CN106201993A - Compound roof suspension roof support angle determination method - Google Patents
Compound roof suspension roof support angle determination method Download PDFInfo
- Publication number
- CN106201993A CN106201993A CN201610367469.8A CN201610367469A CN106201993A CN 106201993 A CN106201993 A CN 106201993A CN 201610367469 A CN201610367469 A CN 201610367469A CN 106201993 A CN106201993 A CN 106201993A
- Authority
- CN
- China
- Prior art keywords
- tunnel
- anchor pole
- angle
- stress
- ellipse
- 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.)
- Granted
Links
Classifications
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F17/00—Digital computing or data processing equipment or methods, specially adapted for specific functions
- G06F17/10—Complex mathematical operations
- G06F17/11—Complex mathematical operations for solving equations, e.g. nonlinear equations, general mathematical optimization problems
-
- G—PHYSICS
- G16—INFORMATION AND COMMUNICATION TECHNOLOGY [ICT] SPECIALLY ADAPTED FOR SPECIFIC APPLICATION FIELDS
- G16Z—INFORMATION AND COMMUNICATION TECHNOLOGY [ICT] SPECIALLY ADAPTED FOR SPECIFIC APPLICATION FIELDS, NOT OTHERWISE PROVIDED FOR
- G16Z99/00—Subject matter not provided for in other main groups of this subclass
Landscapes
- Engineering & Computer Science (AREA)
- Physics & Mathematics (AREA)
- Mathematical Physics (AREA)
- General Physics & Mathematics (AREA)
- Pure & Applied Mathematics (AREA)
- Mathematical Optimization (AREA)
- Mathematical Analysis (AREA)
- Computational Mathematics (AREA)
- Data Mining & Analysis (AREA)
- Theoretical Computer Science (AREA)
- Operations Research (AREA)
- Algebra (AREA)
- Databases & Information Systems (AREA)
- Software Systems (AREA)
- General Engineering & Computer Science (AREA)
- Devices Affording Protection Of Roads Or Walls For Sound Insulation (AREA)
Abstract
The present invention provides a kind of compound roof suspension roof support angle determination method, due to for each tunnel, tunnel design size, Protodyakonov coefficient and internal friction angle are known quantity, it can thus be appreciated that the shear stress elliptic equation that each tunnel is corresponding, thus, on the premise of known anchor pole fixing point abscissa positions, its vertical coordinate can be calculated, and calculate the angle of inclination λ drawing anchor pole.The method is particularly suited for the determination of special thick compound roof suspension roof support angle.Determine there is no scientific basis according to conventional experience solving the parameter majorities such as existing special thick compound roof suspension roof support angle, design deviation easily occurs, to such an extent as to often occur that anchor pole is disrumpent feelings or the problem such as top board roof fall accident.The invention belongs to mining area safety field.
Description
Technical field
The present invention relates to a kind of suspension roof support angle determination method, belong to mining area safety field.
Background technology
Safety of coal mines efficiently produces and depends on the unimpeded of tunnel and stablize, and coal mine roadway Surrounding Rock Control Technology can be lane
Road is unimpeded and stably provides effective guarantee.Along with being continuously increased of coal mining depth, range and intensity, occur in that large amount of complex
Complicated roadway, including high-ground stress tunnel, deep, country rock soft expansion tunnel, country rock tunnel smashed to pieces, extra-large cross-section tunnel, is subject to
It is strong that dynamic pressure affect tunnel, gob side entry retaining stays lane etc. with goaf. and the common feature of these complexity complicated roadway is surrouding rock deformation
Strongly, damage envelope big, tunnel generally requires repeatedly keeps in repair and overhauls, and roof fall, wall caving easily occurs, and tunnel safety can not get protecting
Card. China's coal-mine mining depth increases with the speed of 8～12m/a. and at present, there are more than 100 place's coal mining depth more than 600m, have
At 19, coal mining depth is more than 1 000m, has further speeded up ore deposit as deep as to 1 increasing substantially of 300m. coal production
The increase of well depth. shallow mine number is greatly reduced, and deep mine will be multiplied. and estimating will in a lot of colliery of following 20a China
Entering into the mining depth of 1 000～1 500m. deep mining causes highland pressure, High-geotemperature, high karst hydraulic pressure and strong opening
Adopt disturbing influence. Deep Mine vertical stress significantly increases, and tectonic stress field is complicated, and exploitation disturbing influence is strong, causes tunnel
Pressure is big, surrouding rock deformation is big, destruction is serious, repaiies, repeatedly overhauls the passive situation of even roof fall wall caving, to deep before causing after pick
The safe working of mine brings grave danger.
Around the problems referred to above, herein for complicated complicated roadway, based on pressure arch theory, it is proposed that a kind of suspension roof support angle
The new method that degree determines, it is therefore intended that preferably help country rock to form pressure arch, excavate the maximum self-stable ability of country rock, thus
Reduce supporting difficulty, reach more preferable supporting effect.
Summary of the invention
It is an object of the invention to: provide the determination new method of a kind of roadway bolting support angle, it is intended to preferably help
Country rock forms pressure arch, excavates the maximum self-stable ability of country rock, thus reduces supporting difficulty, has reached supporting effect, it is ensured that
Tunnel safety, unimpeded and stable, and provide reference frame for roadway support design.
The solution of the present invention is as follows: a kind of compound roof suspension roof support angle determination method,
After roadway excavation, forming stress and concentrate around rectangular shaped roadways, region of stress concentration shape is ellipticity, and stress is ellipse
Circle is external in rectangular shaped roadways, and oval central point overlaps with the central point of rectangular shaped roadways, as in Fig. 8, a schemes, and therefore rectangular shaped roadways
Corner points coordinate belongs to a coordinate points on ellipse, if the center of ellipse is zero, and a width of 2B of rectangular shaped roadways, a height of
2H, then the coordinate of rectangular edges angle point A is (B, H)；After roadway excavation, the stress above tunnel shifts to both sides, as in Fig. 8, b schemes,
This stress transfer is the reason that stress ellipse is formed, when stress concentrates oval border surrounding rock failure, i.e. and shape at destruction
Having become caving arch, therefore the border of caving arch overlaps with stress ellipse, owing to caving arch contour line overlaps with stress ellipse,
If the summit of pressure arch is B, the height of caving arch is h, then the coordinate of B point is (0, H+h)；
Point A (B, H) and some B (0, H+h) are substituted into elliptic equation (1),
Solve:
Therefore shear stress elliptic equation is:
By Pu Shi caving arch computing formula, it is known that:
In formula (3), fTopFor the Protodyakonov coefficient of back, fSideFor the Protodyakonov coefficient of roadway's sides, It is the two Nei Mocha angles helping rock；
Owing to, for each tunnel, tunnel design size, Protodyakonov coefficient and internal friction angle are known quantity, it can thus be appreciated that
The stress ellipse equation that each tunnel is corresponding.For, for anchor pole (rope) supporting, it stretches into the outer the longest supporting of length of stress ellipse
Effect is the best, and when being perpendicular to stress ellipse supporting, built-in length is the longest, and when being perpendicular to roof timbering, built-in length is the shortest, from
This angle is seen, is perpendicular to stress ellipse supporting effect best；But, owing to stress ellipse border is shear stress concentration, work as anchor
When bar (rope) is perpendicular to stress ellipse, its anti-shearing area is the cross section of anchor pole (rope), and shear resistent area is minimum, i.e. shear resistance
Minimum, when anchor pole (rope) and stress ellipse oblique, its shear resistent area is the ellipse area of anchor pole (rope) oblique, and shear resistent area is relatively
Greatly, i.e. shear resistance is relatively big, and from this view, when anchor pole (rope) is perpendicular to top board, supporting effect is best；It should be noted that
The discussion above is not for the anchor pole in the middle of tunnel, and for the anchor pole in the middle of tunnel, it is not only perpendicular to back but also be perpendicular to
Stress ellipse, in practice it has proved that this supporting effect is best.Principle accordingly, in the premise of known anchor pole fixing point abscissa positions
Under, its vertical coordinate can be calculated, and calculate the tilt angle theta drawing anchor pole.The method is particularly suited for special thick compound roof
The determination of suspension roof support angle.
Compared with prior art, major advantage is to propose, by numerical simulation, the concept that shear stress is oval to the present invention, logical
Cross theory analysis and propose the computational methods of new suspension roof support angle.Research shows, the both sides of back are with failure by shear
Being main, its shear stress is significantly greater than the value in top board centre position, has obtained concrete shear stress by pressure arch computing formula ellipse
The equation of locus of circle, equation of locus based on stress ellipse proposes the computational methods of suspension roof support angle, by concrete work
Number of passes, according to calculating rational suspension roof support angle, forms stable pressure arch for its roadway surrounding rock and provides help, thus real
Now tunnel is safe, unimpeded and stable, provides guarantee for mine high-yield and high-efficiency, meanwhile, also provides ginseng for similar engineering supporting
Examine foundation.
Accompanying drawing explanation
Fig. 1 is rock stratum absciss layer destructive process figure；
Fig. 2 is back stress envelope；
Fig. 3 is STRESS VARIATION schematic diagram above tunnel before and after excavation；
Fig. 4 is anchor pole and stress ellipse angle schematic diagram；
Fig. 5 is elliptic coordinates schematic diagram (1)；
Fig. 6 is elliptic coordinates schematic diagram (2)；
Fig. 7 is anchor pole distributing position figure；
Stress envelope after Fig. 8 is roadway excavation, at tunnel.
Detailed description of the invention
1. numerical simulation result
In figure of shear stress (Fig. 1), white portion represents area of stress concentration, after roadway excavation, produces stress about and concentrates,
Area of stress concentration is around tunnel and becomes sub-elliptical shape, sees Fig. 1 a, is here called stress ellipse or shear stress is oval；Along with
Loading the passage of step, stress value increases, and first surrounding rock failure from the beginning of weak part coal is helped, be shown in Fig. 1 b；Coal side rent stress
Starting to reduce, and deep upward, surrouding rock stress concentrated area is shifted, now stress ellipse becomes greatly and the deepest
Portion starts to dissipate, and sees Fig. 1 c；Loading step to continue to advance, ground floor top board upper left side, tunnel and upper right side start to produce to be destroyed, broken
Bad position is initially positioned at the intersection that weak floor is concentrated with stress, then extends in the middle part of tunnel mainly along weak floor, sees figure
1d；About tunnel, upper edge top board starts to destroy simultaneously, sees Fig. 1 c, d, e, f.Along with ground floor roof destruction, stress is concentrated
Upwards shift, and then cause second layer roof destruction, destroy the most successively.After part rock beam destroys,
Top rock beam destroys position and shifts to deep, both sides, sees Fig. 1 e, f, g；Equally, the most successively develop；When rock stratum, bottom is broken
Go bad after certain thickness, top absciss layer will be caused rapidly, and then promote country rock entirety to accelerate the failure, ultimately result in tunnel and collapse,
See Fig. 1 h.Analog result shows, along with the continuous action of load, first the top on back both sides is destroyed, and broken to shear
Bad is main, and shear direction is the tangential of stress ellipse；When this explanation uses anchor pole (rope) supporting, anchor pole (rope) institute on both sides, tunnel
In the middle of the shearing force being subject to is significantly greater than, stress distribution such as Fig. 2.
Forming the analysis of causes of stress ellipse in simulation drawing: before roadway excavation, the rock stratum above it is in stress equilibrium shape
State, after excavation, the rock stratum above tunnel loses the support force of lower section, promotes the stress above it to shift to lane side both sides, thus
Define pressure arch, see Fig. 3.During not supporting, tunnel maintains the cohesiveness stably relying primarily on pressure arch and rock mass, wherein, pressure
The power arch main carrying overlying stress of primary rock and deadweight, the rock mass below pressure arch carries mainly by its cohesiveness, due to this district
Not, below arch, the handing-over between rock mass and arch creates shear stress concentration, and this is the reason that stress ellipse is formed, and this illustrates pressure
The border of power arch overlaps with stress ellipse；When using bolting with wire mesh, along with the rheodestruction of rock mass below arch so that it is to pressure
Power arch and prop create broken expansive force, and this broken expansive force is divided into radial pressure and hoop to shear on the boundary line of pressure arch
Power, the shearing force of hoop becomes the predominant intermolecular forces that anchor pole shearing is disrumpent feelings just；Due to the symmetry in tunnel, centre is this cuts
Cutting active force to be cancelled out each other by both sides, this power is zero in theory, and the most therefore, the shearing force on both sides, tunnel is significantly greater than middle.
Engineering practice shows, in special thick compound roof tunnel, the disrumpent feelings rate of anchor pole on top board both sides is significantly higher than centre, and both sides is disrumpent feelings
Main cause is nearly all failure by shear, and this is identical with numerical simulation result.
2. anchor pole (rope) supporting angle determination method
Relation between 2.1 stress ellipses and anchor pole (rope) parameter
For suspension roof support, the inside of pressure arch is more stretched in the end of anchor pole, and supporting effect is the best.When anchor pole (rope)
When piercing rock mass, it can be formed with stress ellipse and cross, and forms an angle α with the tangent line at stress ellipse joint, sees
Fig. 4.Because the anchor pole 1 in the middle part of tunnel is significantly smaller by shear stress affact, being not required to consider shear stress, α value is little with its relation,
This mainly illustrates the α problems of value of anchor pole 2 and 3 on both sides.When α=90 °, it is the longest that anchor pole gos deep into pressure arch inner distance, from
For this factor considers, its supporting effect is best, but the Main Function of roof bolting is the change of controlroof vertical direction
Shape, considers from this factor, and during anchor pole vertical supporting, effect is best.Additionally by mechanics of materials shear strength formula " shear stress
=shearing force/section of shear " understand, the shearing strength of anchor pole to be improved is it is necessary to increase the section of shear of anchor pole.Do not increasing anchor
In the case of shank diameter, it may be considered that the angle [alpha] adjusting anchor pole and stress ellipse changes the section of shear.When α=90 °, cut
Tangent plane amasss the cross-sectional area into anchor pole, and this duration is minimum；When α < 90 °, the section of shear is the oval area of anchor pole of cutting sth. askew, and
The least area of angle is the biggest；Therefore, for the angle of shear stress, it is preferable that the value of α takes point.From the angle controlling roadway deformation
For degree, middle anchor pole 1 mainly controls the vertical deformation in tunnel, should take α=90 ° herein, and the anchor pole 2 and 3 on both sides is not only
Wanting the vertical displacement of controlroof, the most also want the lateral displacement on controlroof both sides, therefore anchor pole should each tilt to both sides
One angle λ, λ is the angle of anchor pole and back, sees Fig. 5.
In sum, when α=90 °, it is minimum that anchor pole supports shear-stable ability, but gos deep into the distance within pressure arch
Long, corresponding λ, λ λ ' herein can be derived now by the tangent line calculating ellipse with the angle β of top board and represent；When λ=
When 90 °, the distance that anchor pole gos deep into pressure arch is minimum, and the transversely deforming of uncontrollable top board, but the energy of its opposing vertical displacement
Power is maximum；Therefore, actual angle of inclination λ of anchor pole should between λ '～90 ° value.λ takes average herein, i.e.(λ′
+90°)
The determination method of 2.2 stress ellipse equations
From elliptical orbit equation (1): determine that elliptic equation need to first solve semimajor axis length a and semi-minor axis length
B, therefore needs to find the coordinate of two points on ellipse, it is intended to substitutes into elliptic equation and solves a and b.
Observe numerical simulation figure of shear stress to understand: stress ellipse is external in rectangular shaped roadways, and the central point of ellipse and rectangle
The central point in tunnel overlaps, and therefore the corner points coordinate of rectangular shaped roadways belongs to a coordinate points on ellipse.If the center of ellipse
For zero, a width of 2B of rectangular shaped roadways, a height of 2H, then the coordinate of rectangular edges angle point A is (B, H), such as Fig. 5.
Owing to pressure arch contour line overlaps with stress ellipse, the summit of desirable pressure arch is carried out as the point on stress ellipse
Solve, if this point be B, the height of pressure arch be h, then the coordinate of B point is (0, H+h), such as Fig. 6.
In sum, some A (B, H) and some B (0, H+h) are substituted into elliptic equation (1),
Solve:
Therefore shear stress elliptic equation is:
By Pu Shi caving arch computing formula, it is known that:
In formula (3), fTopFor the Protodyakonov coefficient of back, fSideFor the Protodyakonov coefficient of roadway's sides, c=2H tan λ, It is two internal friction angles (typically taking 25 °～35 °) helping rock；
Owing to, for each tunnel, tunnel design size, Protodyakonov coefficient and internal friction angle are known quantity, it can thus be appreciated that
The shear stress elliptic equation that each tunnel is corresponding, thus, on the premise of known anchor pole fixing point abscissa positions, can calculate
Go out its vertical coordinate, and calculate the angle of inclination λ drawing anchor pole.
Example of engineering calculation
Certain ore deposit 11903 gate road design size is: wide × height=4.6m × 2.8m, i.e. B=2.3m, H=1.4m, it is general
Family name coefficient fTop=3, Nei Mocha angleSuspension roof support spacing is 800mm × 800mm.Known parameters is substituted into formula (1),
(2) obtain with (3): a=3.01m, b=2.17m.When solving anchor pole angle of inclination, seek point of contact coordinate for convenience, take anchor pole herein and hang down
When directly piercing top board, the intersecting point coordinate with stress ellipse calculates, and such as 1 in Fig. 7～5 coordinate points, 6,7 coordinate points are tunnel
Corner points, works as fSideWhen=3, coordinate be respectively 1 (0,2.17), 2 (0.8,2.09), 3 (-0.8,2.09), 4 (1.6,1.84), 5 (-
1.6,1.84)、6(2.3,1.4)、7(-2.3,1.4)；Work as fSideWhen=2.5, coordinate be respectively 1 (0,2.44), 2 (0.8,2.34),
3(-0.8,2.34)、4(1.6,2.01)、5(-1.6,2.01)、6(2.3,1.4)、7(-2.3,1.4)；Work as fSideWhen=1.5, coordinate
Be respectively 1 (0,2.64), 2 (0.8,2.52), 3 (-0.8,2.52), 4 (1.6,2.13), 5 (-1.6,2.13), 6 (2.3,1.4),
7(-2.3,1.4).Each coordinate points is substituted into (2), (3) formula, and solving result is shown in Table 2:
Table 2 anchor pole (rope) design angle result of calculation (fTop=3)
Remarks: K represents point of contact tangent slope, because point 3,5,7 and 2,4,6 is symmetrical, thus unlisted
Work as fTopWhen=4, solving result see table 3:
Table 3 anchor pole (rope) design angle result of calculation (fTop=4)
Finally it is pointed out that and work as fTopTime too small, the arch scope mistake that inbreak pressure arch is hardly formed or is formed can be caused
Greatly, now the supporting angle of the design also need to combine effect with slurry injection technique and constant-resistance high strength anchor bar (rope) just can be more preferably.Separately
Outward, the suspension roof support angle designed by this paper is applicable not only to roll bolt, is simultaneously applicable to side portion's anchor pole, the most all right
Reference is made for bottom Soil Anchor Design.
Claims (2)
1. a compound roof suspension roof support angle determination method, it is characterised in that:
After roadway excavation, form shear stress around rectangular shaped roadways oval, and stress ellipse is external in rectangular shaped roadways, oval center
Point overlaps with the central point of rectangular shaped roadways, and therefore the corner points coordinate of rectangular shaped roadways belongs to a coordinate points on ellipse, if ellipse
The center of circle is zero, and a width of 2B of rectangular shaped roadways, a height of 2H, then the coordinate of rectangular edges angle point A is (B, H)；Due to pressure
Power arch contour line overlap with shear stress ellipse, if the summit of pressure arch be B, the height of pressure arch be h, then the coordinate of B point be (0,
H+h)；
Point A (B, H) and some B (0, H+h) are substituted into elliptic equation (1),
Solve:B=H+h；
Therefore shear stress elliptic equation is:
By Pu Shi caving arch computing formula, it is known that:
Wherein
In formula (3), fTopFor the Protodyakonov coefficient of back, fSideFor the Protodyakonov coefficient of roadway's sides, c=2H tan θ, It is the two Nei Mocha angles helping rock；
For each tunnel, tunnel design size, Protodyakonov coefficient and internal friction angle are known quantity, it can thus be appreciated that each tunnel
Corresponding shear stress elliptic equation, thus, on the premise of known anchor pole fixing point abscissa positions, its vertical seat can be calculated
Mark, and calculate the angle of inclination λ drawing anchor pole.
A kind of compound roof suspension roof support angle determination method, it is characterised in that: the method is suitable for
Determination in special thick compound roof suspension roof support angle.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610367469.8A CN106201993B (en) | 2016-05-30 | 2016-05-30 | Compound roof suspension roof support angle determination method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610367469.8A CN106201993B (en) | 2016-05-30 | 2016-05-30 | Compound roof suspension roof support angle determination method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN106201993A true CN106201993A (en) | 2016-12-07 |
| CN106201993B CN106201993B (en) | 2019-02-15 |
Family
ID=57453079
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610367469.8A Expired - Fee Related CN106201993B (en) | 2016-05-30 | 2016-05-30 | Compound roof suspension roof support angle determination method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN106201993B (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108104833A (en) * | 2017-12-21 | 2018-06-01 | 山东科技大学 | A kind of underworkings Bolting Parameters design method based on Central Point Method |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102536282A (en) * | 2012-02-27 | 2012-07-04 | 西安科技大学 | Method for preventing and controlling bottom heaving disaster of mine stoping tunnel |
| CN103806917A (en) * | 2013-11-22 | 2014-05-21 | 山东科技大学 | Vertical strip roadway tunneling method |
| CN104018849A (en) * | 2014-06-21 | 2014-09-03 | 西安科技大学 | Recovery roadway supporting method based on determination of rise of caving arch |
-
2016
- 2016-05-30 CN CN201610367469.8A patent/CN106201993B/en not_active Expired - Fee Related
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102536282A (en) * | 2012-02-27 | 2012-07-04 | 西安科技大学 | Method for preventing and controlling bottom heaving disaster of mine stoping tunnel |
| CN103806917A (en) * | 2013-11-22 | 2014-05-21 | 山东科技大学 | Vertical strip roadway tunneling method |
| CN104018849A (en) * | 2014-06-21 | 2014-09-03 | 西安科技大学 | Recovery roadway supporting method based on determination of rise of caving arch |
Non-Patent Citations (4)
| Title |
|---|
| XUEGUI SU等: "A research into extra-thick compound mudstone roof roadway failure mechanism and security control", 《PROCEDIA ENGINEERING》 * |
| 卜庆为: "新桥矿厚泥岩顶板回采巷道锚杆支护技术研究", 《中国优秀硕士学位论文全文数据库工程科技Ⅰ辑》 * |
| 宋希贤等: "动力扰动下侧压系数对卸压孔与锚杆支护的研究", 《地下空间与工程学报》 * |
| 廖保明: "大跨度矩形巷道锚杆（索）支护参数优化设计研究", 《中国优秀硕士学位论文全文数据库工程科技Ⅰ辑》 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108104833A (en) * | 2017-12-21 | 2018-06-01 | 山东科技大学 | A kind of underworkings Bolting Parameters design method based on Central Point Method |
| CN108104833B (en) * | 2017-12-21 | 2019-05-24 | 山东科技大学 | A kind of underworkings Bolting Parameters design method based on Central Point Method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN106201993B (en) | 2019-02-15 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Xia et al. | Weakening effects of hydraulic fracture in hard roof under the influence of stress arch | |
| US10989051B2 (en) | Multi-section non-pillar staggered protected roadway for deep inclined thick coal seam and method for coal pillar filling between sections | |
| CN110985058B (en) | Grouting reinforcement method for fault fracture zone of coal face | |
| CN108678769A (en) | Deep Gateway anchor note cuts top master control and stays lane method | |
| CN107191208A (en) | Rigid protection body Support Method in flexible support Ti Yu lanes by gob side entry retaining lane | |
| CN109779632A (en) | A kind of gob-side entry retaining support system coordination deformation quantifying design method | |
| CN110939466B (en) | Pier stud non-blasting roof cutting gob-side entry driving method | |
| CN104061001B (en) | Gob side entry retaining exploitation support process method | |
| Han et al. | Superposed disturbance mechanism of sequential overlying strata collapse for gob-side entry retaining and corresponding control strategies | |
| CN105804748B (en) | A kind of method of block mining Wall ore under open air transport system | |
| CN109268027B (en) | Tunnel top angle curved surface surrounding rock reinforcement control method | |
| CN102536282A (en) | Method for preventing and controlling bottom heaving disaster of mine stoping tunnel | |
| CN106050283B (en) | A kind of three soft coal layer re-exploration laneway support design method and device | |
| CN105155556B (en) | A kind of open-pit slope separate unit rank wedge-shaped indentation flattens domatic construction method | |
| CN105545321A (en) | Method for supporting retained gob-side entry of blasting-mining working faces of small-area thin seam | |
| CN104847406A (en) | Method for fracturing retained filled wall of adjacent coal face | |
| CN106014413B (en) | The method for realizing the adjacent tunnel combined supporting of high seam gob side entry driving | |
| CN113914861A (en) | Non-pillar self-entry balanced mining method and equipment | |
| CN109751063A (en) | A kind of large section tunnel supporting construction and its construction method | |
| CN105971630A (en) | Method for controlling caving of roof of short distance coal bed roadway | |
| WO2019062283A1 (en) | Method for determining feasibility of non-pillar gob-side roof-caving roadway formation | |
| Guo et al. | Fracturing mechanisms and deformation characteristics of rock surrounding the gate during gob-side entry retention through roof pre-fracturing | |
| CN106939795B (en) | Thin bedrock high-seam working face large section cuts the method for protecting support of eye | |
| CN105863700A (en) | Roadside support method of short-distance coal seam roadway | |
| CN105134287B (en) | A kind of prearrangement of deformation amount stage type classification allows presses gob side entry retaining road-in packing and its construction method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20190215 |