Deformation and Stability Analysis of Large Slope Based on ADINA Software

2013 ◽  
Vol 353-356 ◽  
pp. 1047-1050
Author(s):  
Bao Yuan Yuan ◽  
Wei Fan Pan ◽  
Qi Wang
Keyword(s):  
Finite Element ◽  
Slope Failure ◽  
Stress Condition ◽  
Reduction Method ◽  
Strength Reduction Method ◽  
Element Calculation ◽  
Safety Coefficient ◽  
Finite Element Software ◽  
Soft Interlayer ◽  
Mechanic Calculation

Slope failure is a kind of serious geologic disaster. This paper based on the detailed geology survey and analysis, judged the failure mode of the Pipayuan slope; Using ADINA which is professional finite element software, made mechanic calculation of slope, analyzed the stress condition and discussed the change of stress. According to the Strength Reduction Method, the slope stability safety coefficient was calculated. Results show that: the whole slope, may be slide along the soft interlayer, especially in the case in the event of heavy rainThe effectiveness is verified by the finite element calculation of slope with anti-slide pile reinforcement.

Failure Mechanism of a Slope Anti-Sliding Pile

2013 ◽  
Vol 639-640 ◽  
pp. 593-597
Author(s):  
Lin Chen ◽  
Yong Yao ◽  
Jiong Yang ◽  
Zhao Qiang Zhang
Keyword(s):  
Finite Element ◽  
Failure Mechanism ◽  
Reduction Method ◽  
Strength Reduction ◽  
Strength Reduction Method ◽  
Analysis Method ◽  
Feasible Method ◽  
Finite Element Software ◽  
Slope Excavation ◽  
Pile Design

According to finite element strength reduction method，the article has discussed the failure mechanism of anti-sliding pile by using finite element software MIDAS /GTS ，exploration report and anti-sliding pile design data.The comparative analysis shows that the failure of anti-siding pile is contributed by the slope excavation and rainwater.The analysis method and results can provide reference significance to other anti-sliding pile design.This paper also provide a feasible method for prediction of consequence in slope excavation.

scholarly journals Construction of 3D Creep Model of Landslide Slip-Surface Soil and Secondary Development Based on FLAC3D

2020 ◽  
Vol 2020 ◽  
pp. 1-15
Author(s):  
Li Wang ◽  
Shimei Wang ◽  
Gao Li ◽  
Lin Wang
Keyword(s):  
Finite Element ◽  
Rheological Properties ◽  
Reduction Method ◽  
Surface Soil ◽  
Slip Surface ◽  
Strength Reduction ◽  
Creep Model ◽  
Secondary Development ◽  
Strength Reduction Method ◽  
Finite Element Software

Landslide deformations have predictable rheological properties, but, when using finite element analysis, only the elastoplastic constitutive equation of soil is considered. Soil creep properties are not considered, often rendering inaccurate results. In this paper, the three-dimensional state equation of the extended Burgers model is derived based on the creep test results of slip-surface soil and the Mohr–Coulomb elastoplastic model. This paper uses FLAC3D, a finite-element software platform, for secondary development and to verify the accuracy of the model and program. A strength reduction method that considers rheological properties is proposed. A numerical simulation of rheological properties is conducted on a landslide and compared with conventional viscoelastic constitutive results. It can be found that the landslide displacement calculation is significantly smaller when the rheological properties are not considered. The stability coefficient of the landslide calculated by the strength reduction method, considering the rheological properties, is smaller than the coefficient calculated without considering rheological properties.

