![]() The new RSPile feature in Slide3 was used to model the piles in the analysis. ![]() 8 LEM analysis with constant shear piles yielding FS= 1.98. Therefore, the non-linear piles might have the intersection at a lower shear capacity than the average value, which causes a lower FS for the non-linear pile model. The reason for the value being such high is the fact that the point of intersection of critical slip surface varies for different piles. In this case, the FS is noticeably higher where the average value of shear resistance capacity is used for piles rather than the nonlinear envelope. 8 displays the failure surface with the Spencer FS=1.98 for constant shear piles. The model was analyzed with the constant shear pile for further comparison, the average capacity was about 1,000 kips computed using the RSPile software. Analysis of the comparison – slope with nonlinear vs constant shear piles 7 Critical slip surface for unsupported (left) and supported (right) from LEM model. You can see the change in the shape of the critical slip surface between the supported and unsupported LEM models below. The supported slope with nonlinear piles displays major improvement in its stability with a new FS of 1.61. 7 Shows a clear comparison between the analysis results of the supported slope with nonlinear piles with the unsupported LEM models. The LEM model with the nonlinear piles was analyzed to find the critical slip surface shown in Fig. 5 LEM model with piles spacing dimensions. The model in Slide3 with the pile spacing dimensions is shown in Fig. 4 User-defined support reactions obtained from RSPile analysis. ![]() 3, where the pile is displaced 1.0 in along its entire length. The pile shear resistance against sliding is equal to the shear force from the capacity envelope at the intersection of the slip surface with the pile. The nonlinear pile capacity envelopes calculated by RSPile were used as inputs in Slide3 to determine user-defined supports. LEM analysis with Nonlinear Capacity Pile analysis 3 Lateral resistance envelope corresponding to 1.0 in of lateral soil displacement In this case, RSPile is used to generate the lateral resistance envelope corresponding to 1.0 inch of lateral soil displacement at various sliding depths along the pile, shown in Fig. The analysis of piles was carried out using RSPile software which conducts Finite Element analysis to examine the nonlinear capacity of piles. 2 Critical 3D failure region with Spencer FS=1.17, and sections A & B lower FS. Note that the FS in 2D is generally lower than the 3D FS (Stark and Ruffing 2017). Sections A & B were created within the 3D model to analyze the 2D results shown in the right of Fig. The experiment has identified a critical slip surface with Spencer FS = 1.17. The analysis results of the unsupported slope using LEM have been shown in Fig. Soil parameters for the pile analysis are outlined in Table 2.Īnalysis results and discussion Unreinforced slope model API Sand (Yellow), Sand (Red), and Sand Reese (Green) Nonlinear Capacity Piles shows multiple boreholes that were used to construct the material boundaries. To simulate the LEM analysis assumptions, the Janbu and Spencer methods were adopted. LEM model: existing soil layers and material properties are detailed in Table 1. It considers the capacity of the pile as being constant or non-linear the latter of which is determined using a separate Finite Element (FE) software for pile analysis. This study provides insights into a 3D Limit Equilibrium analysis of a landslide model supported with piles. The limit equilibrium method (LEM) and finite element method (FEM) are the two most reliable approaches used by researchers and engineers. Taking preventative measures against slope failure is crucial to minimize casualties and damage to infrastructure. Shedding light on the preventative measures against slope failure due to stressesĭetermining the accuracy of slope stability analysis has been a primary subject of interest in the geotechnical field for several decades now.
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