CN108268978A - A kind of optimization method of opencut end wall form - Google Patents
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Abstract
A kind of optimization method of opencut end wall form, belongs to strip mining transformation field.This method includes：With reference to the concrete condition of opencut end wall, qualitative analysis factors affecting stability and potential Slide Mode；Experiment of machanics is carried out to opencut end wall Rock And Soil, obtains its mechanics index of physics；Determine the safety stock COEFFICIENT K of opencut end wall；Footrail end wall is divided into n stage；Each berm width is adjusted, when stability coefficient Fs meets ︱ FSEach highwall form optimization is completed in K ︱≤0.01；Bond strength reduction theoretical algorithm, with FLAC3DFinite difference numerical simulation software carries out simplation examination to optimal side slope form scheme derived above, further verifies the feasibility of optimal side slope form.This method guarantees that farthest recovery end side pushes coal, the design for side slope form provides foundation, while also creates a large amount of economic benefit for opencut.
Description
Technical field
The invention belongs to the field of having an opencast mining of, more particularly to a kind of optimization method of opencut end wall form.
Background technology
The end side of large outdoors colliery is ensures the steady in a long-term of open-pit slope, in Slope Design, end wall angle
The value of degree is overly conservative, causes to cover a large amount of coals moneys under opencut end wall earth's surface boundary and bottom boundary face straggly
There is detrimental effect in source to the economic benefit of open coal mine.Therefore, how the end wall form of reasonable design, back production end
Side pushes the big emphasis that coal is surface mining area research.
At present most of open coal mines carry out in row pressure helper's skill, largely shorten the length of exposure of end side with it is sudden and violent
Reveal the time so that end side adds has feasibility suddenly, i.e. end wall form can optimize.The prior art carries out end wall
When form optimizes mostly rule of thumb and side slope form present situation carries out low-angle and adds steep or part plus steep, although the method is feasible,
With certain safety, but maximization of economic benefit could not be taken into account.Therefore it is a kind of to opencut end there is an urgent need to propose
The method that side slope form is helped to carry out hierarchy optimization, maximum economic effect can be created again by ensureing while opencut safety in production
Benefit.
Invention content
In view of the deficiencies of the prior art, the present invention proposes a kind of optimization method of opencut end wall form.The party
Method ensures that farthest recovery end side pushes coal, and the design for side slope form provides foundation, while is also created for opencut
A large amount of economic benefit is made.
A kind of optimization method of opencut end wall form of the present invention, includes the following steps：
Step 1, with reference to the concrete condition of opencut end wall, qualitative analysis opencut end wall stability influence because
Element and the potential Slide Mode of opencut end wall；
Step 2, experiment of machanics is carried out to opencut end wall Rock And Soil, obtains opencut end wall Rock And Soil physics
Mechanical index；
Step 3, the safety stock COEFFICIENT K of opencut end wall is determined；
Step 4, each berm width of opencut end wall is adjusted, opencut end wall form is carried out stage by stage
Optimization, specific optimization method are：
(1) stage by stage, specially：
Footrail end wall is divided into n stage；
The n multiple weak layers of charcoal mudrock according to present in opencut end wall Rock And Soil determine, from Slope
The open-top beginning is followed successively by 1 weak layer, the 2 weak weak layers of layer ... ... n；
It was the 1st stage from 1 weak layer of Slope top value, 1 weak layer to 2 weak layers was the 2nd stage, and so on, the weak layers of n-1 to n
Weak layer is n-th order section；
(2) each berm width is adjusted：
The 1st berm width is adjusted, side slope top of the slope is calculated to the stability coefficient Fs of 1 weak layer, as stability coefficient Fs
Meet ︱ FS- K ︱≤0.01, this square position width are the 1st perfecting by stage back domatic state；
The 2nd berm width is adjusted, side slope top of the slope is calculated to the stability coefficient Fs of 2 weak layers, as stability coefficient Fs
Meet ︱ FS- K ︱≤0.01, this square position width are the 2nd perfecting by stage back domatic state；
And so on ... ... the n-th berm width of adjustment, the stability coefficient Fs of calculating side slope top of the slope to the weak layers of n, when
Stability coefficient Fs meets ︱ FS- K ︱≤0.01, this square position width are the n-th perfecting by stage back domatic state；
(3) it according to the square position width in n determining successively stage, determines final end wall exploitation angle, completes dew
The optimization design of head ore deposit end wall form, obtains optimal side slope form；
Step 5, bond strength reduction theoretical algorithm, with FLAC3DFinite difference numerical simulation software is to derived above
Optimal side slope form scheme carries out simplation examination, further verifies the feasibility of optimal side slope form.