Numerical solutions for strain-softening surrounding rock under three-dimensional principal stress condition

2021 ◽  
Vol 0 (0) ◽  
Author(s):  
Sheng Yu-ming ◽  
Li Chao ◽  
Xia Ming-yao ◽  
Zou Jin-feng
Keyword(s):  
Finite Element ◽  
Principal Stress ◽  
Stress Condition ◽  
Strain Softening ◽  
Numerical Solutions ◽  
Three Dimensional ◽  
Strength Criterion ◽  
Surrounding Rock ◽  
Flow Rule ◽  
Finite Element Software

Abstract In this study, elastoplastic model for the surrounding rock of axisymmetric circular tunnel is investigated under three-dimensional (3D) principal stress states. Novel numerical solutions for strain-softening surrounding rock were first proposed based on the modified 3D Hoek–Brown criterion and the associated flow rule. Under a 3D axisymmetric coordinate system, the distributions for stresses and displacement can be effectively determined on the basis of the redeveloped stress increment approach. The modified 3D Hoek–Brown strength criterion is also embedded into finite element software to characterize the yielding state of surrounding rock based on the modified yield surface and stress renewal algorithm. The Euler implicit constitutive integral algorithm and the consistent tangent stiffness matrix are reconstructed in terms of the 3D Hoek–Brown strength criterion. Therefore, the numerical solutions and finite element method (FEM) models for the deep buried tunnel under 3D principal stress condition are presented, so that the stability analysis of surrounding rock can be conducted in a direct and convenient way. The reliability of the proposed solutions was verified by comparison of the principal stresses obtained by the developed numerical approach and FEM model. From a practical point of view, the proposed approach can also be applied for the determination of ground response curve of the tunnel, which shows a satisfying accuracy compared with the measuring data.

Analysis of Slope Instability Based on Strength Reduction Method

2012 ◽  
Vol 170-173 ◽  
pp. 1238-1242
Author(s):  
Xue Wei Li ◽  
Xin Yuan ◽  
Xiao Wei Li
Keyword(s):  
Plastic Zone ◽  
Reduction Method ◽  
Limit Equilibrium ◽  
Strength Reduction ◽  
Slope Instability ◽  
Strength Reduction Method ◽  
Numerical Convergence ◽  
Safety Coefficient ◽  
Reduction Coefficient ◽  
Slope Factor

Abstract. Combined the strength reduction method with ABAQUS, the development of the slope plastic strain of different reduction coefficient is obtained by constantly adjusting reduction coefficient to change the strength index of the soil. The reduction coefficient is obtained from the criterion of numerical convergence and displacement mutation and plastic zone breakthrough. Through the analysis and comparison with the results, the reduction coefficient by the criterion of displacement mutation is consistent with the result of the criterion of plastic zone breakthrough. The reduction coefficient is the safety coefficient of the slope, and compared and analyzed with the slope factor of limit equilibrium method Bishop. The result shows that the displacement mutation and the plastic zone breakthrough as criterions to judge the slope instability are reasonable.

Stability Analysis of Narrow and Long Excavation in Soft Soil Area

2015 ◽  
Vol 723 ◽  
pp. 372-376
Author(s):  
Shi Chong Zhou ◽  
Li Li Gao ◽  
Dong Hui Wu ◽  
Yang Liu ◽  
Dong Yue Wang ◽  
...  
Keyword(s):  
Reduction Method ◽  
Soft Soil ◽  
Soil Layer ◽  
Spatial Effect ◽  
Strength Reduction ◽  
Strength Reduction Method ◽  
Present Stage ◽  
Support Structure ◽  
Finite Element Software ◽  
Sliding Stability

At the present stage of excavation design,the embedded depth of braced structure should meet the requirement of circular sliding stability when the bottom is soft soil. By increasing the embedded depth of support structure, the requirements of stability could be meet. In the normal design, the support structure must penetrate the soft soil layer when the bottom exist soft soil. While when the excavation is narrow and long, because of the obviously spatial effect, there is no need to determine the embedded depth based on the general circular sliding stability. In this paper, based on one the project example, calculate and analyze the similar stability using strength reduction method through the finite element software Plaxis and Midas.

