Post-failure stage simulation of a landslide using the material point method

Model testing of the response of stabilizing piles in landslides with upper hard and lower weak bedrock

A performance-based method for the design of drainage trenches used to stabilize slopes

Soil–structure interaction plays an important role in the behavior of structure under static or dynamic loading. It influences the behavior of soil, as well as the response of pile under loading. The analysis is highly essential for predicting a more accurate structural behavior so as to improve the safety of structures under extreme loading conditions. The soil–pile system behavior is predominantly nonlinear and this makes the problem complicated. In a laterally loaded pile the load is resisted by the soil–pile interaction effect, which in turn depends on soil properties, pile material, pile diameter, loading type and bed slope of ground. The difficulty in the accountability of the influencing factors necessitates a careful study on soil–structure interaction problem. The analysis became easier with the debut of powerful computers and simulation tools such as finite element analysis software. A detailed literature review on soil–structure interaction analysis of laterally loaded piles is presented in this paper.

/pdf/a-review-on-soil-structure-interaction-analysis-of-laterally-5bklxw96zj.pdf

A review on soil–structure interaction analysis of laterally loaded piles

Several colluvial landslides have developed in the Jurassic strata region of Zigui County, a major landslide-prone region in the Three Gorges Reservoir Region of China. The bedrock in which stabilizing piles are placed in the landslide-prone Zigui region can be generally characterized as upper sandstone and lower silty mudstone. A site investigation of the Majiagou No. 1 landslide indicated that the pile heads were displaced horizontally by approximately 15.0 cm. This paper presents a novel model for determining the reasonable embedded length for stabilizing piles in colluvial landslides with upper hard and lower weak bedrock based on the deformation control principle. A negative power function relationship between the horizontal displacement of the pile head and the reasonable embedded ratio for stabilizing piles is proposed on the basis of the allowable pile deformation according to industrial standards. Furthermore, the lower limit on the horizontal displacement of the pile head is deduced to obtain the maximum reasonable embedded ratio of stabilizing piles. Reasonable embedded length ratio models of stabilizing piles are analyzed based on various influencing factors. The results show that (1) increasing the embedded length of the piles can significantly reduce both the horizontal displacement and the maximum absolute value of the shear force on the piles, (2) the increase in the maximum bending moment of the pile with increasing embedded pile length is insignificant, and (3) increasing the thickness of the upper hard rock and the coefficients of subgrade reaction of the upper hard and lower weak rock and reducing the driving force of the landslide help to reduce the reasonable embedded length of the piles. Consequently, it is suggested that stabilizing piles should be set in stronger and thicker upper hard rock in regions with low landslide driving force in order to minimize the reasonable embedded length of the piles.

Determination of the embedded length of stabilizing piles in colluvial landslides with upper hard and lower weak bedrock based on the deformation control principle

Nonlinear three-dimensional analysis of reinforced concrete piles subjected to horizontal loading

A simple-to-use method is proposed for the design of embedded cantilever retaining walls in cohesionless soils under static and seismic conditions. Taking into account the displacement pattern generally exhibited by this type of structure, which consists of an approximately rigid rotation around a point located close to the wall base, it is assumed that active and passive pressures are fully mobilised up to a certain depth from the excavation level. Below this depth, a simplified distribution of earth pressure is considered, with values that are not predetermined by limit state. Analytical expressions are provided to calculate readily the net pressures acting on the wall and the associated internal forces arising in the structure. Comparisons are made with numerical and experimental results concerning embedded cantilever retaining walls under static and seismic conditions. In all the cases considered, a fairly good agreement is found between these results and those predicted by the proposed method. Some a...

https://www.icevirtuallibrary.com/doi/pdf/10.1680/jgeot.17.D.013

A method for the design of embedded cantilever retaining walls under static and seismic loading

Behaviour of flexible piles subjected to inclined loads

This paper deals with the behavior of piles subjected to inclined compressive loads. Some numerical results are first presented to document the influence of the load inclination on the pil...

M. Vena

Papers

Nonlinear three-dimensional analysis of reinforced concrete piles subjected to horizontal loading

A method for the design of embedded cantilever retaining walls under static and seismic loading

Behaviour of flexible piles subjected to inclined loads

A Simple Approach for Evaluating the Bearing Capacity of Piles Subjected to Inclined Loads

On the Pile Response to Inclined Loads