CN110318792A - A kind of method for protecting support of control back deformation - Google Patents
A kind of method for protecting support of control back deformation Download PDFInfo
- Publication number
- CN110318792A CN110318792A CN201910624884.0A CN201910624884A CN110318792A CN 110318792 A CN110318792 A CN 110318792A CN 201910624884 A CN201910624884 A CN 201910624884A CN 110318792 A CN110318792 A CN 110318792A
- Authority
- CN
- China
- Prior art keywords
- drilling
- anchor line
- tunnel
- iii
- terminal
- 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
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/003—Machines for drilling anchor holes and setting anchor bolts
Abstract
The invention discloses a kind of method for protecting support of control back deformation, first on the back of anchor line supporting, any side in roadway's sides is selected to help as starting, drilling I is set in the country rock of the back apart from 100~300mm of the side upwards, drilling II is set to another side along horizontal direction drilling I terminal, then drilling III is set to back in the terminal of drilling II, until the terminal of drilling III is pierced by back；Anchor line is sequentially passed through into drilling I, drilling II and drilling III, then the terminal in the starting point of drilling I and drilling III is all made of anchor line rigging and fixes anchor line and back, completes one group of anchor line supporting；Then it repeats the above steps and completes the anchor line supporting in the tunnel section；Then anchor line supporting is carried out to next tunnel section, the anchor line supporting in entire tunnel is completed after the final each section progress anchor line supporting in tunnel.The present invention can improve the surrouding rock stress state above back, to effectively control the deformation of back.
Description
Technical field
The present invention relates to a kind of method for protecting support, the method for protecting support of specifically a kind of control back deformation.
Background technique
With the increasingly reduction of superficial part resource reserve, domestic and international many mines enter deep mining, and South Africa, India's gold mine are most
Heavy cut depth is more than 4000m, and Russian metallic ore most heavy cut depth is more than 2000m, and China's coal-mine mining depth is with annual 8
The speed of~12m increases, such as Xuzhou, table mountain, open Luan, new river in Shangdong Province mining area Part Coal Mine mining depth alreadys exceed 1000m.
Coal mine enters after deep mining, is influenced by deep formation complicated stress field, will face complete with shallow mining
Different engineering rock mass mechanics problems.Engineering rock mass is from the linear mechanical behaviors of rocks of superficial part to the non-linear rock mechanics row in deep
For transformation, the engineering project disaster for generating Deep Mine increases increasingly.Under the high stress of deep, rock is from the brittleness of low confining pressure to height
Ductility conversion under confining pressure, causing roadway surrounding rock, not only deflection is big, and deformation velocity is fast；Into after deep, even medium
The roadway surrounding rock of intensity, stress state have also reached or approached the long-term strength of rock, and rock mass shows lasting high current and becomes
Property, finally with rock tertiary creep, the accident that roadway deformation even tunnel collapses occurs.
Summary of the invention
In view of the above existing problems in the prior art, the present invention provides it is a kind of control back deformation method for protecting support,
The surrouding rock stress state above back can be improved, to effectively control the deformation of back.
