Assessment of existing methods for predicting soil response of laterally loaded piles in sand

Laterally loaded monopile design for offshore wind farms

“…They concluded that there was no significant relationship between E py and the pile diameter, supporting the findings of Vesic (1961) and Terzaghi (1955). Fan and Long (2005) also conducted an FEM investigation in which the pile diameter was increased while maintaining a constant bending stiffness, E p I p . This research concluded that there was no significant correlation between pile diameter and initial stiffness.…”

“…Dense soils in the North Sea can exhibit very high cone tip resistance values of over 50 MPa at relatively shallow depths, suggesting very high in situ K 0 values. Following the findings of Fan and Long (2005), this would indicate that the API (2007) method would be excessively conservative in these conditions. However, the operational K 0 value will also be significantly affected by the installation method.…”

“…Ashour and Norris (2000) used the SW method to investigate the impact of pile properties on the mobilised p-y curve and found the stiffness and ultimate resistance increased dramatically as the piles' bending stiffness (E p I p ) increased. By contrast, Fan and Long (2005) varied the Young's modulus of monopiles in an FEM analysis while maintaining the diameter and moment of inertia constant, and found no significant influence on the p-y curves. To date, there are insufficient experimental results to validate the conclusions of either Fan and Long (2005) …”

“…The soil's relative density, friction angle and stress history has been shown by Mayne and Kulhawy (1982) to impact on the value of K 0 , but this has not been considered in the current approach as the value is independent of the soil state. Fan and Long (2005) conducted finite-element analysis that considered the impact of varying K 0 on lateral monopile behaviour and determined that an increase in K 0 resulted in a significant increase in the ultimate soil resistance, as shown by the p-y curves at a depth of 2 m in Figure 12. The increase in ultimate soil resistance was also reflected in an increase in stiffness, with the parameter k mirroring the increase in K 0 .…”

Coherent SNOMED CT Implementation Facilitating Re-use of Data

“…Various researchers have investigated the initial slope of p-y curves for piles in sand, however, with contradictory conclusions: Terzaghi (1955), Vesic (1961), Ashford and Juirnarongrit (2005), and Fan and Long (2005) indicated that the initial slope of p-y curves for piles in sand should be independent of the pile diameter; Carter (1984) and Ling (1988) proposed a p-y curve formulation in which the initial slope of the p-y curves is linearly proportional with the pile diameter; Lesny and Wiemann (2006) suggested that the initial slope of p-y curves for piles in sand increases nonlinearly with the depth below seabed. In this part of the thesis, the initial slope of p-y curves for piles in sand has been investigated by means of numerical modelling.…”