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Typically, land reclamation work is undertaken in the marine environment when the land area is limited for expanding major foreshore developments, such as airports and ports. In Australia, reclamation activity is often driven by pressure for additional land near major ports. To meet the increasing demand, the Port of Brisbane (PoB) and Brisbane Airport (BNE) have seen constant development in recent years. In these reclaimed areas, approximately 9-30 meters of normally consolidated young alluvium (i.e. Holocene deposit) underlie an over-consolidated old alluvium (i.e. Pleistocene deposit). The Holocene deposits are soft fine-grained soil, characterized by high compressibility, poor drainage, and low shear strength attributes (Balasubramaniam et al., 2010) while the Pleistocene deposits are highly consolidated clay and cemented clayey sand typically considered incompressible (Grubb, 1989). As a result of future design in-service loads, the compressible layer is typically considered to deform substantially. Various ground treatments and surcharging techniques are traditionally used to eliminate primary settlement and limit long-term post-construction settlement (Ameratunga et al., 2010). Yet, few cases have been reported in which the ground improvement techniques failed to meet the design criteria for long-term residual settlement (Chan, 2021). In assessing long-term settlement, engineering practitioners relate this deformation to the creep attributes of soil. 

In the creep mechanics of materials, three components are generally distinguished: the primary, secondary and tertiary creep stages corresponding to a decreasing, constant and increasing creep rate, respectively (Andrade, 1910, Betten, 2008). Creep in soil often refers to the time-dependent deformation under constant effective stress. A few factors contribute to creep genesis including the mechanism of secondary compression; time; current degree of consolidation; pre-consolidation pressure; structuration; remoulding; current shear stress; rate of effective stress; compressible material thickness; temperature and simulation of real conditions in the laboratory (Mesri, 1973). Indeed, extensive creep studies have been undertaken for soil within the normally consolidated range but within the over-consolidated range, the creep effect is often ignored as a contributing factor to the overall deformation. Conventional and analytical solutions are successful for elementary one-dimensional geotechnical problems and as such, the secondary compression or creep index (C¿) is a key parameter in the determination of vertical deformation. Nevertheless, for complex engineering applications when soils are subjected to general stress states, adopting standalone analytical models may be insufficient to define the creep behaviour of soil (Taylor, 1942, Mesri and Godlewski, 1977, Tavenas et al., 1978). In South East Queensland (SEQ), data gathered indicates a significant scattered range of estimated creep index with respect to elevation which may be due to a time factor function between laboratory testing and field observations (Balasubramaniam et al., 2010).  

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