CN112100859A - Multi-inversion method for shear strength parameters of slope rock-soil mass - Google Patents

Multi-inversion method for shear strength parameters of slope rock-soil mass Download PDF

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CN112100859A
CN112100859A CN202010986182.XA CN202010986182A CN112100859A CN 112100859 A CN112100859 A CN 112100859A CN 202010986182 A CN202010986182 A CN 202010986182A CN 112100859 A CN112100859 A CN 112100859A
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internal friction
slope
rock stratum
friction angle
rock
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王东
宋伟豪
曹兰柱
姜聚宇
李广贺
贾兰
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Liaoning Technical University
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Abstract

A multi-inversion method for shear strength parameters of slope rock-soil mass belongs to the field of open-pit mining. The method comprises the following steps: firstly, determining the cohesive force c and the volume weight gamma of each rock stratum of the slope; drawing up an internal friction angle of the rock stratum A, and continuously changing the internal friction angle of the rock stratum B until the integral stability coefficient of the slope is between 0.98 and 0.99, and marking the internal friction angle of the rock stratum B at the moment; thirdly, obtaining an internal friction angle of the rock stratum B with the integral stability coefficient of the side slope between 1.01 and 1.02 in a synchronous second step mode; fourthly, repeating the second step to obtain a plurality of groups of internal friction angle data of two rock strata which correspond one to one, and drawing a relation curve; fifthly, repeating the step three, similarly obtaining a group of internal friction angle data of two rock stratums which correspond one to one, and drawing a relation curve; and sixthly, the intersection points of the two relation curves are the finally determined internal friction angles of the rock stratum A and the rock stratum B respectively.

