CN109614653A - A kind of analysis method of back rock stratum stability - Google Patents
A kind of analysis method of back rock stratum stability Download PDFInfo
- Publication number
- CN109614653A CN109614653A CN201811348763.XA CN201811348763A CN109614653A CN 109614653 A CN109614653 A CN 109614653A CN 201811348763 A CN201811348763 A CN 201811348763A CN 109614653 A CN109614653 A CN 109614653A
- Authority
- CN
- China
- Prior art keywords
- rock stratum
- value
- analysis method
- stability according
- top plate
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
- 239000011435 rock Substances 0.000 title claims abstract description 62
- 238000004458 analytical method Methods 0.000 title claims abstract description 30
- 238000005452 bending Methods 0.000 claims abstract description 17
- 238000004088 simulation Methods 0.000 claims description 14
- 238000000034 method Methods 0.000 claims description 11
- 230000036039 immunity Effects 0.000 claims description 2
- 230000015572 biosynthetic process Effects 0.000 description 3
- 239000003245 coal Substances 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 238000013459 approach Methods 0.000 description 1
- 230000006399 behavior Effects 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000011156 evaluation Methods 0.000 description 1
- 230000001965 increasing effect Effects 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
- 238000005065 mining Methods 0.000 description 1
- 238000005086 pumping Methods 0.000 description 1
- 238000011002 quantification Methods 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
Classifications
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
Landscapes
- Engineering & Computer Science (AREA)
- Physics & Mathematics (AREA)
- Theoretical Computer Science (AREA)
- Computer Hardware Design (AREA)
- Evolutionary Computation (AREA)
- Geometry (AREA)
- General Engineering & Computer Science (AREA)
- General Physics & Mathematics (AREA)
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
Abstract
This application discloses a kind of analysis methods of back rock stratum stability, comprising the following steps: the top plate in tunnel is reduced to width and is analyzed for the two edges fixed of l, top by the infinitely long thin-plate of uniform load q；Depth of stratum h, rock stratum elastic modulus E, rock stratum Poisson's ratio μ and the top plate for obtaining back place rock stratum simplify width l；Calculate the bending stiffness D of rock stratum, whereinCalculate the minimum critical load value (P of well-distributed pressure suffered in the unit length of rock stratum both endsx)cAre as follows:Calculate well-distributed pressure Px and the minimum critical load value (P suffered in the unit length of rock stratum both endsx)cRatio, when the ratio be greater than load setting value when, rock stratum unstability.
Description
Technical field
The present disclosure relates generally to underground engineering technical field more particularly to a kind of analysis sides of back rock stratum stability
Method.
Background technique
Most basic unit of the tunnel as underground coal mine production system, safe and reliable supporting are to ensure that mine is normal
The basis of production.As mining rate increases, exploitation and supporting under the especially big deformation condition in deep soft rock impact of dynamic pressure tunnel with
Day all increasings, violent strata behaviors cause the roadway support difficulty under the conditions of broken rock to further increase.Study soft rock
The especially big deformation complex conditions tunnel of impact of dynamic pressure has become one of domestic coal industry urgent problem to be solved at present.Wherein, lane
One of an important factor for bending deformation of road top plate is roadway roof accidents.
Roadway surrounding rock is soft or is adopted in dramatic impact and address architecture band, and back is cut by joint fissure,
Partial roof falling at actual can occur between high stress lower roof plate anchor pole, then expand leakage pumping of collapsing and emit, such as control not in time, most end form
At caving arch.Top plate partial roof falling at actual causes large area across falling first, and in top plate, locally leakage is pushed up.
But the prior art is limited to qualitative evaluation to the research level of back, to the stability of back
Analysis has no the prediction theory and correlation method of quantification.
Summary of the invention
In view of drawbacks described above in the prior art or deficiency, it is intended to provide a kind of analysis side of back rock stratum stability
Method, comprising the following steps:
The top plate in tunnel is reduced to width to be divided for the two edges fixed of l, top by the infinitely long thin-plate of uniform load q
Analysis；
Depth of stratum h, rock stratum elastic modulus E, rock stratum Poisson's ratio μ and the top plate for obtaining back place rock stratum simplify
Width l；
Calculate the bending stiffness D of rock stratum, wherein
Calculate the minimum critical load value (P of well-distributed pressure suffered in the unit length of rock stratum both endsx)cAre as follows:
Calculate well-distributed pressure Px and the minimum critical load value (P suffered in the unit length of rock stratum both endsx)cRatio,
When the ratio is greater than load setting value, rock stratum unstability.
The load setting value is 1, that is, works as Px>(Px)cWhen, rock stratum unstability.
It further include the theoretical maximum amount of deflection w for predicting the top platemax, wherein
It occurs in the position at span midpoint.
The ratio for calculating the theoretical maximum amount of deflection and maximum defluxion critical value, when the ratio is greater than amount of deflection setting value
When, rock stratum unstability.
The width l is the width of back.
The obtaining value method of the uniform load q is identical as obtaining value method when carrying out numerical simulation analysis to the tunnel.
Predict the theoretical tensile stress of the back, wherein tensile stress σ 1 are as follows:
Predict the theoretical maximum bending stress of the back, value are as follows:
Prediction technique further includes carrying out numerical simulation analysis to the tunnel.
The numerical simulation analysis resulting top plate simulation maximum immunity value and the theoretical maximum deflection value are carried out pair
Than；The resulting top plate simulation tensile stress of the numerical simulation analysis is compared with the theoretical tensile stress；By the numerical value
The resulting top plate simulation maximum stress in bend of sunykatuib analysis is compared with the theoretical maximum bending stress.
By the way that numerical solution and Theory Solution are compared, can the accuracy to Theory Solution and numerical simulation solution carry out into one
The inspection of step.
The analysis method of back rock stratum stability provided by the embodiments of the present application quantitatively can provide rock stratum both ends
The minimum critical load value of suffered well-distributed pressure in unit length, relevant Analysis of Field Geotechnical Parameters pass through existing conventional exploratory techniques
It can be obtained, achievable approach is provided to the quantitative study of back rock stratum stability, mentioned for the selection of supporting parameter
For strong foundation.
Detailed description of the invention
By reading a detailed description of non-restrictive embodiments in the light of the attached drawings below, the application's is other
Feature, objects and advantages will become more apparent upon:
Fig. 1 shows back computation model schematic diagram in the embodiment of the present application；
It buckles model schematic Fig. 2 shows rock stratum in the embodiment of the present application.
Specific embodiment
In order to make the object, technical scheme and advantages of the embodiment of the invention clearer, below in conjunction with the embodiment of the present invention
In attached drawing, the technical scheme in the embodiment of the invention is clearly and completely described.Obviously, described embodiment is
A part of the invention is instead of all the embodiments.For ease of description, part relevant to invention is illustrated only in attached drawing.
It should be noted that in the absence of conflict, the embodiment of the present invention for usually describing and showing in this figure
Component can arrange and design with a variety of different configurations.It is understood that specific embodiment described herein is only
It is only used for explaining related invention, rather than the restriction to the invention.Based on the embodiments of the present invention, those of ordinary skill in the art
Every other embodiment obtained without making creative work, shall fall within the protection scope of the present invention.
The bending deformation of 1 top plate
Such as Fig. 1, top plate can be reduced to two edges fixed, be analyzed by the infinitely long thin-plate of uniform load q.
If this sag curve can be indicated with following series:
In formula: w -- rock stratum amount of deflection, m；
n、an-- coefficient；
L -- width of formation, m.
The each single item of this series meets end-point condition:
Tension S are as follows:
In formula: S-rock stratum tension, kN/m；
E-rock stratum elasticity modulus, MPa；
H-depth of stratum, m；
μ-rock stratum Poisson's ratio.
Thus since tension S and bending are formed by deformation energy respectively are as follows:
It is obtained by the principle of virtual work:
With:
In above formulaDue to:
But:
Substitute them in (3) formula to get:
S " can be calculated by this formula.Then stress and deformation can be calculated in turn.Tensile stress σ1Are as follows:
Maximum bending stress ties up to fixing end, value are as follows:
It is obtained by (5) formula:
Due to:
Then:
Maximum defluxion ties up to the midpoint of span, and is obtained by (1) formula:
This above value of series are as follows:
Then:
Thus this problem is attributed to (4) formula solution S ", then obtains tensile stress and bending stress by (5) and (6) formula, and by
(7) formula obtains the value of maximum defluxion.As it can be seen that span length is bigger, it is more easy to produce bending deformation, top plate is also more easy to produce curved
Song destroys.
The stability of 2 roof stratas
Theoretical according to above-mentioned thin plate bending, (i.e. the both ends of rock stratum) are most easily destroyed at back two corners.Work as rock stratum
After both ends are destroyed, there is no surrender for other parts.The stability of the model analysis rock stratum such as Fig. 2 can be used.
In formula: D -- the bending stiffness of rock stratum, kNm；
Nx、Nxy、Ny-- the middle face internal force of rock stratum, kN/m；
Nx=-Px, Ny=-μ1Px, Nxy=0 (9)
In formula: Px-- suffered well-distributed pressure kN/m in the unit length of rock stratum both ends；
(9) formula is substituted into (8) formula, and in view of amount of deflection is only related with x, is obtained:
Take the expression formula of amount of deflection are as follows:
In formula: m, Am-- any positive integer and undetermined coefficient.
(11) formula substitution (10) formula is obtained:
It buckles condition are as follows:
As m=1, minimum critical load value (P is obtainedx)cAre as follows:
Work as Px>(Px)cWhen, rock stratum unstability.
By (12) formula as it can be seen that buckling load depends on two factors, the bending stiffness D and width of formation l of rock stratum.
And:
It can be seen that rock stratum elastic modulus E, thickness h is bigger, and bending stiffness is bigger, and rock stratum is less susceptible to unstability.When the timing of D mono-,
Buckling load is inversely proportional with width of formation square, and tunnel is wider, and critical load is smaller.
Above description is only the preferred embodiment of the application and the explanation to institute's application technology principle.Those skilled in the art
Member is it should be appreciated that invention scope involved in the application, however it is not limited to technology made of the specific combination of above-mentioned technical characteristic
Scheme, while should also cover in the case where not departing from the inventive concept, it is carried out by above-mentioned technical characteristic or its equivalent feature
Any combination and the other technical solutions formed.Such as features described above has similar function with (but being not limited to) disclosed herein
Can technical characteristic replaced mutually and the technical solution that is formed.
Claims (10)
1. a kind of analysis method of back rock stratum stability, which comprises the following steps:
The top plate in tunnel is reduced to width to be analyzed for the two edges fixed of l, top by the infinitely long thin-plate of uniform load q；
Depth of stratum h, rock stratum elastic modulus E, rock stratum Poisson's ratio μ and the top plate for obtaining back place rock stratum simplify width
l；
Calculate the bending stiffness D of rock stratum, wherein
Calculate the minimum critical load value (P of well-distributed pressure suffered in the unit length of rock stratum both endsx)cAre as follows:
Calculate well-distributed pressure Px and the minimum critical load value (P suffered in the unit length of rock stratum both endsx)cRatio, work as institute
When stating ratio greater than load setting value, rock stratum unstability.
2. a kind of analysis method of back rock stratum stability according to claim 1, which is characterized in that the load
Setting value is 1, that is, works as Px>(Px)cWhen, rock stratum unstability.
3. a kind of analysis method of back rock stratum stability according to claim 1, which is characterized in that further include pre-
Survey the theoretical maximum amount of deflection w of the top platemax, wherein
It occurs in the position at span midpoint.
4. a kind of analysis method of back rock stratum stability according to claim 3, which is characterized in that described in calculating
The ratio of theoretical maximum amount of deflection and maximum defluxion critical value, when the ratio is greater than amount of deflection setting value, rock stratum unstability.
5. a kind of analysis method of back rock stratum stability according to claim 3, which is characterized in that the width
L is the width of back.
6. a kind of analysis method of back rock stratum stability according to claim 3, which is characterized in that described uniformly distributed
The obtaining value method of load q is identical as obtaining value method when carrying out numerical simulation analysis to the tunnel.
7. a kind of analysis method of back rock stratum stability according to claim 3, which is characterized in that described in prediction
The theoretical tensile stress of back, wherein tensile stress σ 1 are as follows:
8. a kind of analysis method of back rock stratum stability according to claim 7, which is characterized in that described in prediction
The theoretical maximum bending stress of back, value are as follows:
9. a kind of analysis method of back rock stratum stability according to claim 8, which is characterized in that prediction technique
It further include that numerical simulation analysis is carried out to the tunnel.
10. a kind of analysis method of back rock stratum stability according to claim 9, which is characterized in that will be described
The resulting top plate simulation maximum immunity value of numerical simulation analysis is compared with the theoretical maximum deflection value；By the Numerical-Mode
The quasi- resulting top plate simulation tensile stress of analysis is compared with the theoretical tensile stress；By the resulting top of the numerical simulation analysis
Template die is intended maximum stress in bend and is compared with the theoretical maximum bending stress.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811348763.XA CN109614653A (en) | 2018-11-13 | 2018-11-13 | A kind of analysis method of back rock stratum stability |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811348763.XA CN109614653A (en) | 2018-11-13 | 2018-11-13 | A kind of analysis method of back rock stratum stability |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN109614653A true CN109614653A (en) | 2019-04-12 |
Family
ID=66004196
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201811348763.XA Pending CN109614653A (en) | 2018-11-13 | 2018-11-13 | A kind of analysis method of back rock stratum stability |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN109614653A (en) |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101051011A (en) * | 2007-05-16 | 2007-10-10 | 中国矿业大学(北京) | Test method for deep rock explosion process model |
| CN105184390A (en) * | 2015-08-12 | 2015-12-23 | 中国运载火箭技术研究院 | Integrated optimization method of static strength, rigidity, stability of wallboard structure |
| CN105257337A (en) * | 2015-10-20 | 2016-01-20 | 辽宁工程技术大学 | Filling mining overlying rock fault zone height determining method based on plate and shell theory |
-
2018
- 2018-11-13 CN CN201811348763.XA patent/CN109614653A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101051011A (en) * | 2007-05-16 | 2007-10-10 | 中国矿业大学(北京) | Test method for deep rock explosion process model |
| CN105184390A (en) * | 2015-08-12 | 2015-12-23 | 中国运载火箭技术研究院 | Integrated optimization method of static strength, rigidity, stability of wallboard structure |
| CN105257337A (en) * | 2015-10-20 | 2016-01-20 | 辽宁工程技术大学 | Filling mining overlying rock fault zone height determining method based on plate and shell theory |
Non-Patent Citations (5)
| Title |
|---|
| 严晓楠: "利民煤矿大断面巷道围岩变形控制技术研究", 《中国优秀硕士论文全文数据库 工程科技Ⅰ辑》 * |
| 刘军等: "大采高强烈动压与破碎围岩巷道支护技术", 《能源技术与管理》 * |
| 刘沛林: "小跨度平顶巷道锚杆参数计算研究", 《陕西煤炭技术》 * |
| 姚宝珠: "深井巷道底板岩体破坏机理及变形过程研究", 《中州煤炭》 * |
| 孙伟等: "基于弹性薄板理论的巷道层状顶板破坏的能量法分析", 《石家庄铁道学院学报(自然科学版)》 * |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Sun et al. | Investigation of movement and damage of integral overburden during shallow coal seam mining | |
| Guo et al. | A new method of predicting the height of the fractured water-conducting zone due to high-intensity longwall coal mining in China | |
| Gao et al. | Numerical simulation of squeezing failure in a coal mine roadway due to mining-induced stresses | |
| Jiang et al. | Influence of fracture-induced weakening on coal mine gateroad stability | |
| Wang et al. | Numerical investigation of the dynamic mechanical state of a coal pillar during longwall mining panel extraction | |
| Gao et al. | Evaluation of coal longwall caving characteristics using an innovative UDEC Trigon approach | |
| US20200370433A1 (en) | Risk evaluation method of overburden bed-separation water disaster in mining area | |
| Dwivedi et al. | Prediction of tunnel deformation in squeezing grounds | |
| Rezaei et al. | A time-independent energy model to determine the height of destressed zone above the mined panel in longwall coal mining | |
| Whittles et al. | The stability of methane capture boreholes around a long wall coal panel | |
| Rezaei et al. | Development of a time-dependent energy model to calculate the mining-induced stress over gates and pillars | |
| Tang | Applications of rock failure process analysis (RFPA) method | |
| CN102654054B (en) | Method for determining height of caving zone of stope with internal-staggered layer-staggered position type roadway layout | |
| Ding et al. | Stability of large underground caverns excavated in layered rock masses with steep dip angles: a case study | |
| Panthi et al. | Uncertainty analysis of tunnel squeezing for two tunnel cases from Nepal Himalaya | |
| CN107060761B (en) | A kind of nearly horizontal mining in combined mining thick coal seam stope base object model first breaking space computing method | |
| Khanal et al. | 3D numerical study of underground coal mining induced strata deformation and subsequent permeability change | |
| Yu et al. | Investigations of support failure and combined support for soft and fractured coal-rock tunnel in tectonic belt | |
| Asadollahpour et al. | Back analysis of closure parameters of Panet equation and Burger׳ s model of Babolak water tunnel conveyance | |
| Liang et al. | Movement type of the first subordinate key stratum and its influence on strata behavior in the fully mechanized face with large mining height | |
| Kurlenya et al. | Experimental and analytical method for assessing stability of stopes | |
| Ding et al. | Stability of large parallel tunnels excavated in weak rocks: A case study | |
| Cheng et al. | Predicting underground strata movements model with considering key strata effects | |
| Chai et al. | Mechanism of tunneling-induced cave-in of a busy road in Fukuoka city, Japan | |
| CN104018847A (en) | Method for preventing extrusion flowing floor heave of rectangular roadway based on elastic foundation beam |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20190412 |
|
| RJ01 | Rejection of invention patent application after publication |