CN110851983A - Novel method for searching large-range unstable fracture dislocation surface of stope in complex environment - Google Patents
Novel method for searching large-range unstable fracture dislocation surface of stope in complex environment Download PDFInfo
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Abstract
The invention discloses a novel method for searching a stope large-range unstable fracture dislocation surface in a complex environment, which takes the maximum shear strain increment in numerical analysis as a criterion (combined with a stress-displacement result), and searches the position of the maximum value coordinate of the maximum shear strain increment in a series of vertical line directions arranged in a section before numerical calculation by compiling a FISH language program. And carrying out linear fitting on the coordinates of each discrete point by using an improved least square method to obtain the two-dimensional form and position of the fractured staggered surface, finally outputting and storing the coordinates of the form and position of the fractured staggered surface into a TXT text format, and automatically obtaining the form of the three-dimensional fractured staggered surface by Sigmaplot drawing software. The method provided by the invention directly searches through programming by combining the results obtained by a numerical analysis method, does not relate to the problem of convergence speed or precocity, has high precision of the obtained results, and can provide a theoretical basis for later stope grouting reinforcement and stope mining, and the final fracture dislocation surface is in a three-dimensional form.
Description
Technical Field
The invention relates to a novel method for searching a large-range unstable fracture dislocation surface of a stope in a complex environment.
Background
In order to meet the dependence of economic construction of China on mineral resources, the mining of the mineral resources needs to extend towards deep parts, and un-mined resources left in the mining process of mines need to be fully recovered, particularly, because of the unreasonable design of mining (filling method mining) of ores with high quality caused by unstable collapse, the stability of surrounding rocks of the stope is often poor, the environment is very complex, and the mining of a stope in one region is influenced, so that new requirements on the aspect of mining safety are provided. For the mining of such mineral resources, the mechanism of the destabilization collapse caused by the previous mining is firstly analyzed, and one of the most critical steps is to determine the fracture fault plane in the destabilization collapse area.
The mining field surrounding rock environment condition is good, and the unstable collapse range is not very large. The subsequent work content can be preliminarily determined only by roughly calculating the dislocation fracture boundary line by adopting an empirical formula or by adopting a drilling mode, but when the mining condition is poor, the prior empirical formula is not applicable any more, and the mode of drilling detection is unrealistic and high in cost. Therefore, an accurate three-dimensional geological model needs to be established, and a numerical analysis method is a currently feasible method for analysis. However, the visual stope instability fault plane cannot be obtained only by adopting a numerical analysis method.
At present, the search algorithms for the glide plane of the open air slope are more in China, but because the instability collapse mechanisms of the open air slope and an underground stope are obviously different (the open air slope has at least one empty surface), the algorithms are simply introduced and are not suitable, and the related search algorithms are only calculated by programming with an internal observation angle or cohesive force and are far away from the complex environment conditions of the site.
Disclosure of Invention
The invention provides a novel method for searching a large-range unstable fracture faulted surface of a stope in a complex environment, aiming at solving the technical problems that the traditional search algorithm relates to convergence speed, precocity and the like, and the judgment applicability of the unstable collapse fault surface of an underground mine under the complex environment condition is not strong, and the calculation accuracy is poor.
In order to achieve the technical purpose, the technical scheme of the invention is that,
a new method for searching a stope large-range unstable fracture dislocation surface in a complex environment comprises the following steps:
and 4, drawing to obtain the three-dimensional fracture dislocation surface form according to the two-dimensional form and the position of the fracture dislocation surface.
In the step 1, when a three-dimensional numerical analysis model is constructed, material parameter assignment, grid division, boundary condition application, initial ground stress generation and numerical calculation analysis are completed simultaneously.
In the step 2, before searching the position of the maximum coordinate of the maximum shear strain increment, whether the range of the collapse area enters the ultimate balance state is judged based on the ratio of the maximum unbalanced force to the internal force, when the ratio is smaller than a preset threshold value, the range of the collapse area is considered to enter the ultimate balance state, the position of the maximum coordinate of the maximum shear strain increment is searched, otherwise, the vertical displacement and the minimum main stress are continuously monitored, and whether the range of the collapse area enters the ultimate balance state is judged again according to new monitoring data.
