The Mechanical Analysis Of The Anti-slide Pile During The Slip Of Creep Conditions

With the development of our infrastructure, building highways, high-speed rail orbridge, and a variety of mining, water conservancy and other civil engineeringgeological environment destruction, which induce a large number of landslide hazard,not only affect construction projects, and will damage the national interests and people’slives and property. The anti-slide pile prevention landslide an engineering building,located in the appropriate parts of the landslide has a distinct role forLandslide. Anti-slide pile there is the possibility of failure: shear strength of the slidingsurface (C and ф values) are also non-set value will change with the state of the slidingmass; piles, and slippery body contact surface, with the role of force size changes evenpile embedded in the sliding body (the decline in force, slip sliding of the contactsurface deformation), and so on. What is the main factors affect the anti-slide piledeformation characteristics and what is the different rock slide would be anti-slide pile,which requires rigorous scientific inquiry.The content and results of this study include the following aspects:①Base the theory of limit equilibrium analysis the slope stability and calculate theslope stability factor. Contrast, Slide and the calculation of the limit equilibrium methodbased on the finite element software ABAQUS theory calculations and found the slipzone and the finite element calculation of plastic zone with consistency, can be appliedto the slide with the design of the bottom friction experiments.②By the end of the friction experiments verify the landslide generated by the largedisplacement in the handling of anti-slide pile will become smaller, indicating theanti-slide pile Landslide has obvious effect. But with the continued loading of the modelover time, can be seen in the presence of anti-slide pile, landslide displacement is stillincreased, indicating that the landslide under sustained load, creep properties.③Exploit the remaining landslide thrust transfer coefficient mentod to calculate theshear and moment of anti-slide pile. The analysis of shear and moment diagrams foundthe pile away from the top of8m at the (in this case the position of the sliding surface),the shear stress reaches the maximum. From the top of the pile11m at the slidingsurface bending moment in the extreme points. To ensure that fixed end of the anti-slidepile foundation strength check calculation results show that pile on the lateralcompressive stress of the foundation soil is not greater than the passive earth pressure and active the difference of earth pressure,ground-base strength and stability.④Establish Mohr model and Druker-prager creep plasticity model, the use ofcommercial finite element software ABAQUS calculation of landslide stabilizing pilesrole under was displacement and found that the creep plasticity model with bottomfriction experimental results are more consistent. Compared with the remaininglandslide thrust transfer coefficient method, calculate the shear and bending momentdiagram of the anti-slide pile, known Mohr model more consistent with the shear size ofthe basic theory, the creep model is smaller, but has little effect. Projects anti-slide pile,but the failure occurred; indicating that the anti-slide pile force exceeds the shearstrength, shear stress by three-dimensional model calculation can be seen piles along thepile axis length of the shear sliding in the creep model stress extreme value is muchlarger than the model calculations of the M method and Mohr.