CN112100859B - Multiple inversion method for shear strength parameters of slope rock and soil mass - Google Patents
Multiple inversion method for shear strength parameters of slope rock and soil mass Download PDFInfo
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Abstract
A multiple inversion method for shear strength parameters of a slope rock-soil body belongs to the field of surface mining. The method comprises the following steps: 1. determining cohesion c and volume weight gamma of each rock stratum of the side slope; 2. the internal friction angle of the rock stratum A is planned, the internal friction angle of the rock stratum B is continuously changed until the integral stability coefficient of the side slope is between 0.98 and 0.99, and the internal friction angle of the rock stratum B at the moment is marked; 3. obtaining an internal friction angle of the rock stratum B with the overall stability coefficient of the side slope between 1.01 and 1.02 in the same way as the step two; 4. repeating the second step to obtain multiple groups of internal friction angle data of two rock formations in one-to-one correspondence, and drawing a relation curve; 5. repeating the third step to obtain a group of one-to-one internal friction angle data of two rock strata, and drawing a relation curve; 6. the intersection pairs of the two relationship curves are the finally determined internal friction angles of the rock stratum A and the rock stratum B respectively.
Description
Technical Field
The invention belongs to the field of surface mining, and particularly relates to a slope rock-soil body shear strength parameter multiple inversion method.
Background
The shear strength parameter is indispensable data in the research of side slope problems, but the determination of the shear strength parameter is difficult, and the shear strength parameter is always widely focused by geotechnical engineering researchers at home and abroad, and the reasonable shear strength parameter plays a key role in the evaluation of side slope stability and landslide control engineering. The shear strength parameter inversion method is a common method for obtaining the data at present, the method is an inverse process of landslide stability calculation, the obtained parameters are more in line with the deformation condition of landslide, meanwhile, the method can be used as a reference for experimental data selection, if experimental data are not available, the method can be directly applied to stability calculation, engineering design and the like, a plurality of successful examples at home and abroad are worth referring, but the traditional parameter inversion method is only suitable for homogenizing, single sliding surface and is a condition that landslide models and boundary conditions are clear, and in order to ensure the reliability of selecting the shear strength parameters of a rock-soil body when analyzing the stability problem of certain composite type landslide, the shear strength parameters of a plurality of layers of rock-soil bodies need to be inverted at the same time, so that the method for inverting the shear strength parameters of the multi-layer rock-soil body is urgently needed.
Disclosure of Invention
Aiming at the defects of the prior art, based on the rigid body limit balance theory, the residual thrust method in the rigid body limit balance theory is improved, a novel inversion method for determining a plurality of shear strength parameters is provided, and a novel scientific means is provided for solving the problem of determining a plurality of shear strength parameters simultaneously.
In order to achieve the above purpose, the technical scheme adopted by the invention is as follows:
in the residual thrust method, the slope is divided into a plurality of strips (figure 1), the nth strip is subjected to stress analysis (figure 2), and the stability coefficient of the slope is calculated through the stress analysis result of the nth strip. The traditional inversion method can only establish an equation according to the existing parameters to solve an unknown shear strength parameter, but cannot solve a plurality of unknown parameters at the same time. According to the invention, by analyzing the mechanical cause of the landslide, the integral stability coefficient of the side slope and the local stability coefficient of the side slope are determined when the side slope is in a limit balance state before the side slope is in the landslide, and two equations containing unknown shear strength parameters can be established according to the two stability coefficients and the existing parameters, so that two unknown parameters can be inverted simultaneously.
Among shear strength parameters, the internal friction angle is difficult to determine in rock mass mechanical parameter experiments and plays a great role in slope stability analysis. The method can invert two internal friction angles simultaneously.
The invention relates to a multiple inversion method for shear strength parameters of a side slope rock-soil body, which comprises the following steps:
step one: determining cohesion c and volume weight gamma of each rock stratum of the side slope;
step two: internal friction angle of formation AIs formulated as +.>Continuously changing the internal friction angle of the rock stratum B according to an inversion formula of the shear strength parameter>Until the internal friction angle of the rock stratum B is marked as +.about.when the global stability coefficient Fs of the side slope is between 0.98 and 0.99>The inversion formula of the shear strength parameter is as follows:
wherein: w (W) n The weight (Kg) of the nth block is calculated by the volume weight gamma;
F s is a stability factor;
a n an included angle (DEG) between the bottom edge of the nth block and the horizontal;
a n-1 an included angle (DEG) between the bottom edge of the nth-1 block and the horizontal;
c n cohesion (kPa) for the nth block, equal to the formation cohesion through which the sliding surface passes;
c n-1 cohesion (kPa) for the n-1 th bar, equal to the formation cohesion through which the sliding surface passes;
l n a bottom surface length (m) of the nth block;
l n-1 the bottom surface length (m) of the nth-1 block;
A＝W n-1 sina n-1 +F n-2 cos(a n-2 -a n-1 )
B＝W n-1 cosa n-1 +F n-2 sin(a n-2 -a n-1 )
W n-1 the weight (Kg) of the nth-1 block is calculated by the volume weight gamma;
F n-2 residual thrust (N) for the upper bar;
a n-2 an included angle (DEG) between the bottom edge of the nth-2 bar and the horizontal;
step three: by internal friction angle of formation AContinuously changing the internal friction angle ++of the rock formation B according to the inversion formula of the shear strength parameter>Until the internal friction angle of the rock stratum B is marked as +.about.when the global stability coefficient Fs of the side slope is between 1.01 and 1.02>
Step four: repeating the second step to obtain a plurality of groups of one-to-one correspondence which can meet the requirement that the integral stability coefficient Fs of the side slope is between 0.98 and 0.99Data, then draw ∈>And->Relation between->
Step five: repeating the third step to obtain a plurality of groups of one-to-one correspondence which can meet the requirement that the local stability coefficient Fs of the side slope is between 1.01 and 1.02Data, then draw ∈>And->Relation between->
Step six: curve of curveAnd curve->Corresponding to the crossing point of->And->I.e., the finally determined internal friction angles of formation a and formation B, respectively (fig. 3).