In the step 2, a series of vertical lines are arranged in the section of the three-dimensional numerical analysis model and are formed by discretizing the ore rock mass in the range of the collapse area.
In the new method for searching the large-range unstable fracture dislocation surface of the stope in the complex environment, in the step 2, the maximum shear strain increment is calculated by the following formula:
wherein
Displacement in the direction of the unit 1 st node i;
the normal vector of one surface of the tetrahedron corresponding to the 1 st node of the unit;
is the area of one surface in the tetrahedron corresponding to the 1 st node. I.e., the node displacement of the cell during the dt period determines the magnitude of the displacement increment of the strain increment during a time step.
In the step 3, the linear fitting of each discrete coordinate by the least square method includes the following steps:
taking the three-dimensional coordinate of the maximum shear strain increment as xkAnd y1Then the form of the fitted curve is:
selecting a set of linearly independent basis functions as
{φl(x),l＝0,1,2,...,n}
And:
ψl＝(ψl(x0),ψl(x1),ψ2(x0),...,ψl(xm),)T,(l＝0,1,2,...,n)
in the formula: p ═ y (x)0),y(x1),y(x2),...,y(xm))T
Search 1 set using the least squares principle:
so that the value in the above equation is minimized, then
(P*-y,P*-y)＝min(P-y,P-y)
Fitting coefficients of a curve equation to satisfy a fitted curve vector a*The following equation is used to obtain:
ETEa*＝ETy
wherein:
finding the vector a*Then, the fitting function y is obtained*(x)。
The method has the technical effects that the position of the maximum value coordinate of the maximum shear strain increment in a series of vertical line directions arranged in a section before numerical calculation is searched by taking the maximum shear strain increment in numerical analysis as a criterion (combining a stress-displacement result) and compiling a FISH language program. And carrying out linear fitting on the coordinates of each discrete point by using an improved least square method to obtain the two-dimensional form and position of the fractured staggered surface, finally outputting and storing the coordinates of the form and position of the fractured staggered surface into a TXT text format, and automatically obtaining the form of the three-dimensional fractured staggered surface by Sigmaplot drawing software. The method provided by the invention directly searches through programming by combining the results obtained by a numerical analysis method, does not relate to the problem of convergence speed or precocity, has high precision of the obtained results, and can provide a theoretical basis for later stope grouting reinforcement and stope mining, and the final fracture dislocation surface is in a three-dimensional form.
Drawings
FIG. 1 is a schematic diagram of a three-dimensional numerical model;
FIG. 2 is a schematic diagram illustrating the variation of vertical displacement of the bottom end of an ore body;
FIG. 3 is a schematic view of monitoring the minimum principal stress at the bottom end of an ore body;
FIG. 4 is a plastic area distribution of a mining instability collapsed region;
FIG. 5 is a cloud of maximum shear strain increments;
FIG. 6 is a flow chart of a glide plane search;
FIG. 7 is a schematic view of the plastic region penetration influence range in the collapsed region;
FIG. 8 is a three-dimensional spatial configuration diagram of a slip plane;
fig. 9 is a schematic view of the final slip plane in the collapse zone.
Detailed Description
In actual production, the unstable collapse of the ore rock occurs under the background of certain geological conditions and mining factors, and effective judgment is made, and numerical simulation can economically and reasonably provide the possibility. The embodiment specifically analyzes the actual situation of main ore body collapse caused by the instability of the Sh-320 middle section of the minite due to stope collapse, and because the environment in the collapse area range is very complex, a three-dimensional numerical analysis model is constructed according to the acquired physical and mechanical property parameters of the ore rocks, the influence of the collapse of the stope on peripheral stopes is analyzed through the distribution conditions of stress, displacement, a plastic area, shear strain increment and the like, the distribution rules of the stress and the displacement of the ore rocks and the filling bodies in the collapse area range are further revealed, the collapse influence range is determined, and technical support is provided for the subsequent filling grouting reinforcement and the safe mining research of the main ore body stope.
