Stiffness of sand mastic versus stiffness of asphalt binder using three-dimensional discrete element method
The main objective of this study is to predict and interpret the stiffness ratios of sand mastics to asphalt binder at a broad range of temperatures. Both fine and coarse sand mastics were studied using discrete element (DE) method. Twelve samples were prepared in this study, including six fine sand mastics, and six coarse sand mastics. The six fine sand mastics were prepared by blending fine sands (diameters ranging from 0.075mm to 0.3mm) with the 42.15%, 52.4%, 61.8%, 70.8%, 80.3%, 90% of asphalt binders by volume. The six coarse sand mastics were fabricated by blending coarse sands (diameters ranging from 0.3mm to 2.36mm) with the 42.15%, 52.4%, 61.8%, 70.8%, 80.3%, 90% of asphalt binders by volume. The previously developed DE model was employed to consider the interactions in the digital specimens of the 12 sand mastics. The DE simulations were conducted by varying the asphalt binder stiffness values with the constant stiffness value of sands. The stiffness ratios of mineral aggregates to asphalt binders were varied from 1 to 1 x 1010. The outputs of the simulations were the predicted stiffness of the sand mastics. Finally, the outputs were analyzed to evaluate the impacts of asphalt binder stiffness values and volumetric fractions on the stiffness values of the asphalt sand mastics. Through this study, it was observed that 1) the DE simulation results agreed well with the micromechanical models; 2) the stiffness ratios of sand mastics to asphalt binders ranged from 1 to 1.18 x 109 for fine sand mastics and from 1 to 3.76 x 108 for coarse sand mastics. © 2010 American Society of Civil Engineering.
Pavements and Materials: Testing and Modeling in Multiple Length Scales
Stiffness of sand mastic versus stiffness of asphalt binder using three-dimensional discrete element method.
Pavements and Materials: Testing and Modeling in Multiple Length Scales, 54-65.
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