Preliminary <i>k</i>-Values of Unbound Natural Quartzitic Gravels for Mechanistic-Empirical Pavement Design

Abstract

The generalized constitutive model relating the resilient modulus (M R ) of flexible pavement layer materials to stress state, adopted by the Mechanistic-Empirical Pavement Design Guide (MEPDG), contains a set of constants known as k -values ( k 1 , k 2 , and k 3 ) which are associated with the physical state of the layer materials. In Ghana, natural gravels constitute the predominant and sometimes the sole layer materials for most flexible pavements yet representative k -values of gravel materials , have not been determined to permit full application and implementation of the mechanistic-empirical design concept to pavements involving such materials. In this study, k -values characterising typical natural quartzitic gravels used for road construction in the country were derived by regression techniques from M R values determined using laboratory repeated load triaxial test. Using multiple linear regression technique, correlation relationships were then developed between the k -values and the physical properties of the gravels, namely, percentages of materials passing the 9.5 mm (P 9.5 ) and 2.0 mm (P 2.0 ) sieves, liquid limit (LL), maximum dry density (ρ dmax ), and optimum moisture content ( w opt ). The regression analysis returned k 1 values which ranged between 441 and 958 with a mean of 516; k 2 which varied between 0.0636 and 0.2168 with a mean value of 0.1216; and, k 3 values which ranged between 0.1257 and 3.1590 with a mean value of 1.723. Contrary to what is mostly reported in literature, the analysis returned positive k 3 values for all but one gravel material, suggesting stress hardening under octahedral shear stress for those materials. While an expanded sample base is required to fully characterize the whole gamut of natural gravels used in pavement construction in the country, this study on limited quartzitic gravel samples has given a good indication of strong linear correlations between the k -values and the index properties of the gravels, to permit estimates of the constants for such gravels be made where capability and opportunity for conducting resilient modulus tests do not exist. However, further work is recommended to fully characterise the exact nature of k 3 values for quartzitic gravels in the country.