A Load-Transfer Framework for Axial Load Sharing and Uplift Response of Pile-Anchor Foundations
Description
This dataset contains the numerical results used to produce Figures 7–16 of the article “A Load-Transfer Framework for Axial Load Sharing and Uplift Response of Pile-Anchor Foundations.” It describes the monotonic, quasi-static axial response of a pile subjected to a vertical anchor load applied at the pile head, an internal point, or the pile tip. Variables include applied vertical load (V_AL), loading-point displacement, loads carried by the upper and lower pile segments (Vu and Vp), lower-segment load-distribution coefficient (η), axial-force and shaft-resistance profiles with depth, and limiting uplift capacity (Tuk). Pile self-weight is excluded from all capacities, so the data represent mobilized pile–soil shaft resistance on a consistent basis. Figure 7 gives the baseline load–displacement response at za/L=0.2, approaching a limiting capacity of 10,618.6 kN. Figure 8 records progressive load redistribution: η increases from about 0.53 at small positive loads to about 0.79 near the limiting state. Figure 9 provides axial-force and shaft-resistance distributions at VAL=5,000 kN and at the limiting state, showing compression above the loading point, tension below it, zero axial force at the free pile head and tip, and asynchronous mobilization of shaft resistance. Figures 10–12 quantify loading-point effects. Figure 10 compares pile-head loading, internal loading at za/L=0.2, and pile-tip loading; their limiting capacities are 10,115.9, 10,618.6, and 13,006.2 kN, respectively. Figure 11 gives the corresponding axial-force and shaft-resistance profiles at 5,000 kN, illustrating top-down, bidirectional, and bottom-up load transfer. Figure 12 presents continuous capacity and load-sharing results over the normalized loading-depth range; equal upper–lower sharing at 5,000 kN occurs at za/L=0.479. Figures 13–15 present parametric results at za/L=0.2. Figure 13 varies pile axial rigidity, expressed by relative initial pile–soil axial stiffness, using ratios of 0.50, 0.75, 1.00, 1.50, and 2.00; higher relative stiffness reduces displacement and changes finite-load sharing without altering limiting capacity. Figure 14 applies the same multipliers to limiting shaft resistance, changing the capacity from 5,309.3 to 21,237.2 kN. Figure 15 applies them to initial interface stiffness; all cases retain the baseline capacity of 10,618.6 kN but show different displacements and finite-load η values. Figure 16 compares weak-over-strong, homogeneous equivalent, and strong-over-weak soil profiles with identical depth-averaged interface properties. At 5,000 kN, loading-point displacements are 1.7155, 1.4983, and 1.3532 mm, while η values are 0.6527, 0.6177, and 0.5998. Their limiting capacities differ by no more than 1.2%, showing that layer sequence affects deformation and internal load sharing more strongly than total limiting capacity.