Study on Strength Reduction Method with Two Reduction-Factors

2012 ◽  
Vol 204-208 ◽  
pp. 429-433 ◽  
Author(s):  
Ping Yang ◽  
Zhan Yuan Zhu ◽  
Zu Yin Zou
Keyword(s):  
Slope Failure ◽  
Reduction Method ◽  
Reduction Factor ◽  
Strength Reduction ◽  
Slope Instability ◽  
Strength Reduction Method ◽  
Angle Of Internal Friction ◽  
Slice Method ◽  
Special Case ◽  
Reduction Factors

Because development degree and order as well as decay rate and degree of shear strength indexes, cohesion C and angle of internal friction , are not equal as slope failure, both should have their own security reserve. For this reason, it was proposed that C and  should have different reduction-factors, rather than same about strength reduction method (SRM). And to take a slope as an example, by FLAC SRM and strength reduction slice method (SRSM), reduction-factors of the two indexes and dangerous slide surfaces of the slope were computed and comparatively analyzed under 9 different reduction conditions. The results obtained by FLAC SRM and SRSM accorded with each other well. Therefore conclusions can be drawn that different reduction conditions correspond to different two reduction-factors and dangerous slide surfaces, so that all these dangerous slide surfaces form a dangerous slide region; single reduction-factor method that reduction-factors of C and  are same is only a special case of two reduction-factors method; two reduction-factors method can just reasonably reflect respective roles of C and  as slope instability. The conclusions in turn confirm the above-mentioned viewpoint again.

Modeling Large Deformation Slope Failure Using The Smoothed Particle Hydrodynamics (SPH) Method

2021 ◽  
Author(s):  
Bunyamin Andreatama ◽  
Widjojo Adi Prakoso ◽  
Erly Bahsan ◽  
R.R. Dwinanti Rika Marthanty ◽  
Jessica Sjah
Keyword(s):  
Slope Stability ◽  
Smoothed Particle Hydrodynamics ◽  
Slope Failure ◽  
Reduction Method ◽  
Fluid Model ◽  
Bingham Fluid ◽  
Strength Reduction Method ◽  
Sph Method ◽  
Particle Hydrodynamics ◽  
Smoothed Particle

<p>The slope stability analyses using limit equilibrium method (LEM) and finite element method (FEM) are mostly concerned about the factor of safety (FS) value of the slope. LEM cannot predict the soil behaviour after failure, while FEM can only be used to measure the material deformation before failure. Currently the Smoothed Particle Hydrodynamics (SPH) method has begun to be used as an alternative to overcome excess distortion of the mesh in FEM analysis due to post-failure large deformations in slope stability analysis. In this study, the behaviour of soil materials will be modelled as particles using the SPH method with reference to the previous research. The Bingham fluid model is used as a viscoplastic model of the soil material, and the Drucker-Prager soil constitutive model is used to describe the elastic-plastic behaviour of the soil. This modelling algorithm uses the equivalent viscosity of the Bingham fluid model as the initial stress between particles, and it uses the Drucker-Prager criterion with the associated flow rule to describe particle displacement due to slope failure. The soil particles are modelled as cohesive soil with a slope angle to the horizontal axis so that they can be compared with previous studies. The failure pattern is expected to be able to show areas of particles that are not deformed and particles that have collapsed. The FS value of the slope is obtained by the strength reduction method which seeks a non-convergent solution of each reduction in soil strength parameters.</p><p>Keywords: Smoothed Particle Hydrodynamics (SPH); Slope Stability; Bingham Fluid Model; Drucker-Prager Model; Strength Reduction Method</p>

Basic Analysis of Homogenous Slope Stability by Finite Element Method Based on Plaxis

2012 ◽  
Vol 446-449 ◽  
pp. 1838-1841
Author(s):  
Jia Yu Tong Li ◽  
Ke Bin Shi ◽  
Xin Jun Yan
Keyword(s):  
Finite Element Method ◽  
Finite Element ◽  
Slope Stability ◽  
Dynamic Simulation ◽  
Reduction Method ◽  
Reduction Factor ◽  
Strength Reduction ◽  
Strength Reduction Method ◽  
Sliding Surface ◽  
The Moment

This article analyze the slope stability by strength reduction method named Phi-c which supplied by FE software PLAXIS. The reduction factor is suggest to be the safety factor of the slope at the moment when the slope reaches instability, the numerical non-convergence occurs simultaneously. The position of sliding surface and dynamic simulation of instability can be obtain as well. This article has compared the results calculated by other methods Bishop and ABAQUS with difference between 2%-3% which attest to its accuracy and practicability in engineering.

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