Vector limit balance safety coefficient calculation method based on projection direction extreme value

A technology of limit balance and projection direction, applied in design optimization/simulation, electrical digital data processing, instruments, etc., can solve problems such as not considering shear stress, disputes in instability criteria, changing characteristics of deformation plastic stress field, etc., to achieve The effect of large practical application implementation space, elimination of instability criterion, and expansion of practical application scope

Pending Publication Date: 2022-04-01
TAIYUAN UNIV OF TECH
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Problems solved by technology

Problems in the finite element plastic asymptotic method: ①The instability criterion is controversial; ②The sudden change of the displacement of the characteristic point and the connection of the plastic zone must involve human subjective judgment; ③The scope of plastic influence of strength reduction or overload is not limited to the potential slip surface On the contrary, it affects the entire stability research domain and changes the characteristics of the real deformation plastic stress field; ④The convergence accuracy of the plastic iterative calculation is sensitive to the influence of the safety factor
It is difficult to obtain an objective and quantitative safety factor due to the influence of various artificial uncertain factors
The essential problem is: the thinking confusion between the plastic mechanical state of the real stress situation and the virtual concept state of the slip surface limit equilibrium calculation for solving the safety factor
①Zhu Dayong’s normal stress limit equilibrium method on the sliding surface only considers the normal stress of the numerical calculation results as the initial value of the calculation, and does not consider the shear stress
②The finite element stress algebraic sum method has the problem that the algebraic summation of the tangential force at each point of the sliding surface with different directions is contrary to the vector nature of the force, and the essence is that only the magnitude of the force is considered in the numerical summation without considering the effect of the force direction influence
However, the reliability influence of each parameter must be attributed to the anti-sliding stability performance through the functional limit state condition equation, and the limit state equation depends on one of the first three methods, and there are similar problems mentioned above
[0007] At present, all calculation methods for anti-sliding stability of complex sliding surfaces have unsatisfactory defects, which makes engineering calculations have to be compared and analyzed with various methods

Method used

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  • Vector limit balance safety coefficient calculation method based on projection direction extreme value
  • Vector limit balance safety coefficient calculation method based on projection direction extreme value
  • Vector limit balance safety coefficient calculation method based on projection direction extreme value

Examples

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Effect test

Embodiment 1

[0119] The standard slope assessment question EX1(a) is the problem of anti-sliding stability of homogeneous soil slopes (see Chen Zuyu's "Soil Slope Exam Stability Analysis Principles and Procedures" P365-373), and the finite element stress field results use stress space and Mohr Coulomb Based on the Drucker-Prager plasticity criterion of strength 6-pyramid and cone with equal base area, the maximum side length of the unit division of the area affected by anti-sliding stability shall not exceed 0.25m. Given the center x=70.56m, y=53.92m and radius r=28.925m of the most dangerous arc sliding surface of the Bishop’s method, the arc sliding surface is calculated using the broken line surface connected by the turning points of 31 equally divided central angles (model A It can be directly calculated by using the arc surface through the unit point). The self-weight is applied in 10 load increments. The specific slope stability calculation parameters are as follows:

[0120] The s...

Embodiment 2

[0131] The standard slope assessment question EX3(b) is the condition of the given broken line sliding surface of the heterogeneous weak interlayer (see pages 365-373 of "Soil Slope Stability Analysis Principles and Procedures" written by Chen Zuyu), and the finite element stress field results use stress The Drucker-Prager plasticity criterion of space and Mohr-Coulomb intensity 6-pyramid cone with equal base area, the maximum side length of the area unit affected by anti-sliding stability shall not exceed 0.25m. The given sliding surface is divided into 8 segmented polylines for calculation. The self-weight is applied in 10 load increments. The specific slope stability calculation parameters are as follows:

[0132] The slope height is 12.5m, the coordinates of the slope shoulder point (50m, 40m), the slope point coordinates (74.5m, 27.5m), the horizontal weak interlayer is 0.5m below the slope foot and the thickness is 0.5m; the calculation domain of the finite element calc...

Embodiment 3

[0148] The standard slope examination question EX1(c) is a heterogeneous soil slope stability problem (see Chen Zuyu's "Soil Slope Stability Analysis Principles and Procedures" on pages 365-373). The Drucker-Prager plasticity criterion of the Coulomb intensity 6-pyramid and the cone with the same base area, the maximum side length of the area affected by anti-sliding stability shall not exceed 0.25m. Given the center x=65.48m, y=43.44m and radius R=19.111m of the most dangerous arc sliding surface by Bishop’s method, the arc surface is calculated by using 32 segments of polylines (according to the equal division center angle and considering the total of the intersection points of the soil interface 33 breaking points). The self-weight is applied in 10 load increments. The specific slope stability calculation parameters are as follows:

[0149] The slope height is 10m, the coordinates of the slope shoulder point (50m, 35m), the coordinates of the slope foot point (70m, 25m), ...

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Abstract

The invention belongs to the technical field of geotechnical engineering computational mechanics, and relates to a vector limit equilibrium safety coefficient calculation method based on a projection direction extreme value. Comprising a sliding surface stress vector calculation sketch of a projection direction extreme value principle theoretical model, an unbalanced vector limit equilibrium control equation establishment implementation process and limit equilibrium safety coefficient K contribution of sliding surface stress vector imbalance in the projection extreme value direction. The stress state plasticity change safety reserve 1 / lambda contributes from non-collinear imbalance to collinear limit equilibrium condition closeness degree coefficient lambda formed in the vector force acting direction in the vertical direction, and the anti-sliding stability safety degree coefficient of the theoretical model is equal to the product of two potential energy ratio extreme value orthogonal direction contribution factors, namely the safety degree coefficient of the theoretical model; according to the method, restrictions of human experience simplified assumed conditions and human uncertain factors in anti-sliding stability calculation of rock and soil slopes or dam foundations are overcome, and calculation and evaluation of the anti-sliding stability safety degree of the complex slip crack surface become an objective, quantitative and reliable theoretical unified model solution.

Description

technical field [0001] The invention belongs to the theoretical model calculation method of anti-sliding stability analysis in the technical field of geotechnical engineering computational mechanics, and relates to a method for calculating the theoretical safety coefficient of anti-sliding stability based on the non-collinear limit equilibrium anti-sliding stability theory of sliding surface stress synthesis vector based on the principle of projection direction extremum. It can be used for the anti-sliding stability calculation of any rock, soil slope or dam foundation, and is applicable to all geotechnical engineering technical fields involving the calculation and evaluation of anti-sliding stability. Background technique [0002] The anti-sliding stability calculation of slopes and dam foundations has always been an important research content in various fields involved in geotechnical engineering, especially water conservancy and hydropower engineering, railways, highways, ...

Claims

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Application Information

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Patent Type & Authority Applications(China)
IPC IPC(8): G06F30/23G06F119/14
Inventor 孙建生孙正侯爱民
Owner TAIYUAN UNIV OF TECH
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