Calculation of Negative Frictional Resistance of Foundation Pile in Deep Fill Foundation

Abstract

In deep fill foundations, the pile foundation might suffer from negative frictional resistance (NFR) due to the consolidation and settlement of the soil. The NFR will cause the pile to settle excessively and reduce its bearing capacity. However, there are not yet many accurate methods to calculate the NFR of foundation piles in deep fill foundations. To make up for the gap, this paper carries out shear tests on the pile-soil interface and discusses the mechanism of pile-side frictional resistance. Considering the distribution law of pile-side frictional resistance with depth, the authors proposed a piecewise calculation model for pile-side frictional resistance, which couples the hyperbolic model and effective stress method. Then, the energy balance equation of the pile when the NFR occurs was established in the light of the energy transfer of the pile-soil system during the settlement of the soil around the pile. Furthermore, the calculation formulas of the axial force and displacement of the pile at different depths were derived, considering the pile-soil displacement and the potential energy change of the pile-soil system. The proposed method was applied to calculate the NFR of the foundation pile in a construction site, and the calculated results were compared with the measured data. The results show that the axial force-depth curve of the pile obtained through theoretical calculation agrees well with the measured data. Hence, our method can accurately reveal the mechanical features of the pile foundation in deep fill foundations.

Analysis on the Vertical Additional Force of Shaft and Drainage Settlement Characteristics of Topsoil Containing Multiaquifers

“…The bottom aquifer thickness may transform with the change in geological conditions surrounding the shaft. Thus, to study the effect of the bottom aquifer thickness on the additional force, considering the actual measurement thickness data, six thickness values (10,15,20,25,30, and 35 m) were selected and set.…”

“…In addition, the effect laws of drainage velocity, central aquifer thickness, location, and numbers on the additional force were obtained and analysed. 4 Geofluids 2(b) [23][24][25][26][27][28][29][30]. The basic assumptions are as follows: (1) the single-layer shaft model is used as representative of actual shaft wall, and the shaft wall, the depth and thickness of the strata, and the settlement deformation are all symmetric about the centerline of the shaft; (2) relative displacement between the shaft wall and surrounding strata will occur due to vertical additional forces; (3) the contact interface between the shaft wall and surrounding strata adopts a hyperbolic constitutive relationship (shown in Figure 3); (4) the strength criteria are taken on the shaft wall and each aquiclude and aquifer; (5) the interaction of the drainage effect between aquifers is ignored.…”