As can be seen from FIG. 3, the curveAnd curve->The parameters at the intersection point respectively meet the overall stability coefficient and the local stability coefficient of the slope, so that the inverted parameters have higher reliability and can be used for analyzing the stability of the slope.
The invention has the beneficial effects that:
the invention improves the residual reasoning method in the rigid body limit balance theory based on the rigid body limit balance theory, provides a novel inversion method for determining the shear strength parameters, can simultaneously invert and determine a plurality of shear strength parameters under the condition of defining the landslide mechanical cause, provides a solving process, and overcomes the defects of the traditional inversion method.
Drawings
FIG. 1 is a simplified side slope calculation; f is the horizontal load.
FIG. 2 is a graph showing the stress analysis of the nth block in the method of the present invention.
FIG. 3 shows multiple inversion curves of the internal friction angles of the rock stratum A and the rock stratum B in the method of the invention.
FIG. 4 shows inversion results of internal friction angles when the overall stability coefficient of the side slope is between 0.98 and 0.99 in the embodiment of the invention;
FIG. 5 shows inversion results of internal friction angles when the local stability coefficient of the side slope is between 1.01 and 1.02 in the embodiment of the invention;
FIG. 6 shows multiple inversion curves of mudstone and weak layer internal friction angle in an embodiment of the invention.
Detailed Description
Examples
And analyzing the slope stability and the landslide mechanism of the slope of the landslide in a certain place. The formation lithology includes: the rock mechanical parameters of the main rock stratum of the side slope can be determined by referring to the prior side slope stability study and geological achievements, but the rock mechanical parameters of the mudstone and the weak layer rock are inaccurate.
According to the position of the collapse zone and the form of the weak layer, the inclination angle of the weak layer at the rear edge of the sliding body is larger, the front edge is smaller, and the sliding of the rear edge rock body along the weak layer under the action of dead weight extrudes the lower rock body, which is the mechanical cause of the sliding, namely the type of the mechanical cause mechanism of the sliding should be push type. Therefore, the overall stability of the slope before landslide should be smaller than the local stability of the slope at the front edge, and the basic principle of the parameter multiple inversion method is met. Therefore, the shear strength parameter multiple inversion method can be adopted to calculate the rock mechanical parameters of mudstones and weak layers, and the specific method comprises the following steps:
step one: determination of mudstone cohesion C Mudstone =26 kPa; weak layer crack and weak layer cohesion C Weak layer ＝0kPa；
Step two: the internal friction angle of the weak layer is formulatedContinuously changing the internal friction angle of mudstone according to an inversion formula of the shear strength parameter>Up to the global stability factor F of the side slope S Between 0.98 and 0.99, equal to 0.98, the internal friction angle of mudstone at this time is marked as +.>
Step three: by using the internal friction angle of the weak layerContinuously changing the internal friction angle of mudstone according to an inversion formula of the shear strength parameter>Up to the local stability factor F of the side slope S Between 1.01 and 1.02, equal to 1.02, the internal friction angle of mudstone is marked as +.>
Step four: repeating the second operation to continuously determine new weak layer internal friction angleCan meet the overall stability of the side slopeA plurality of groups of one-to-one correspondence ++F with constant coefficient Fs between 0.98 and 0.99>Data, in particular->Time-> F S ＝0.983，/>Time->F S ＝0.984，/>Time->F S =0.99; use step two and the multiple groups in this step four ∈>Data drawing->And->Relationship betweenAs shown in fig. 4;
step five: repeating the operation of the third step to utilize the new weak layer internal friction angleObtaining a plurality of groups of one-to-one correspondence ++ ∈of the local stability coefficient Fs of the side slope between 1.01 and 1.02>Data, in particular->Time of dayF S ＝1.19，/>Time->F S ＝1.016，/>Time->F S =1.018; use of multiple groups of step III and step V>Data drawing->Relationship betweenAs shown in fig. 5;
step six: curve of curveAnd curve->Corresponding to the crossing point of->And->The values, i.e. the finally determined internal friction angle of the weak layer and the mudstone, are +.>The two curves cross in the manner shown in fig. 6.