In order to further reveal the mining collapse mechanical state, analyze and calculate the unstable collapse range and the position of a slip surface, a three-dimensional numerical analysis model shown in figure 1 is constructed according to the main ore body mining state diagram, and material parameter assignment, grid division, boundary condition application, initial stress generation, numerical calculation analysis and the like are completed. The vertical displacement and the minimum principal stress in the range of the collapse area are monitored by arranging monitoring points, the arrangement of the specific monitoring points is shown in the following table 1, and the corresponding vertical displacement and the minimum principal stress value are shown in fig. 2 and fig. 3.
TABLE 1 arrangement of monitoring points during recovery
As can be seen from fig. 2 and 3, the closer to the central position of the collapse zone, the greater the displacement and the greater the minimum principal stress. The maximum value is reached at the middle position of the collapse area, which shows that the safety state of the ore body at the upper part of the goaf of the 0# stope is the worst.
Plastic zone analysis:
after the underground dead zone is excavated, the ore rock mass can be damaged, and the damage of the ore rock mass is represented by the size of the plastic zone of the ore rock mass. Fig. 4 is a plastic zone distribution diagram formed after excavation of a 0# stope is completed, and it can be seen from the diagram that the plastic zone distribution range is wide, a shear and tensile damage plastic zone exists, a roof of a goaf mainly shows shear damage, two sides of the goaf play a role in shearing and tensile damage together, and the plastic zones of the roof and the two sides of the goaf expand to extend towards peripheral adjacent stopes and are communicated with each other, so that large-scale instability damage of the goaf is caused. Therefore, it can be known that under the condition that the filling bodies on the two sides of the goaf are transversely pulled, the rib spalling and the collapse are generated, and the roof is also subjected to the caving to different degrees, so that the large-range instability damage of the whole goaf is finally caused.
A method for searching potential slip planes in a limit state is proposed based on the FLAC3D combined strength reduction method theory. Because the mixed discrete method is adopted to simulate the plastic damage and the flow, the method is more accurate and reasonable compared with the finite element method. If a dynamic motion equation is adopted to simulate a static system, the obstacle of numerical calculation is still difficult to avoid when the unstable process is processed.
From the results of numerical analysis of the plastic fracture slip surface, although an approximate range of the slip surface can be obtained, an accurate slip surface position cannot be determined.
Whereas the shear strain increment is taken as a physical quantity related to the node displacement, a larger shear strain increment will occur on the shear failure plane in the numerical analysis result of FLAC 3D. The research results of the relevant scholars prove that in the search for critical slip planes, the position of the maximum shear strain increment should be determined first. Namely: in the vertical direction, a slip plane can be formed after connecting the lines on the grid at the position where the maximum shear strain increment is positioned.
Based on the analysis, the method for determining the slip plane by searching the part with the largest shear strain increment in the vertical direction in the limit state is provided, and the principle and the specific implementation steps of the method are provided.
Definition of safety factor S: the shear strength along the slip plane is represented by the following equation (1) to its true shear stress ratio:
wherein: s is a safety factor; c is cohesive force; sigma0Is a positive stress;
is an internal friction angle; tau is0Is a shear stress; d is water of glide planeThe flat width is in the limit state when D takes 1.
Relative cohesive force c and internal friction angle
And (3) synchronous reduction, taking the reduction coefficient in the limit state as a safety coefficient, and then expressing the strength parameter of the ore rock mass by the following formulas (2) and (3).
After a series of numerical test operations, a safety coefficient S for enabling the three-dimensional model to reach a limit balance state can be obtainediI.e. by
Wherein: siThe intensity of the numerical test operation is reduced by a factor.
The difference between the finite difference intensity reduction method and the traditional limit balance method can be mainly expressed in the following two aspects:
(1) the finite difference intensity reduction method does not assume the specific form of the slip surface in advance, and when the plastic area in the collapse area is not a curve but an area in the limit state, a method is required to be found for judging the form of the slip surface.