Description

Multi-inversion method for shear strength parameters of slope rock-soil mass
Technical Field
The invention belongs to the field of surface mining, and particularly relates to a side slope rock-soil body shear strength parameter multiple inversion method.
Background
The shear strength parameter is data which is essential in the research of the slope problem, but the determination of the shear strength parameter is difficult, and the shear strength parameter is always widely concerned by geotechnical engineering researchers at home and abroad, and the reasonable shear strength parameter plays a key role in the evaluation of the slope stability and the landslide prevention and 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 the landslide, and meanwhile, the method can also be used as a reference for experimental data selection, if no experimental data exists, the method can be directly applied to stability calculation, engineering design and the like, many successful examples at home and abroad are worth reference, but the traditional parameter inversion method is only suitable for the conditions of homogeneity, single sliding surface, landslide model and clear boundary conditions, and when some composite slope stability problems are analyzed, in order to ensure the reliability of selecting the shear strength parameters of the rock-soil mass, the shear strength parameters of the multilayer rock-soil mass need to be inverted at the same time, so that a method capable of inverting a plurality of shear strength parameters at the same time is urgently needed, and the method has great significance for analyzing the slope stability problems.
Disclosure of Invention
Aiming at the defects in the prior art, a residual thrust method in the rigid body limit balance theory is improved based on the rigid body limit balance theory, 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 simultaneously determining a plurality of shear strength parameters.
In order to achieve the 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 according to the stress analysis result of the nth strip. However, the traditional inversion method can only establish an equation according to the existing parameters to solve one unknown shear strength parameter, but cannot simultaneously solve a plurality of unknown parameters. According to the method, the integral stability coefficient of the side slope and the local stability coefficient of the side slope in the limit balance state before the side slope is subjected to landslide are determined by analyzing the mechanical cause of 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 the two unknown parameters can be inverted simultaneously.
In the shear strength parameters, the internal friction angle is difficult to measure in the experiment of rock mechanical parameters and plays a great role in the analysis of slope stability. The method can simultaneously invert two internal friction angles.
The invention discloses a slope rock-soil mass shear strength parameter multiple inversion method, which comprises the following steps:
the method comprises the following steps: determining the cohesive force c and the volume weight gamma of each rock stratum of the slope;
step two: the internal friction angle of the rock stratum A
Figure BDA0002689325950000011
Is intended to be defined as
Figure BDA0002689325950000012
Continuously changing the internal friction angle of the rock stratum B according to an inversion formula of the shear strength parameter
Figure BDA0002689325950000021
Until the internal friction angle of the rock stratum B is marked as the integral stability coefficient Fs of the slope is between 0.98 and 0.99
Figure BDA0002689325950000022
The inversion formula of the shear strength parameter is as follows:
Figure BDA0002689325950000023
in the formula: wnThe weight (Kg) of the nth block is calculated by the volume weight gamma;
Fsis a stability factor;
anthe included angle (DEG) between the bottom edge of the nth block and the horizontal plane;
an-1the included angle (DEG) between the bottom edge of the (n-1) th block and the horizontal plane;
cnthe cohesion (kPa) of the nth block is equal to the rock formation penetrated by the sliding surfaceCohesion;
cn-1the cohesion (kPa) of the (n-1) th block is equal to the cohesion of the formation penetrated by the sliding surface;
lnthe length (m) of the bottom surface of the nth block;
ln-1the length (m) of the bottom surface of the (n-1) th block;
A＝Wn-1sinan-1+Fn-2cos(an-2-an-1)
B＝Wn-1cosan-1+Fn-2sin(an-2-an-1)
Wn-1the weight (Kg) of the (n-1) th block is calculated by the volume weight gamma;
Fn-2residual thrust (N) for the upper bar;
an-2the included angle (DEG) between the bottom edge of the (n-2) th block and the horizontal plane;
step three: using internal friction angle of rock stratum A
Figure BDA0002689325950000024
Continuously changing the internal friction angle of the rock stratum B according to the inversion formula of the shear strength parameter
Figure BDA0002689325950000025
Until the integral stability factor Fs of the slope is between 1.01 and 1.02, the internal friction angle of the rock stratum B is marked
Figure BDA0002689325950000026
Step four: repeating the second step to obtain a plurality of groups which are in one-to-one correspondence and can meet the requirement that the integral stability coefficient Fs of the side slope is between 0.98 and 0.99
Figure BDA0002689325950000027
Data is then plotted
Figure BDA0002689325950000028
And
Figure BDA0002689325950000029
curve of relationship between
Figure BDA00026893259500000210
Step five: repeating the third step to obtain a plurality of groups which can meet the one-to-one correspondence of the slope local stability coefficients Fs between 1.01 and 1.02
Figure BDA00026893259500000211
Data is then plotted
Figure BDA00026893259500000212
And
Figure BDA00026893259500000213
curve of relationship between
Figure BDA00026893259500000214
Step six: curve line
Figure BDA00026893259500000215
And curve
Figure BDA00026893259500000216
Corresponding to an intersection of
Figure BDA00026893259500000217
And
Figure BDA00026893259500000218
