CN113154969A - High-ground-stress rock burst area combined control blasting structure and blasting method - Google Patents
High-ground-stress rock burst area combined control blasting structure and blasting method Download PDFInfo
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- CN113154969A CN113154969A CN202110043591.0A CN202110043591A CN113154969A CN 113154969 A CN113154969 A CN 113154969A CN 202110043591 A CN202110043591 A CN 202110043591A CN 113154969 A CN113154969 A CN 113154969A
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- 238000005422 blasting Methods 0.000 title claims abstract description 65
- 239000011435 rock Substances 0.000 title claims abstract description 46
- 238000000034 method Methods 0.000 title claims abstract description 17
- 230000002093 peripheral effect Effects 0.000 claims description 48
- 239000002360 explosive Substances 0.000 claims description 45
- 238000009412 basement excavation Methods 0.000 claims description 14
- 230000008878 coupling Effects 0.000 claims description 8
- 238000010168 coupling process Methods 0.000 claims description 8
- 238000005859 coupling reaction Methods 0.000 claims description 8
- 239000002893 slag Substances 0.000 claims description 8
- 239000000843 powder Substances 0.000 claims description 7
- 238000005553 drilling Methods 0.000 claims description 6
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 6
- 238000005474 detonation Methods 0.000 claims description 3
- 239000000428 dust Substances 0.000 claims description 3
- 239000003814 drug Substances 0.000 claims description 2
- 238000010276 construction Methods 0.000 abstract description 7
- 238000004873 anchoring Methods 0.000 abstract 2
- 230000000712 assembly Effects 0.000 description 4
- 238000000429 assembly Methods 0.000 description 4
- 238000003491 array Methods 0.000 description 2
- 230000006378 damage Effects 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 239000004575 stone Substances 0.000 description 2
- 238000009825 accumulation Methods 0.000 description 1
- 230000000368 destabilizing effect Effects 0.000 description 1
- 230000006698 induction Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000002245 particle Substances 0.000 description 1
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Classifications
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D1/00—Blasting methods or apparatus, e.g. loading or tamping
-
- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D3/00—Particular applications of blasting techniques
- F42D3/04—Particular applications of blasting techniques for rock blasting
Abstract
The invention discloses a high-ground-stress rock burst area combined control blasting structure and a blasting method, and the high-ground-stress rock burst area combined control blasting structure comprises a rod body, a pre-tightening device, a yielding sleeve, an energy-consuming anchoring assembly and a fastening assembly, wherein the rod body penetrates through the front end and the rear end of the yielding sleeve, the pre-tightening device is arranged at the rear end of the yielding sleeve, the anchoring assembly is arranged inside the yielding sleeve and is connected with the rod body and the inner wall of the yielding sleeve, the fastening assembly is arranged at the connecting part of the rod body and the two ends of the yielding sleeve, and an annular tooth cutter is arranged on the outer wall of the yielding sleeve and is connected with the yielding sleeve into a whole. The method can effectively control the occurrence of the rock burst of the tunnel in the high ground stress area, quickly and safely improve the construction progress, and prevent the tunnel from being over excavated and the safety of the supporting structure.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a combined control blasting structure and a blasting method for a high ground stress rockburst area.
Background
The rock burst is used as a special geological disaster of a deep rock body in a high ground stress environment and has strong burstiness, randomness and destructiveness when occurring. The deformation failure mode of the deep rock mass under the high ground stress environment is greatly different from that of the shallow rock mass, and the obvious discontinuous and nonlinear characteristics are shown, and in fact, the failure of the rock is a state instability phenomenon under the drive of energy. Rock burst, a dynamic phenomenon of destabilizing destruction of rock, macroscopically features the release of energy, the essence of which is the result of the sudden release of energy in the surrounding rock. The occurrence of rock burst not only seriously threatens the safety of constructors and equipment and influences the construction progress, but also causes over-excavation and primary support failure.
The drilling, blasting and excavating operation is the first item in tunnel drilling and blasting construction, and is the basic operation of tunnel construction, in which blast holes with certain hole diameter and depth are drilled in rock mass, and explosive is loaded for blasting to achieve the aim of excavating. Smooth blasting is to ensure the section profile of the blasted surrounding rock to be neat by correctly determining each blasting parameter of the peripheral holes, thereby reducing the vibration and damage of the blasting to the surrounding rock to the maximum extent. However, for a deep rock body under high ground stress, due to the influence of geomechanical conditions, induction factors and engineering structure construction factors and the complexity of the physical and mechanical properties of surrounding rocks under the high ground stress environment, the method cannot completely control the occurrence of tunnel rockburst in the high ground stress area by only adopting a smooth surface control blasting method, so that how to effectively control the occurrence of tunnel rockburst in the high ground stress area, quickly and safely improve the construction progress, prevent the safety of tunnel overexcavation and a supporting structure becomes an urgent engineering problem to be solved.