(2) The limit states are defined differently, and the finite difference intensity reduction method does not assume a slip plane in advance, so the limit states share the following criteria:
① when the numerical calculation converges, it can be concluded that it is in a state of extreme equilibrium;
② when the plastic region is right through, it can be concluded that it is in the limit equilibrium state;
③, when the monitoring point arranged in the collapse area is displaced greatly, it can be concluded that it is in the extreme balance state.
Two key technical problems to be solved by adopting a numerical analysis method are as follows:
(1) inference principles and criteria for extreme equilibrium states;
(2) inference principles and criteria for glide plane position and morphology.
1) Judgment standard of limit equilibrium state
As can be seen from the above, although there are three criteria for determining the limit state by the finite difference intensity reduction method, the results obtained by the respective criteria are slightly different according to the research results. From the perspective of engineering application, it is more convenient and reasonable to select whether the calculation result converges as the judgment standard of the ultimate equilibrium state, i.e. by the ratio F of the maximum unbalanced force to the internal force0To determine, usually take < 10-3It is considered to converge.
2) Determination of slip plane position
The ore rock mass in the range of the collapse area is discretized to be composed of a series of vertical lines, and the ore rock mass on the slip surface is obviously in a plastic state by the definition of the limit state. The cells entering the plastic state are all the locations where the slip plane will pass. From the plastic region in fig. 4, it can be seen that: on any vertical line, multiple cells have reached plastic state, where the maximum increase in shear strain is chosen as the criterion.
The tensor of the strain increment is a physical quantity related to the node displacement, and the component of the tetrahedral unit in the model is calculated as the following formula within infinite short time dt
In the formula:
displacement in the direction of the unit 1 st node i;the normal vector of one surface of the tetrahedron corresponding to the 1 st node of the unit;
is the area of one surface in the tetrahedron corresponding to the 1 st node. Namely: during the dt period, the nodal displacement of the cell determines the magnitude of the displacement increment of the strain increment over a time step.
When the ore rock body is subjected to shear failure, large shear deformation can be generated on the failure surface, namely, when the ore rock body is in an extreme state, the portion with the largest shear strain increment is also most prone to be subjected to failure deformation compared with other positions. According to the analysis, the physical significance of the maximum shear strain increment is clear, and the maximum shear strain increment is reasonably and feasible to be selected as the criterion for determining the slip plane. The sliding surface on each vertical line is connected together, and the specific morphological characteristics of the sliding surface can be achieved.
3) Slip plane search method
Because finite difference numerical software has limitation, all the stress and strain results of the unit body are numerical values of the middle point of the unit body, which are not consistent with the actual situation, and necessary smoothing treatment is needed.
The least square method is adopted to carry out fitting processing on the curve, the slip surface with the original form fluctuation can be smoothly processed, and the three-dimensional coordinate of the maximum shear strain increment is assumed to be xkAnd y1Then the form of the fitted curve is:
selecting a set of linearly independent basis functions as
{φl(x),l＝0,1,2,...,n}
And record
ψl＝(ψl(x0),ψl(x1),ψ2(x0),...,ψl(xm),)T,(l＝0,1,2,...,n) (8)
In the formula: p ═ y (x)0),y(x1),y(x2),...,y(xm))T(10)
(P*-y,P*-y)＝min(P-y,P-y) (11)
The coefficients of the fitting curve formula need to satisfy the vector a of equation (7) above*A and a*Can be obtained by the following formula:
ETEa*＝ETy (13)
wherein:
finding the vector a*Then, the fitting function y can be obtained*(x)。
Based on the intensity reduction method, the internal stress and the deformation state in the collapse area range are calculated by using finite difference numerical software. FIG. 5 is a cloud diagram of maximum shear strain increment and a cloud diagram of velocity vectors at extreme conditions. It can be seen that the velocity vector is also larger at locations where the shear strain increment is larger, and shows more prominent boundaries.
The concrete search method of the slip surface is as follows:
(1) and judging the through state of the plastic region by utilizing the stress and strain data output by the software.
(2) Laying a vertical line along the horizontal direction, calling FISH language to search the coordinate position (x) where the maximum shearing strain increment appearsk,y1) And (i ═ 1,2,3,. and, n), n is the number of discrete points and is stored as txt text.
The finite difference numerical software can obtain the maximum shear strain increment of the center in the unit body, and smooth the curve on the slip surface to obtain the smooth curve of the slip surface in the collapse area.
According to the mining instability slip surface searching method, the influence range and the three-dimensional space form of a mining collapse area can be defined, and the specific method is as follows:
(1) calculating the stress and strain of the mining instability collapse area in the limit state by using the FLAC3D in the last node, and setting a series of vertical lines in the calculation section;
(2) and compiling a FISH language program, searching the position of the maximum coordinate of the shear strain increment on the vertical line, acquiring the coordinates of discrete points on the slip surface, and fitting the coordinates of the discrete points by a least square method to obtain the shape and the position of the slip surface.
(3) And (4) storing the coordinate output of the slip surface shape and the position as a txt format, and then generating a three-dimensional slip surface by sigmaplot software.
The smooth curve of the slip surface of the collapse area searched by the method is shown in fig. 7.
The three-dimensional spatial morphology of the slip plane generated by sigmalot software is shown in fig. 8.
By combining the above analysis, the final slip plane in the collapse area is reflected on the CAD sectional view as shown in fig. 9. Namely: the goaf of the 0# stope is collapsed to cause the upper ore body of the 0# stope, N0-1#, N1-2#, S0-1# and S0-1# minus-1 stopes to be positioned above the slip surface of the collapsed area, and the S1-2# stope is positioned at the edge of the collapsed area, and the area can be divided into dangerous sections, so that the dangerous sections can be determined as the influence range of the collapsed area, and the resources in the influence range are hidden danger resources.
At present, unexplored main ore body resources of the collapse area of the kou lead-zinc ore are mainly distributed in the Sh-280 middle section, uniform mining planning is not performed so far, the ore amount of hidden danger resources in the collapse area is calculated to be 474397t according to the influence range of the collapse area obtained through numerical analysis and mine finishing data, and specific conditions are shown in Table 2.
Because the ore grade of the ore section is high and the storage capacity is large, the part of the ore body has large mining value under the condition of ensuring safety.
TABLE 2 statistics of hidden danger resources in main ore body collapse area in middle section of lion ridge-280 m
Stopes within the range of the slip plane are most likely to move towards the goaf of the No. 0 stope, stopes within the range are high in stoping difficulty and dangerous, and stopes outside the range of the slip line are relatively low in stoping difficulty and danger through mechanical analysis and field exploration. Resources in the destabilized and collapsed area must be mined in a positive and conservative manner, so the overall mining sequence is summarized as follows:
1) easy first and difficult last, first outside then inside, and then steadily advancing from outside to the middle, namely: and mining stopes at the periphery of the slip plane range, mining stopes at the boundary of the slip plane, and mining stopes within the slip plane. Specifically, the method comprises the steps of firstly mining N2-3#, S3-4# and S2-3# stopes (wherein the N2-3# and S2-3# stopes are processed according to the filling and grouting scheme strictly and then are mined safely, and after mining of each stope is completed, filling is needed in time and the strength and filling quality of a filling body are guaranteed), secondly mining S1-2# stopes located on the boundary of a slip plane, and finally mining N1-2#, N0-1#, S0-1# pairs, S1# pairs-1 # and 0# stopes within the slip plane.
2) The 5 stopes within the slip plane, because of the extremely complex mining environment, must be mined after completing the safe mining of the other several stopes and filling them with high quality. In addition, before mining, drilling and grouting are carried out, indoor rock mechanical experiments are carried out on the core taken out by drilling, the mechanical properties of the filling rock before and after grouting are contrasted and analyzed, and then a reasonable mining method and a roadway arrangement form are selected according to engineering practice.
3) When the stope of the No. N2-3, the No. S2-3 and the No. S3-4 stopes are filled and grouted and stoped, the stope of the No. S1-2 is considered as an important cut point for recovering resources in the range of a collapse area, and in order to ensure safety, the mining work of the stope of the No. S1-2 positioned at the boundary of a slip surface can be started after the 3 stopes (particularly the stopes of the No. S2-3 and the No. S3-4) are completely and safely mined and filled with high quality.
4) The S1-2# stope is used as an important entry point for recovering resources in the range of a collapse area, and in order to ensure safety, subsection mining is still adopted in the mining process that the mining is carried out firstly, then, the mining is carried out on the upper portion, firstly, the mining is carried out on the lower portion, then, the mining is carried out on the upper portion and the lower portion, and then, the mining is carried out on the upper portion, and the mining.
Claims (6)
1. A new method for searching a large-range unstable fracture dislocation surface of a stope in a complex environment is characterized by comprising the following steps:
step 1, constructing a three-dimensional numerical analysis model according to a main ore body mining state diagram, and monitoring vertical displacement and minimum main stress in a collapse area range in a mode of arranging monitoring points;
step 2, searching the position of the maximum value coordinate of the maximum shear strain increment in a series of perpendicular directions in the section of the three-dimensional numerical analysis model by combining the vertical displacement and the minimum principal stress monitoring result;
step 3, according to the coordinate position obtained in the step 2, performing linear fitting on each discrete coordinate through a least square method to obtain the two-dimensional form and position of the fracture staggered surface;
and 4, drawing to obtain the three-dimensional fracture dislocation surface form according to the two-dimensional form and the position of the fracture dislocation surface.
2. The new method for searching for the stope large-range unstable fracture dislocation surface under the complex environment according to claim 1, wherein in the step 1, material parameter assignment, grid division, boundary condition application, initial ground stress generation and numerical calculation analysis are simultaneously completed when a three-dimensional numerical analysis model is constructed.
3. The new method for searching the stope large-range unstable fracture split dynamic surface under the complex environment according to claim 1, wherein in the step 2, before searching the position of the maximum coordinate of the maximum shear strain increment, whether the range of the collapse area enters the ultimate balance state is judged based on the ratio of the maximum unbalanced force to the internal force, when the ratio is smaller than a preset threshold value, the range of the collapse area is considered to enter the ultimate balance state, the position of the maximum coordinate of the maximum shear strain increment is searched, otherwise, the vertical displacement and the minimum main stress are continuously monitored, and whether the range of the collapse area enters the ultimate balance state is judged again according to new monitoring data.
4. The new method for searching for the stope large-scale unstable fracture dislocation surface under the complex environment according to claim 1, wherein in the step 2, a series of vertical lines are set in the section of the three-dimensional numerical analysis model, and the ore rock mass in the range of the collapse area is formed by discretization.
5. The new method for searching for the fracture dislocation surface with the large instability of the stope in the complex environment according to claim 1, wherein in the step 2, the maximum shear strain increment is calculated by the following formula:
wherein
Displacement in the direction of the unit 1 st node i;
the normal vector of one surface of the tetrahedron corresponding to the 1 st node of the unit;
is the area of one surface in the tetrahedron corresponding to the 1 st node. I.e. the displacement of the unit's node during the dt period determines the strain increment in a time stepIs measured by the magnitude of the displacement increment.
6. The new method for searching for the fracture dislocation surface with the large instability of the stope in the complex environment according to claim 1, wherein the step 3 of linearly fitting each discrete coordinate by the least square method comprises the following steps:
taking the three-dimensional coordinate of the maximum shear strain increment as xkAnd y1Then the form of the fitted curve is:
selecting a set of linearly independent basis functions as
{φl(x),l＝0,1,2,...,n}
And:
ψl＝(ψl(x0),ψl(x1),ψ2(x0),...,ψl(xm),)T,(l＝0,1,2,...,n)
in the formula: p ═ y (x)0),y(x1),y(x2),...,y(xm))T
Search 1 set using the least squares principle:
so that the value in the above equation is minimized, then
(P*-y,P*-y)＝min(P-y,P-y)
Fitting coefficients of a curve equation to satisfy a fitted curve vector a*The following equation is used to obtain:
ETEa*＝ETy
wherein:
finding the vector a*Then, the fitting function y is obtained*(x)。
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