i.e., the finally determined internal friction angles of formation a and formation B, respectively (fig. 3).
From FIG. 3, the curves
Figure BDA00026893259500000219
And curve
Figure BDA00026893259500000220
The parameters at the intersection point respectively satisfy the integral stability coefficient and the local stability coefficient of the slope, so that the parameters obtained by inversion have higher reliability and can be used forThe slope stability analysis.
The invention has the beneficial effects that:
the invention is based on the rigid body limit balance theory, improves the residual reasoning method in the rigid body limit balance theory, provides a new inversion method for determining the shear strength parameters, can simultaneously determine a plurality of shear strength parameters by inversion under the condition of determining the landslide mechanical cause, provides a solving process, and makes up the defects of the traditional inversion method.
Drawings
FIG. 1 is a schematic diagram of slope calculation according to the present invention; and F is the horizontal direction load.
FIG. 2 is a force analysis chart of the nth block in the method of the present invention.
FIG. 3 is a graph of multiple inversions of internal friction angles of formation A and formation B in the method of the present invention.
FIG. 4 is a diagram illustrating an inversion result of an internal friction angle when an overall stability coefficient of a slope is between 0.98 and 0.99 according to an embodiment of the present invention;
Figure BDA0002689325950000031
Figure BDA0002689325950000032
Figure BDA0002689325950000033
FIG. 5 shows the inversion result of the internal friction angle when the local stability factor of the slope is between 1.01 and 1.02 in the embodiment of the present invention;
Figure BDA0002689325950000034
Figure BDA0002689325950000035
Figure BDA0002689325950000036
FIG. 6 is a multiple inversion curve of friction angles in mudstone and weak zones according to an embodiment of the present invention.
Detailed Description
Examples
And analyzing the slope stability and the landslide mechanism aiming at the slope where landslide occurs. The formation lithology includes: and in a third system, the mudstone, the coal and the weak layer, rock mass mechanical parameters of main rock stratums of the side slope can be determined by referring to the previous side slope stability research and geological results, but the mudstone and the weak layer rock mass mechanical parameters are not accurate.
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 rear edge rock mass extrudes the lower rock mass to slide along the weak layer under the action of self weight, so that the mechanical cause of the landslide is the pushing type. Therefore, the overall stability of the slope before landslide is 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 mass mechanical parameters of the mudstone and the weak layer, and the specific method comprises the following steps:
the method comprises the following steps: determination of mudstone cohesion C Mudstone26 kPa; weak layer cracking and weak layer cohesion CWeak layer＝0kPa；
Step two: drawing up the internal friction angle of the weak layer
Figure BDA0002689325950000037
Continuously changing the internal friction angle of the mudstone according to an inversion formula of the shear strength parameter
Figure BDA0002689325950000038
Until the overall stability factor F of the slopeSBetween 0.98 and 0.99, equal to 0.98, the internal friction angle of the mudstone is marked
Figure BDA0002689325950000039
Step three: using internal friction angle of weak layer
Figure BDA00026893259500000310
Continuously changing the internal friction angle of the mudstone according to an inversion formula of the shear strength parameter
Figure BDA00026893259500000311
Until the local stability factor F of the slopeSBetween 1.01 and 1.02, equal to 1.02, the internal friction angle of the mudstone is marked
Figure BDA00026893259500000312
Step four: repeating the operation of the second step, and continuously drawing up a new internal friction angle of the weak layer
Figure BDA00026893259500000313
Obtaining a plurality of groups of one-to-one correspondence which can meet the condition that the integral stability factor Fs of the side slope is between 0.98 and 0.99
Figure BDA0002689325950000041
The data, in particular,
Figure BDA0002689325950000042
time of flight
Figure BDA0002689325950000043
Figure BDA0002689325950000044
FS＝0.983，
Figure BDA0002689325950000045
Time of flight
Figure BDA0002689325950000046
FS＝0.984，
Figure BDA0002689325950000047
Time of flight
Figure BDA0002689325950000048
FS0.99; using multiple groups in step two and step four
Figure BDA0002689325950000049
Data rendering
Figure BDA00026893259500000410
And
Figure BDA00026893259500000411
curve of relationship between
Figure BDA00026893259500000412
As shown in fig. 4;
step five: repeating the operation of the third step, and utilizing the new internal friction angle of the weak layer
Figure BDA00026893259500000413
Obtaining a plurality of groups of one-to-one correspondence which can meet the condition that the local stability factor Fs of the side slope is between 1.01 and 1.02
Figure BDA00026893259500000414
The data, in particular,
Figure BDA00026893259500000415
time of flight
Figure BDA00026893259500000416
FS＝1.19，
Figure BDA00026893259500000417
Time of flight
Figure BDA00026893259500000418
FS＝1.016，
Figure BDA00026893259500000419
Time of flight
Figure BDA00026893259500000420
FS1.018; using the multiple groups in the third step and the fifth step
Figure BDA00026893259500000421
Data rendering
Figure BDA00026893259500000422
Curve of relationship between
Figure BDA00026893259500000423
As shown in fig. 5;
step six: curve line
Figure BDA00026893259500000424
And curve
Figure BDA00026893259500000425
Corresponding to an intersection of
Figure BDA00026893259500000426
And
Figure BDA00026893259500000427
the values are finally determined internal friction angles of the weak layer and the mudstone respectively
Figure BDA00026893259500000428
The way the two curves cross is shown in fig. 6.