To achieve the goals above, the technical solution adopted by the present invention is that: it is a kind of control back deformation supporting side
Method, the specific steps of this method are as follows:
A, on the back of anchor line supporting, any side in roadway's sides is selected to help as starting, apart from the side 100
The country rock of the back of~300mm upwards sets drilling I, the boring direction of the drilling I and the Vertical Square of back
Be 5 °~15 ° to angle, drill I length be 2~6m；
B, drill I terminal along horizontal direction to it is another side set drilling II, drill II length be 600~
Then 1500mm sets drilling III to back in the terminal of drilling II, until the terminal of drilling III is pierced by back, institute
The vertical direction angle of the boring direction and back of stating drilling III is 5 °~15 °；
C, anchor line is sequentially passed through into drilling I, drilling II and drilling III, then at the end of the starting point of drilling I and drilling III
End is all made of anchor line rigging and fixes anchor line and back, completes one group of anchor line supporting；
D, to the position of 600~1500mm of terminal of another side distance drilling III in tunnel, step A to C is repeated, is completed again
One group of anchor line supporting；It is connected between the anchor line of two adjacent groups supporting by horizontally disposed anchor line, is so repeated, until last
The anchor line supporting in the tunnel section is completed in group anchor line supporting when reaching another side in tunnel；
E, there are two kinds of situations when last group of anchor line supporting in step D reaches another side in tunnel；
One of which is that the group reaches another side in tunnel after setting drilling I, is walked at this time in I terminal of drilling along tunnel
To drilling II is set, drill II length be 600~1500mm, then drilling II terminal set drilling to back
III, until the terminal of drilling III is pierced by back, the boring direction of the drilling III and the vertical direction angle of back
It is 5 °~15 °；The drilling III of the group is in next tunnel section after the completion, then repeats step A extremely on the tunnel section
D completes the anchor line supporting in the tunnel section；
Another kind is that the group reaches another side in tunnel after setting drilling III, moves towards distance drilling III along tunnel at this time
The position of 600~1500mm of terminal is the drilling starting point of next group of anchor line supporting, and the position is in next tunnel section,
Then step A to D is repeated on the tunnel section, completes the anchor line supporting in the tunnel section；
F, each section in tunnel repeats step E, until completing the anchor line supporting in entire tunnel.
Compared with prior art, the present invention using multiple groups drill combine with anchor line it is fixed by the way of, have the advantages that
(1) there is anchor line stronger tensile capacity roadway roof absciss layer can be effectively controlled；Surface of the anchor line to back
Certain restraining force is provided, roadway surrounding rock stress state is improved, improves intensity behind rock peak；Anchor line passes through drilling I, II and of drilling
Drilling III can anchor the stabilization rock stratum in deep above top plate, play suspension function to superficial part ravelly ground；Anchor line supporting passes through multiple
Anchor line, which is continuously connected with, makes each anchor line supporting form monoblock type supporting, and the ravelly ground in the region is formed a kind of group by this mode
Zoarium gives full play to self.By acting on above, the roof deformation of deep tunnel is can be effectively controlled in the present invention；
(2) anchor line is lower compared to anchor pole, anchor cable cost；
(3) construction is simple of the present invention, easy to operate, it is only necessary to by anchor line can supporting larger area back, by
It is light-weight in anchor line, so as to reduce the working strength of worker.
Detailed description of the invention
Fig. 1 is the structural schematic diagram after the present invention is implemented；
Fig. 2 is the top view of Fig. 1.
In figure: 1, tunnel, 2, anchor line rigging, 3, anchor line, 4, drilling I, 5, drilling II, 6, drilling III.
Specific embodiment
The present invention will be further described below.
As shown, specific steps of the invention are as follows:
A, on 1 top plate of the tunnel of anchor line supporting, any side in the side of 1 liang of tunnel is selected to help as starting, apart from the side
The country rock of the back of 100~300mm upwards sets drilling I 4, the boring direction of the drilling I 4 and hanging down for back
Straight angular separation is 5 °~15 °, and the length of drilling I 4 is 2~6m；
B, drill I 4 terminals along horizontal direction to it is another side set drilling II 5, drilling II 5 length be 600~
