Upper Bound Analysis Of Stability Of Retaining Wall And Anti Slide Pile With Different Displacement Modes

The retaining wall and cantilever anti-slide pile are the most widely applied retaining structure, the stability of which is the most basic problem in geotechnical engineering.The displacement modes of retaining wall and cantilever anti-slide pile are usually divided into sliding mode and rotating mode. In the case of the known displacement mode, how to determine the stability of retaining structure is especially important for geotechnical engineering theory research. In traditional research methods, it is often based on the limit equilibrium of sliding resistance(resistance to overturning moment) and the sliding driving force(overturning moment). However, by retaining structure to the determination of the size and distribution of the force in geotechnical engineering is difficult. This research is supported by grants from National Natural Science Foundation of China(NO. 41472245). On the based of limit analysis method, the retaining wall and cantilever anti-slide pile stability in sliding mode and the rotation mode are studied. This article main content is as follows:① Firstly, it takes the infinitesimal backfill body, which under elastic overburden and adjacent wall,as the research object. The strict formula of the upper bound solution are obtained to calculate the critical depth of plastic zone under sliding mode. The displacement directive effect of retaining wall are considered. The results show that Rankine and other theories are special cases of proposal methodology.② According to the characteristics of sliding and rotation displacement mode,a new retaining wall stability evaluation method based on displacement model system is present in this paper. The retaining wall and filling be seen as a system, the coefficient of sliding stability coefficient and rotational stability of the retaining wall can be calculate directly using limit analysis upper limit method. The method is simple and practical, to avoid the traditional method to solve the problem of earth pressure.③ Considering the effect of deformation in soil slump zone between cantilever anti-slide piles for three-dimensional failure mechanism, pile spacing and stability of soil between adjacent cantilever anti-slide piles are studied. Formulas are provided to calculate limit pile spacing, limit free face height of soil, volume of soil slump zone, the potential three-dimensional sliding surface and stability coefficient of soil between adjacent piles.④ The cantilever anti-slide pile,the back?ll soil behind and the front cover soil were taken as a whole system. According to upper limit theorem of limit analysis, the stability of the anti-slide pile is studied. On the based of the sliding mode, failure anti-slide pile, formula of failure surfaces both of passive plastic zone in the back?ll soil behind and passive plastic zone in the front cover soil are given. The effect of the cantilever filling height, embedded depth of the fixed end, internal friction angle and cohesion on sliding stability of the pileis analyzed quantitatively.