Claims (1)
1. The method for multiple inversion of the shear strength parameters of the slope rock and soil mass is characterized by comprising the following steps of:
step one: determining cohesion c and volume weight gamma of each rock stratum of the side slope;
step two: internal friction angle of formation AIs formulated as +.>Continuously changing the internal friction angle of the rock stratum B according to an inversion formula of the shear strength parameter>Until the internal friction angle of the rock stratum B is marked as +.about.when the global stability coefficient Fs of the side slope is between 0.98 and 0.99>The inversion formula of the shear strength parameter is as follows:
wherein: w (W) n Calculated from the volume weight gamma for the nth block weightTo (3) the point;
F s is a stability factor;
a n an included angle between the bottom edge of the nth block and the horizontal;
a n-1 the included angle between the bottom edge of the nth-1 block and the horizontal is the n-1 block;
c n the cohesion of the nth block is equal to the cohesion of the rock stratum penetrated by the sliding surface;
c n-1 the cohesion of the n-1 th bar is equal to the cohesion of the rock stratum penetrated by the sliding surface;
l n the bottom surface length of the nth block;
l n-1 the bottom surface length of the nth-1 block;
A＝W n-1 sina n-1 +F n-2 cos(a n-2 -a n-1 )
B＝W n-1 cosa n-1 +F n-2 sin(a n-2 -a n-1 )
W n-1 the weight of the n-1 th block is calculated by volume weight gamma;
F n-2 residual thrust for the upper bar;
a n-2 the included angle between the bottom edge of the nth-2 block and the horizontal angle is the n-th block;
step three: by internal friction angle of formation AContinuously changing the internal friction angle ++of the rock formation B according to the inversion formula of the shear strength parameter>Until the internal friction angle of the rock stratum B is marked as +.about.when the global stability coefficient Fs of the side slope is between 1.01 and 1.02>
Step four: repeating the second step to obtain a plurality of groups of one-to-one correspondence which can meet the requirement that the integral stability coefficient Fs of the side slope is between 0.98 and 0.99Data, then draw ∈>And->Relation between->
Step five: repeating the third step to obtain a plurality of groups of one-to-one correspondence which can meet the requirement that the local stability coefficient Fs of the side slope is between 1.01 and 1.02Data, then draw ∈>And->Relation between->
Step six: curve of curveAnd curve->Corresponding to the crossing point of->And->I.e., the finally determined internal friction angles of formation a and formation B, respectively.
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| CN113408150A (en) * | 2021-07-16 | 2021-09-17 | 中南大学 | Parameter inversion method and system for geotechnical engineering random process |
| CN116244813B (en) * | 2023-05-11 | 2023-07-18 | 中国铁路设计集团有限公司 | Soil body strength parameter inversion method based on sounding technology |
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| RU2034147C1 (en) * | 1992-05-15 | 1995-04-30 | Александр Яковлевич Егоров | Method for field determination of shear strength parameters of rocks in rock mass |
| CN109299562A (en) * | 2018-10-12 | 2019-02-01 | 中国电建集团西北勘测设计研究院有限公司 | A kind of ancient slide sliding surface Comprehensive Shear Strength metric history inversion method |
| CN109726444A (en) * | 2018-12-07 | 2019-05-07 | 青岛理工大学 | Inversion determination method for rainfall type landslide shear strength parameter |
| CN109800473A (en) * | 2018-12-26 | 2019-05-24 | 武汉大学 | Rock mechanical parameters inversion method based on differential evolution method |
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| CN105675409B (en) * | 2016-03-31 | 2019-02-01 | 中国电建集团华东勘测设计研究院有限公司 | Integral type rock mass discontinuity direct shear apparatus and direct shear test method |
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Patent Citations (4)
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| RU2034147C1 (en) * | 1992-05-15 | 1995-04-30 | Александр Яковлевич Егоров | Method for field determination of shear strength parameters of rocks in rock mass |
| CN109299562A (en) * | 2018-10-12 | 2019-02-01 | 中国电建集团西北勘测设计研究院有限公司 | A kind of ancient slide sliding surface Comprehensive Shear Strength metric history inversion method |
| CN109726444A (en) * | 2018-12-07 | 2019-05-07 | 青岛理工大学 | Inversion determination method for rainfall type landslide shear strength parameter |
| CN109800473A (en) * | 2018-12-26 | 2019-05-24 | 武汉大学 | Rock mechanical parameters inversion method based on differential evolution method |
Non-Patent Citations (1)
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| 扎哈淖尔露天煤矿南帮压煤回采边坡稳定性分析;曹兰柱;王珍;王东;宋子岭;白继元;;安全与环境学报(第01期);全文 * |
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