Then 1500mm sets drilling III 6 to back in the terminal of drilling II 5, until the terminal of drilling III 6 is pierced by tunnel top
Plate, the boring direction of the drilling III 6 and the vertical direction angle of back are 5 °~15 °；
C, anchor line 3 is sequentially passed through into drilling I 4, drilling II 5 and drilling III 6, then in the starting point of drilling I 4 and drilling III
6 terminal is all made of anchor line rigging 2 and fixes anchor line and back, completes one group of anchor line supporting；
D, to the position of 600~1500mm of terminal of another side distance drilling III 6 in tunnel 1, step A to C is repeated, it is complete again
At one group of anchor line supporting；It is connected between the anchor line 3 of two adjacent groups supporting by horizontally disposed anchor line 3, is so repeated, until most
The anchor line supporting in 1 section of tunnel is completed in later group anchor line supporting when reaching 1 another side of tunnel；The anchor line 3 is high tensile, height
Shearing resistance, high-elongation high-quality rope；
E, there are two kinds of situations when last group of anchor line supporting in step D reaches 1 another side of tunnel；
One of which is that the group reaches another side in tunnel after setting drilling I 4, at this time in I 4 terminals that drill along tunnel
1 trend sets drilling II 5, and the length of drilling II 5 is 600~1500mm, then sets in the terminal of drilling II 5 to back
III 6 are drilled, until the terminal of drilling III 6 is pierced by back, the boring direction of the drilling III 6 and the Vertical Square of back
It is 5 °~15 ° to angle；The drilling III 6 of the group is in next 1 section of tunnel after the completion, then the weight on 1 section of tunnel
Multiple step A to D, completes the anchor line supporting in 1 section of tunnel；
Another kind is that the group reaches another side in tunnel 1 after setting drilling III 6, moves towards distance drilling along tunnel 1 at this time
The position of III 6 600~1500mm of terminal is the drilling starting point of next group of anchor line supporting, and the position is in next tunnel
Then section repeats step A to D on the tunnel section, complete the anchor line supporting in the tunnel section；
F, each section in tunnel 1 repeats step E, until completing the anchor line supporting in entire tunnel 1.
Claims (1)
1. a kind of method for protecting support of control back deformation, which is characterized in that the specific steps of this method are as follows:
A, on the back of anchor line supporting, select in roadway's sides it is any side as starting side, apart from the side 100~
The country rock of the back of 300mm upwards sets drilling I, the boring direction of the drilling I and the vertical direction of back
Angle is 5 °~15 °, drill I length be 2~6m；
B, drill I terminal along horizontal direction to it is another side set drilling II, drill II length be 600~1500mm, so
Drilling III is set to back in the terminal of drilling II afterwards, until the terminal of drilling III is pierced by back, the drilling III
Boring direction and the vertical direction angle of back be 5 °~15 °；
C, anchor line is sequentially passed through into drilling I, drilling II and drilling III, then the terminal in the starting point of drilling I and drilling III is equal
Anchor line and back are fixed using anchor line rigging, complete one group of anchor line supporting；
D, to the position of 600~1500mm of terminal of another side distance drilling III in tunnel, step A to C is repeated, completes one group again
Anchor line supporting；It is connected between the anchor line of two adjacent groups supporting by horizontally disposed anchor line, is so repeated, until last group of anchor
The anchor line supporting in the tunnel section is completed in rope supporting when reaching another side in tunnel；
E, there are two kinds of situations when last group of anchor line supporting in step D reaches another side in tunnel；
One of which is that the group reaches another side in tunnel after setting drilling I, is beaten at this time in I terminal of drilling along tunnel trend
If drilling II, drill II length be 600~1500mm, then drilling II terminal set drilling III to back, directly
Terminal to drilling III is pierced by back, and the boring direction of the drilling III and the vertical direction angle of back be 5 °~
15°；The drilling III of the group is in next tunnel section after the completion, and step A to D is then repeated on the tunnel section, completes
The anchor line supporting in the tunnel section；
Another kind is that the group reaches another side in tunnel after setting drilling III, moves towards the terminal of distance drilling III along tunnel at this time
The position of 600~1500mm is the drilling starting point of next group of anchor line supporting, and the position is in next tunnel section, then
Step A to D is repeated on the tunnel section, completes the anchor line supporting in the tunnel section；
