Extended model of shear modulus reduction for cohesive soils

The shear modulus of a soil, G, shows a hyperbolic degradation curve relationship with increasing shear strain, γ . G is usually normalized against the small-strain modulus (G max ) as G/G max vs γ (log). Factors that significantly influence G are shear strain amplitude, γ , soil plasticity index (PI) and effective pressure, σ′ . Design curve charts of G/G max vs γ have been produced for seismic engineering purposes. Mathematical models have also been developed, using statistically analysed parameters to reflect the influence of γ , PI and σ′ . Soil overconsolidation ratio (OCR) has a significantly lesser impact than the three mentioned factors. In this paper, mathematical fitting and shaping functions for PI and σ′ are developed to extend the shear modulus reduction model further. The requirement to calculate reference strain, γ ref, is removed, and only soil PI and σ′ are required. Cyclic triaxial experiments are conducted with reconstituted kaolin and bentonite in different mix proportions (to achieve varying PI) and at different effective stresses. The model equation matches well against both the established curves and experimental results and can facilitate preliminary prediction of shear stress–strain behaviour and G max with different cohesive soil types and at different depths below ground.