In the step 1, the opencut end wall factors affecting stability is specially：Ground volume property, structure
Stress is made, side slope form, explosion, precipitation, freezes and melts.
In the step 1, the potential Slide Mode of opencut end wall is mainly：Planar slide, circular arc are slided
Dynamic, wedge shape is slided or combination is slided.
In the step 2, the opencut end wall Rock And Soil is sandstone, coal and the weak layer of multiple charcoal mudrocks.
In the step 2, the opencut end wall Rock And Soil mechanics index of physics is specially that capacity, shearing resistance are strong
Degree, elasticity modulus, cohesion, internal friction angle and Poisson's ratio；
In the step 3, the safety stock coefficient is according to the length of service of specific opencut end wall, important
Degree, the Grasping level of each composition part mechanics index of physics and landslide potential hazard factor determine.
In the step 4 (2), the computational methods of the stability coefficient Fs are：
It is two cylindrical surfaces to have assumed initially that rock mass slip-crack surface, and assumes different interbands of the active force in division
Direction is horizontal direction, later, by the balance-resolution item bottom counter-force of vertical forces, and according to the torque to a certain identical point
Equilbristat calculates stability coefficient Fs.
Bishop methods basic is it is assumed that be to be described as rotating sliding surface by stability coefficient into arc surface by sliding surface identification
The resisting moment at center and the ratio of downslide torque, while assume the power suffered by the different bands divided all in equilibrium state；
In formula, Fs is stability coefficient, and i is the i-th band；N is band total number；C ｀ are cohesion；liFor i-th sliding surface
Length；W1For the gravity of the 1st band, WiGravity for the i-th band；αiFor the i-th band sliding surface inclination angle；μiTo act on sliding surface
On unit area pore water pressure；For internal friction angle；
In the step 4 (2), in the computational methods of the stability coefficient Fs, involved active force has：Effect
Effective normal force N on sliding surfacei＇, full normal force N on sliding surface is acted oni, limit skid resistance R on sliding surfacei；Interband
Shear force EiAnd Ei+1。
In the step 4, the hierarchy optimization, it is ensured that opencut end wall ground boundary is constant.
A kind of optimization method of opencut end wall form of the present invention, compared with the prior art, advantage exists
In：
The present invention considers the influence of end wall factors affecting stability and potential Slide Mode, based on limit equilibrium method
It is excellent that a kind of side slope form that can meet safety requirements but also create maximum economic benefit is proposed with the principle of hierarchy optimization
Change method, enables that open coal mine end wall angle increases and side slope form is more rationalized, and is the design of side slope form
Foundation is provided, while also creates a large amount of economic benefits for opencut.
Specific embodiment
With reference to embodiment, the present invention is described in further detail.
Embodiment 1
A kind of optimization method of opencut end wall form, includes the following steps：
Step 1, with reference to the concrete condition of opencut end wall, qualitative analysis opencut end wall stability influence because
Element and the potential Slide Mode of opencut end wall；
Wherein, the concrete condition of opencut end wall is：Certain opencut head exploiting fields coal-bearing strata lithology mainly in,
Slightly, powder, packsand composition, and with a small amount of mud stone, 3 charcoal mudrock soft layers, mining area overall construction is the list that a south is inclined
Tiltedly construction, ranging from 13 °~25 ° of coal measure strata inclination angle are inclined seam, move towards about 95 °, strike pitch variation is little.Head is adopted
Area's superficial part minable coal seam be 13-2 coals, deep minable coal seam be 9 coals, 11 coals, 12-1 coals, 12-2 coals and 13-2 coals, wherein, 11
Coal, 12-2 coals and 13-2 coals seat earth contain the weak layer of charcoal mudrock.Example opencut end wall exposure duration is shorter, mesh
Side side slope angle in front end is 32.7 °, has and adds steep possibility by a relatively large margin, its side slope form can be optimized, specifically
Step is as follows：
Qualitative analysis end wall factors affecting stability and potential Slide Mode；
By being found to the analysis of example open coal mine engineering geology situation, influence opencut end wall stability because
Element mainly has formation lithology, geological structure, rock mass discontinuity, slopes structure, the stress of primary rock, underground water and weather conditions, earthquake
Effect.With reference to the engineering geological condition of the opencut end wall, it is determined that the governing factor of its stability simultaneously determined end side
Potential Slide Mode.The potential Slide Mode of opencut end wall is mainly cut with shearing circular arc with what weak layer was combined
Circular Sliding at layer-concordant combination slip and top of the slope to slope foot.