F, each section in tunnel repeats step E, until completing the anchor line supporting in entire tunnel.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910624884.0A CN110318792B (en) | 2019-07-11 | 2019-07-11 | Supporting method for controlling deformation of roadway roof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910624884.0A CN110318792B (en) | 2019-07-11 | 2019-07-11 | Supporting method for controlling deformation of roadway roof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN110318792A true CN110318792A (en) | 2019-10-11 |
| CN110318792B CN110318792B (en) | 2020-08-21 |
Family
ID=68121953
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201910624884.0A Active CN110318792B (en) | 2019-07-11 | 2019-07-11 | Supporting method for controlling deformation of roadway roof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN110318792B (en) |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4113036A (en) * | 1976-04-09 | 1978-09-12 | Stout Daniel W | Laser drilling method and system of fossil fuel recovery |
| CN2911184Y (en) * | 2006-04-15 | 2007-06-13 | 中国矿业大学 | Shed type supporting stable conjunction mechanism |
| CN101333813A (en) * | 2007-06-27 | 2008-12-31 | 柳州欧维姆机械股份有限公司 | U-shaped anchorage cable |
| CN101603431A (en) * | 2009-07-14 | 2009-12-16 | 中国矿业大学 | A kind of method for reinforcing outburst-prone coal seam cross-cut coal uncovering |
-
2019
- 2019-07-11 CN CN201910624884.0A patent/CN110318792B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4113036A (en) * | 1976-04-09 | 1978-09-12 | Stout Daniel W | Laser drilling method and system of fossil fuel recovery |
| CN2911184Y (en) * | 2006-04-15 | 2007-06-13 | 中国矿业大学 | Shed type supporting stable conjunction mechanism |
| CN101333813A (en) * | 2007-06-27 | 2008-12-31 | 柳州欧维姆机械股份有限公司 | U-shaped anchorage cable |
| CN101603431A (en) * | 2009-07-14 | 2009-12-16 | 中国矿业大学 | A kind of method for reinforcing outburst-prone coal seam cross-cut coal uncovering |
Also Published As
| Publication number | Publication date |
|---|---|
| CN110318792B (en) | 2020-08-21 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108894787B (en) | Leave the pressure break release method of ore pillar stress concentration in Overburden gob area | |
| CN102778182B (en) | Beside-roadway topping pressure relief method of roadway driving along gob of small coal pillar influenced by dynamic pressure | |
| CN106150503A (en) | The method of tight roof is administered in a kind of fracturing | |
| CN108661646A (en) | A kind of false top house column type shrink afterwards filling mining method | |
| CN102606181B (en) | Hyperstatic scour prevention four-dimensional roadway support device and support method thereof | |
| CN108868833A (en) | A method of it carries out cutting gob side entry retaining in the relieving roadway of top in U-shaped steel supported laneway | |
| CN103216244B (en) | Roadway soft and weak top plate anchoring beam-arch combined structure support system and support method | |
| CN104632223B (en) | Mining environment reconstructing movable type pumping filling artificial ore pillar shrinkage stoping | |
| CN102635356A (en) | Medium-length hole mining method in multiple blasting free faces of high dipping thin veins | |
| CN108894784A (en) | A kind of tight roof orientation acid fracturing control top pressure relief method | |
| CN102900449B (en) | Support method for underground goaf roof of coal mine | |
| CN105781560A (en) | Construction method for ultra-short-distance overlapped line tunnel long-distance guide pit advance control bursting | |
| CN109826628A (en) | Presplitting arching without pillar mining method under the conditions of a kind of tight roof | |
| CN108049870B (en) | The induction caving mining methods of high-dipping middle thickness orebody of the upper disk containing unstable rock stratum | |
| CN101881167A (en) | Coal face stump mining method | |
| CN109441503A (en) | A kind of method for protecting support that thin coal pillar is controlled along empty coal road mine pressure inversion | |
| CN101725351A (en) | Filling stope pillar recovery mining method | |
| CN202266277U (en) | Contractible strut for U-shaped shed support | |
| CN104265294B (en) | Coal pillar-free mining method for blasting mining face of steeply dipping seam | |
| CN110318792A (en) | A kind of method for protecting support of control back deformation | |
| CN106761742B (en) | A kind of deep island working face gob side entry driving surrounding rock stability control method | |
| CN102465706B (en) | Digging method for vein-following developing roadway of inclined stratified rock body | |
| CN107227966B (en) | Temporary support device for tunnel excavation | |
| CN105040693A (en) | End expanding type anti-floating anchor rod | |
| CN201554473U (en) | Supporting device for coal mine tunnel cross breaking layer |
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 | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |