This study aims at examining the performance of asphalt mastics in the Linear Viscoelastic (LVE) domain incorporating three Indian and three Austrian fillers. The various physical, morphological, and chemical properties of the fillers were analyzed with the help of respective characterization tests. In addition to the particle size distribution curve and fineness modulus, a new parameter called Filler Grain Coefficient (FGC) has been introduced in this study to quantify the distribution of particles in the system. This paper also attempts to find a correlation between various physical parameters. There are two variables i.e., $$\left| {G^{*} } \right|_{\text{LVE}}$$ G ∗ LVE and $$\left| {G^{*} } \right|_{\text{ratio}}$$ G ∗ ratio in order to quantify the Linear Viscoelastic complex modulus. The effects of both volume and surface area of fillers have been manifested by three ratios denoted as V /FM, V /FGC, and V /RV. To compare the outcome of the study, the Strategic Highway Research Program Linear Viscoelastic strain criteria is also included, which examines the applicability of the criteria to the asphalt mastics. The research incorporates a wide range of fillers with variable properties, as confirmed by the test results. Filler parameters Rigden Voids and Filler Grain Coefficient were found to be strongly correlated with almost all physical properties. On the grounds of variation in LVEM with volume concentration of filler, the highest rank can be attributed to Red Mud and LimeStone, respectively, followed by other fillers with Marble Dust being the lowest. The reinforcing effect of fillers and higher surface area contributed to the exponential increase in $$\left| {G^{*} } \right|_{\text{LVE}}$$ G ∗ LVE , with an increase in volumetric concentration. The variation of both variables: $$\left| {G^{*} } \right|_{\text{LVE}}$$ G ∗ LVE and $$\left| {G^{*} } \right|_{\text{ratio}}$$ G ∗ ratio , presented V /FM as the most worthy parameter, as it illustrated variation at different temperatures. The Linear Viscoelastic limits obtained from the study were relatively conservative compared to those from the SHRP study, this confirms the unsuitability of applying SHRP equations to the asphalt mastics. Moreover, the relationship instigated in the study can be used to reckon the LVE strain limit and to further analyse asphalt mastics.

中文翻译：

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评估填料对中间温度下沥青胶粘剂 LVE 性能的影响

本研究旨在检查沥青胶粘剂在线性粘弹性 (LVE) 域中的性能，其中包含三种印度填料和三种奥地利填料。借助各自的表征测试分析了填料的各种物理、形态和化学性质。除了粒度分布曲线和细度模数外，本研究还引入了一个称为填料颗粒系数 (FGC) 的新参数，以量化系统中颗粒的分布。本文还试图找到各种物理参数之间的相关性。有两个变量，即 $$\left| {G^{*} } \right|_{\text{LVE}}$$ G ∗ LVE 和 $$\left| {G^{*} } \right|_{\text{ratio}}$$ G ∗ ratio 以量化线性粘弹性复数模量。填料体积和表面积的影响已通过三个比率表示，分别表示为 V /FM、V /FGC 和 V /RV。为了比较研究结果，还包括战略公路研究计划线性粘弹性应变标准，该标准检查了标准对沥青胶泥的适用性。正如测试结果所证实的那样，该研究采用了多种具有可变特性的填料。填料参数 Rigden Voids 和 Filler Grain Coefficient 被发现与几乎所有的物理特性密切相关。由于LVEM随填料体积浓度的变化而变化，最高等级可分别归因于Red Mud和LimeStone，其次是其他填料，Marble Dust最低。填料的增强作用和更高的表面积有助于 $$\left| 的指数增长。{G^{*} } \right|_{\text{LVE}}$$ G ∗ LVE ，体积浓度增加。两个变量的变化：$$\left| {G^{*} } \right|_{\text{LVE}}$$ G ∗ LVE 和 $$\left| {G^{*} } \right|_{\text{ratio}}$$ G ∗ ratio ，将 V /FM 作为最有价值的参数，因为它说明了不同温度下的变化。与 SHRP 研究相比，从研究中获得的线性粘弹性极限相对保守，这证实了将 SHRP 方程应用于沥青胶泥的不合适性。此外，研究中提出的关系可用于计算 LVE 应变极限并进一步分析沥青胶粘剂。随着体积浓度的增加。两个变量的变化：$$\left| {G^{*} } \right|_{\text{LVE}}$$ G ∗ LVE 和 $$\left| {G^{*} } \right|_{\text{ratio}}$$ G ∗ ratio ，将 V /FM 作为最有价值的参数，因为它说明了不同温度下的变化。与 SHRP 研究相比，从研究中获得的线性粘弹性极限相对保守，这证实了将 SHRP 方程应用于沥青胶泥的不合适性。此外，研究中提出的关系可用于计算 LVE 应变极限并进一步分析沥青胶粘剂。随着体积浓度的增加。两个变量的变化：$$\left| {G^{*} } \right|_{\text{LVE}}$$ G ∗ LVE 和 $$\left| {G^{*} } \right|_{\text{ratio}}$$ G ∗ ratio ，将 V /FM 作为最有价值的参数，因为它说明了不同温度下的变化。与 SHRP 研究相比，从研究中获得的线性粘弹性极限相对保守，这证实了将 SHRP 方程应用于沥青胶泥的不合适性。此外，研究中提出的关系可用于计算 LVE 应变极限并进一步分析沥青胶粘剂。因为它说明了不同温度下的变化。与 SHRP 研究相比，从研究中获得的线性粘弹性极限相对保守，这证实了将 SHRP 方程应用于沥青胶泥的不合适性。此外，研究中提出的关系可用于计算 LVE 应变极限并进一步分析沥青胶粘剂。因为它说明了不同温度下的变化。与 SHRP 研究相比，从研究中获得的线性粘弹性极限相对保守，这证实了将 SHRP 方程应用于沥青胶泥的不合适性。此外，研究中提出的关系可用于计算 LVE 应变极限并进一步分析沥青胶粘剂。