Step 2, experiment of machanics is carried out to opencut end wall Rock And Soil, obtains opencut end wall Rock And Soil physics
Mechanical index；
With reference to this rock-soil mechanics result of the test and previous slope stability result of study, each Rock And Soil shown in following table
Physical and mechanical parameter of the index for final determining rock mass, for rigid Limit Equilibrium calculating and numerical simulation.
Step 3, the safety stock COEFFICIENT K of the opencut end wall is determined.
Foundation《Coal industry design of open pit mines specification》To Nonworking slope safety coefficient in (GB50197-2005)
Regulation, the exposure duration of the western end wall in Black Hills opencut head exploiting fields are less than 10 years, and safety stock coefficient is preferably 1.1~1.2,
It is influenced simultaneously in view of the weak layer of example opencut end wall charcoal mudrock, finally selectes the safety stock coefficient of the end wall
K is 1.2.
Step 4, each berm width of opencut end wall is adjusted, opencut end wall form is carried out stage by stage
Optimization, specific optimization method are：
(1) stage by stage, specially：
Example opencut end wall is divided into 3 stages：In the opencut end wall, by top of the slope to 11 coal seam floors
1 weak layer be divided into for the 1st stage；2 weak layers of the 1 of 11 coal seam floors weak layer to 12-2 coal seam floors were divided into for the 2nd stage；By 12-2
3 weak layers of 2 weak layers of coal seam floor to 13-2 coal seam floors were divided into for the 3rd stage.
(2) each berm width is adjusted：
The 1st berm width is adjusted, side slope top of the slope is calculated to the stability coefficient Fs of 1 weak layer of 11 coal seam floors, through meter
It calculates when the 1st berm width is 7m, stability coefficient Fs=1.205 meets ︱ FS- K ︱≤0.01, therefore, the square position of 7m
Width is the 1st perfecting by stage back domatic state；
The 2nd berm width is adjusted, calculates side slope top of the slope to the stability coefficient Fs of 2 weak layers of 12-2 coal seam floors, warp
It calculates when the 2nd berm width is 10m, stability coefficient Fs=1.204 meets ︱ FS- K ︱≤0.01, therefore, 10m's
Square position width is the 2nd perfecting by stage back domatic state；
The 3rd berm width is adjusted, calculates side slope top of the slope to the stability coefficient Fs of 3 weak layers of 13-2 coal seam floors, warp
It calculates when the 3rd berm width is 10m, stability coefficient Fs=1.207 meets ︱ FS- K ︱≤0.01, therefore, 10m's
Square position width is the 3rd perfecting by stage back domatic state.
The computational methods of the stability factor of slope Fs, using the CAD software with plug-in unit, specific calculation
For：
It is two cylindrical surfaces to have assumed initially that rock mass slip-crack surface, and assumes different interbands of the active force in division
Direction is horizontal direction, later, by the balance-resolution item bottom counter-force of vertical forces, and according to the torque to a certain identical point
Equilbristat calculates stability coefficient Fs.
Involved active force has：Act on effective normal force N on sliding surfacei＇, full normal force N on sliding surface is acted oni、
Limit skid resistance R on sliding surfacei；The shear force E of interbandiAnd Ei+1。
Bishop methods basic is it is assumed that be to be described as rotating sliding surface by stability coefficient into arc surface by sliding surface identification
The resisting moment at center and the ratio of downslide torque, while assume the power suffered by the different bands divided all in equilibrium state.
Specifically the formula of stability coefficient Fs is：
In formula, Fs is stability coefficient, and i is the i-th band；N is band total number；C ｀ are cohesion；liFor i-th sliding surface
Length；W1For the gravity of the 1st band, WiGravity for the i-th band；αiFor the i-th band sliding surface inclination angle；μiTo act on sliding surface
On unit area pore water pressure；For internal friction angle；
(3) the best square position width in 3 stages of the opencut, respectively 7m, 10m, 10m are determined according to this.It determines final
End wall exploitation angle is 41.4 °, completes the optimization design of footrail end wall form, has obtained optimal side slope form.
Step 5, bond strength reduction theoretical algorithm, with FLAC3DFinite difference numerical simulation software is to derived above
Optimal side slope form scheme carries out simplation examination, further verifies the feasibility of optimal side slope form.
Pass through FLAC3DWith shear strength reduction theory, it is wide to demonstrate 3 berms that this method determines for numerical simulation technology
Degree is respectively 7m, 10m, 10m, and the stability coefficient of optimal modality side slope that side exploitation angle in end is 41.4 ° is 1.205, is met
The requirement of safety stock coefficient.
Claims (8)
1. a kind of optimization method of opencut end wall form, which is characterized in that include the following steps：
Step 1, with reference to the concrete condition of opencut end wall, qualitative analysis opencut end wall factors affecting stability and
The potential Slide Mode of opencut end wall；
Step 2, experiment of machanics is carried out to opencut end wall Rock And Soil, obtains opencut end wall Rock And Soil physical mechanics
Index；
Step 3, the safety stock COEFFICIENT K of opencut end wall is determined；
Step 4, each berm width of opencut end wall is adjusted, opencut end wall form is carried out excellent stage by stage
Change, specific optimization method is：
(1) stage by stage, specially：
Footrail end wall is divided into n stage；
The n multiple weak layers of charcoal mudrock according to present in opencut end wall Rock And Soil determine, open-top from Slope
Begin, be followed successively by 1 weak layer, the 2 weak weak layers of layer ... ... n；
It was the 1st stage from 1 weak layer of Slope top value, 1 weak layer to 2 weak layers was the 2nd stage, and so on, the weak layers of n-1 to the weak layers of n
For n-th order section；
(2) each berm width is adjusted：
The 1st berm width is adjusted, side slope top of the slope is calculated to the stability coefficient Fs of 1 weak layer, when stability coefficient Fs meets ︱
FS- K ︱≤0.01, this square position width are the 1st perfecting by stage back domatic state；
The 2nd berm width is adjusted, side slope top of the slope is calculated to the stability coefficient Fs of 2 weak layers, when stability coefficient Fs meets ︱
FS- K ︱≤0.01, this square position width are the 2nd perfecting by stage back domatic state；
And so on ... ... the n-th berm width of adjustment calculates side slope top of the slope to the stability coefficient Fs of the weak layers of n, works as stabilization
Property coefficient Fs meets ︱ FS- K ︱≤0.01, this square position width are the n-th perfecting by stage back domatic state；
(3) it according to the square position width in n determining successively stage, determines final end wall exploitation angle, completes footrail
The optimization design of end wall form obtains optimal side slope form；
Step 5, bond strength reduction theoretical algorithm, with FLAC3DFinite difference numerical simulation software is to derived above optimal
Side slope form scheme carries out simplation examination, further verifies the feasibility of optimal side slope form.
2. the optimization method of opencut end wall form as described in claim 1, which is characterized in that in the step 1,
The opencut end wall factors affecting stability is specially：Ground volume property, tectonic stress, side slope form, explosion, drop
Water freezes and melts.
3. the optimization method of opencut end wall form as described in claim 1, which is characterized in that in the step 1,
The potential Slide Mode of opencut end wall is mainly：Planar slide, Circular Sliding, wedge shape is slided or combination is slided.
4. the optimization method of opencut end wall form as described in claim 1, which is characterized in that in the step 2,
The opencut end wall Rock And Soil is sandstone, coal and the weak layer of multiple charcoal mudrocks.
5. the optimization method of opencut end wall form as described in claim 1, which is characterized in that in the step 2,
The opencut end wall Rock And Soil mechanics index of physics is specially capacity, shearing strength, elasticity modulus, cohesion, interior
Angle of friction and Poisson's ratio.
6. the optimization method of opencut end wall form as described in claim 1, which is characterized in that in the step 3,
The safety stock coefficient is according to the length of service of specific opencut end wall, significance level, each composition part physical force
The Grasping level and landslide potential hazard factor for learning index determine.
7. the optimization method of opencut end wall form as described in claim 1, which is characterized in that the step 4 (2)
In, the computational methods of the stability coefficient Fs are：
It is two cylindrical surfaces to have assumed initially that rock mass slip-crack surface, and assumes active force in the direction of the different interbands of division
For horizontal direction, later, by the balance-resolution item bottom counter-force of vertical forces, and foundation is to the equalising torque of a certain identical point
Calculate stability coefficient Fs；
Bishop methods it is basic it is assumed that being that stability coefficient is described as sliding surface identification to sliding surface rotation center into arc surface
Resisting moment and downslide torque ratio, while assume the power suffered by the different bands divided all in equilibrium state；
In formula, Fs is stability coefficient, and i is the i-th band；N is band total number；C ｀ are cohesion；liLength for i-th sliding surface
Degree；W1For the gravity of the 1st band, WiGravity for the i-th band；αiFor the i-th band sliding surface inclination angle；μiTo act on sliding surface
The pore water pressure of unit area；For internal friction angle.
8. the optimization method of opencut end wall form as claimed in claim 7, which is characterized in that the step 4 (2)
In, in the computational methods of the stability coefficient Fs, involved active force has：Act on effective normal force on sliding surface
Ni＇, full normal force N on sliding surface is acted oni, limit skid resistance R on sliding surfacei；The shear force E of interbandiAnd Ei+1。
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Cited By (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109033642A (en) * | 2018-07-30 | 2018-12-18 | 青岛理工大学 | A kind of side slope domatic transformation optimizing stability measuring method |
| CN109376465A (en) * | 2018-11-16 | 2019-02-22 | 辽宁工程技术大学 | A kind of form optimization method of open coal mine end side gradient slope |
| CN109470581A (en) * | 2018-11-30 | 2019-03-15 | 浙江大学 | Open mine side slope rock mass structural plane shearing strength is classified the method for determination |
| CN109915148A (en) * | 2019-03-27 | 2019-06-21 | 中国矿业大学 | A kind of outdoor end side pressure emanant recovery method of coal |
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| CN113128044A (en) * | 2021-04-15 | 2021-07-16 | 辽宁工程技术大学 | Method for determining advancing mining step pitch of lateral mining working wall of soft rock opencast coal mine |
| CN113420457A (en) * | 2021-07-08 | 2021-09-21 | 辽宁工程技术大学 | End slope stability analysis method for open pit coal mine steep wall mining |
| CN114969887A (en) * | 2022-04-15 | 2022-08-30 | 辽宁工程技术大学 | Method for determining change rule of stability of slope containing weak layer along with inner row of branch gear |
| CN115292940A (en) * | 2022-08-10 | 2022-11-04 | 辽宁工程技术大学 | Method for determining inflection point position of convex slope surface of single coal seam strip mine |
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| CN113065238A (en) * | 2021-03-19 | 2021-07-02 | 辽宁工程技术大学 | Side slope stability range determination method based on arch effect theory |
| CN113128044A (en) * | 2021-04-15 | 2021-07-16 | 辽宁工程技术大学 | Method for determining advancing mining step pitch of lateral mining working wall of soft rock opencast coal mine |
| CN112855164A (en) * | 2021-04-15 | 2021-05-28 | 中煤科工集团沈阳设计研究院有限公司 | Mining method for internal discharge and pressure covering resources of strip mine |
| CN113420457B (en) * | 2021-07-08 | 2024-03-19 | 辽宁工程技术大学 | End slope stability analysis method for steep slope mining of open pit coal mine |
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| CN114969887B (en) * | 2022-04-15 | 2023-12-26 | 辽宁工程技术大学 | Method for determining change rule of slope stability with inner row support and baffle |
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