Claims (1)

1. A slope rock-soil mass shear strength parameter multiple inversion method is characterized by comprising the following steps:
the method comprises the following steps: determining the cohesive force c and the volume weight gamma of each rock stratum of the slope;
step two: the internal friction angle of the rock stratum A
Figure FDA0002689325940000011
Is intended to be defined as
Figure FDA0002689325940000012
Continuously changing the internal friction angle of the rock stratum B according to an inversion formula of the shear strength parameter
Figure FDA0002689325940000013
Until the internal friction angle mark of the rock stratum B is marked when the integral stability factor Fs of the side slope is between 0.98 and 0.99Is composed of
Figure FDA0002689325940000014
The inversion formula of the shear strength parameter is as follows:
Figure FDA0002689325940000015
in the formula: wnThe weight (Kg) of the nth block is calculated by the volume weight gamma;
Fsis a stability factor;
anthe included angle (DEG) between the bottom edge of the nth block and the horizontal plane;
an-1the included angle (DEG) between the bottom edge of the (n-1) th block and the horizontal plane;
cnthe cohesion (kPa) of the nth piece is equal to the cohesion of the formation penetrated by the sliding surface;
cn-1the cohesion (kPa) of the (n-1) th block is equal to the cohesion of the formation penetrated by the sliding surface;
lnthe length (m) of the bottom surface of the nth block;
ln-1the length (m) of the bottom surface of the (n-1) th block;
A＝Wn-1sinan-1+Fn-2cos(an-2-an-1)
B＝Wn-1cosan-1+Fn-2sin(an-2-an-1)
Wn-1the weight (Kg) of the (n-1) th block is calculated by the volume weight gamma;
Fn-2residual thrust (N) for the upper bar;
an-2the included angle (DEG) between the bottom edge of the (n-2) th block and the horizontal plane;
step three: using internal friction angle of rock stratum A
Figure FDA0002689325940000016
Continuously changing the internal friction angle of the rock stratum B according to the inversion formula of the shear strength parameter
Figure FDA0002689325940000017
Until the integral stability factor Fs of the slope is between 1.01 and 1.02, the internal friction angle of the rock stratum B is marked
Figure FDA0002689325940000018
Step four: repeating the second step to obtain a plurality of groups which are in one-to-one correspondence and can meet the requirement that the integral stability coefficient Fs of the side slope is between 0.98 and 0.99
Figure FDA0002689325940000019
Data is then plotted
Figure FDA00026893259400000110
And
Figure FDA00026893259400000111
curve of relationship between
Figure FDA00026893259400000112
Step five: repeating the third step to obtain a plurality of groups which can meet the one-to-one correspondence of the slope local stability coefficients Fs between 1.01 and 1.02
Figure FDA00026893259400000113
Data is then plotted
Figure FDA00026893259400000114
And
Figure FDA00026893259400000115
curve of relationship between
Figure FDA00026893259400000116
Step six: curve line
Figure FDA00026893259400000117
And curve
Figure FDA00026893259400000118
Corresponding to an intersection of
Figure FDA00026893259400000119
And
Figure FDA00026893259400000120
i.e., the finally determined internal friction angles of formation a and formation B, respectively.
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Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113408150A (en) * 2021-07-16 2021-09-17 中南大学 Parameter inversion method and system for geotechnical engineering random process
CN116244813A (en) * 2023-05-11 2023-06-09 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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Publication number Priority date Publication date Assignee Title
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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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