to come to a conclusion regarding the 12% EE-2 and 12% DPA results. A t-test was conducted using triplicate results from the EE-2 and DPA mixtures as shown in Table 3. It can be seen from the analysis that the p-values (both one tail and two tail) were greater than α. This indicates that there was weak evidence against the null hypothesis and, hence, the results for 12% EE-2 and 12% DPA were similar to each other.

Conclusions
Based on the above stated results and discussion, the following conclusions were derived: 1.
There was a slight reduction in the viscosity of the binder modified with 4%, 8%, and 12% EE-2 and DPA as compared to the base bitumen. This will result in better workability and lower energy consumption during the mixing process. Meanwhile, CR-modified bitumen results in an increase in the viscosity of the binder. However, the viscosity of binder modified with 4%, 8%, and 12% CR was still below the Superpave specifications (viscosity ≤ 3 Pa.s) and can be used as bitumen replacement up to 12% by weight of bitumen.

2.
The visco-elastic behavior of binder was significantly affected by the increase in the temperature and percentage of CR, EE-2, and DPA as a bitumen replacement. The modified binders showed improved elasticity, as compared to the base bitumen, due to the increase in complex modulus (G*) and the reduction in the phase angle values. Similarly, the increase in temperature caused a decline in the complex modulus because of the viscous behavior of bitumen.

3.
Binders modified with CR, EE-2, and DPA had significantly improved SHRP rutting parameters (G*/Sinδ) at high temperature. At a temperature of 70 • C, all modified binders met the minimum requirement for rutting resistance. However, 4% EE-2 and 4% DPA did not meet the minimum requirement at 76 • C. Furthermore, the high-temperature performance grade of base binder (PG64-10) improved to PG76 for 8%-16% CR, EE-2, and DPA. 4.

5.
The Marshall stability and Marshall quotient values showed improvement for mixtures modified with CR, EE-2, and DPA up to 12% and then a drastic reduction in the Marshal stability and Quotient values, except for CR. Hence, the mixtures modified with 12% CR, EE-2, and DPA showed maximum stability and Marshall quotient values and, hence, improved resistance against deformation. Despite having the highest Marshall stability and marshal quotient values, 16% CR was not feasible due the fact of its high viscosity values. 6.
The retained stability of mixtures modified with CR, EE-2, and DPA showed significant improvement as compared to the non-modified mixtures; this indicates that these mixtures were less susceptible to moisture and, hence, there was strong adhesion (bond) between the aggregate and modified binders. 7.
Similarly, the indirect tensile strength for the mixtures modified with 12% CR, EE-2, and DPA showed very similar behavior but a slight improvement as compared to the controlled mixed specimens. Funding: The authors would like to thank King Faisal University, KSA, for the financial support through the "Deanship of Scientific Research" at King Faisal University (KFU) (Project #160172). The authors are also thankful to Universiti Teknologi Petronas (UTP), Malaysia and Universitas Muhammadiyah Surakarta, Indonesia for their financial support as well.

Conflicts of Interest:
The authors declare no conflict of interest.