Disclosure of Invention
The invention aims to provide a combined control blasting structure and a blasting method for a high-ground-stress rockburst area, which solve the existing problems.
In order to achieve the purpose, the high-ground-stress rock burst area combined control blasting structure provided by the invention is characterized in that energy-releasing advanced blast holes, auxiliary holes, undercut holes and peripheral holes are arranged on an excavated tunnel face, the undercut holes, the auxiliary holes, the energy-releasing advanced blast holes and the peripheral holes are arranged on the tunnel face at intervals from inside to outside, blasting assemblies are filled in the energy-releasing advanced blast holes, the auxiliary holes, the undercut holes and the peripheral holes, and the blasting assemblies are combinations of detonators and explosive columns.
Preferably, the undercut eyelet is located at the middle of the tunnel face, the peripheral eyelet is located at the edge of the tunnel face, the advanced energy release blast holes are distributed at intervals between the auxiliary eyelet and the peripheral eyelet, and the auxiliary eyelet is close to the undercut eyelet.
Furthermore, the arrays of the cut holes are distributed in the middle of the tunnel face.
Preferably, the front part of the advanced energy-releasing blast hole is filled with explosive columns at intervals, and the tail part of the advanced energy-releasing blast hole is provided with a low-section detonator.
Further, the charging density of the detonator in the advanced energy release blast hole is 100-200 g/m, the charging decoupling coefficient of the explosive column is 2.0-4.0, and the charging density is 200-330 g/m.
Preferably, the auxiliary holes and the peripheral holes are filled with the explosive columns at intervals.
Furthermore, the charge decoupling coefficient of the charge in the auxiliary holes and the charge in the peripheral holes is 2.0-4.0, and the linear charge density is 200-330 g/m.
Preferably, the slotted hole is continuously coupled and filled with the explosive column.
Furthermore, the charge density of the explosive columns in the cut holes is 200-330 g/m.
Preferably, the blasting method comprises the following steps:
the method comprises the following steps: arranging blast holes, arranging energy-advanced blast holes, auxiliary holes, undercut holes and peripheral holes in a peripheral contour line determined in a tunnel excavation area at the tunnel excavation face according to design requirements, wherein the energy-advanced blast holes are arranged at intervals with the auxiliary holes, the undercut holes and the peripheral holes, and the drilling depth is controlled according to 2 times of a single-cycle footage; optimizing blasting parameters in a high-ground-stress severe rock burst section, and adjusting the distance between peripheral holes to be 30-35 cm; the minimum resistance line of the peripheral eyelets can be adjusted to 50-55 cm;
step two: loading, wherein spaced non-coupling loading is adopted in the advanced energy release blast hole, a low-section detonator is arranged at the tail part of the advanced energy release blast hole, the loading density of the detonator is 100-200 g/m, 4 sections of explosive columns are loaded at intervals in the front part of the advanced energy release blast hole, the loading non-coupling coefficient of the explosive columns in the advanced energy release blast hole is 2.0-4.0, and the loading density is 200-330 g/m; the auxiliary eyelets and the peripheral eyelets are filled with the explosive columns at intervals of 4 sections, the explosive charge decoupling coefficient of the auxiliary eyelets and the peripheral eyelets is 2.0-4.0, and the linear explosive charge density is 200-330 g/m; the slotted holes are filled with the explosive columns in a continuous coupling mode, and the explosive density of the explosive columns in the slotted holes is 200-330 g/m;
step three: detonating, namely, detonating the slotted holes, the auxiliary holes and the energy-releasing advanced blast holes near the auxiliary holes, and the peripheral holes and the energy-releasing advanced blast holes near the peripheral holes, layer by layer, wherein the detonating sequence is from inside to outside, and the detonating time difference between the blast holes of each layer is controlled to be 40-200 ms; when the deep hole is blasted, the detonation time difference between the cut eye and the auxiliary eye is increased so as to ensure that the cut eye throws the stone slag and the like out of the notch in the time difference, prevent the notch from silting up and provide an effective blank surface for the subsequent blasting of the auxiliary eye;
step four: water is sprayed to remove slag, the rock surface softened by high-pressure water is sprayed after blasting is excavated, the original stress of the rock stratum is promoted to be released and adjusted, surrounding rocks are softened, the content of dust in air caused by blasting is reduced, the probability of rock blasting is further reduced, and slag is removed after blasting is finished;
step five: and repeating the steps until the excavation is finished.
Compared with the prior art, the invention has the following technical effects:
1. the invention adopts a method of energy release blasting and smooth blasting combined blasting control to realize the effect of eliminating or reducing the energy accumulation degree in the tunnel excavation process of the high ground stress rockburst area, thereby effectively controlling the generation of the tunnel rockburst of the high ground stress area;
2. the smooth blasting parameters are reasonably optimized to reduce the influence of blasting on surrounding rocks as much as possible, and excavation footage and the loading amount are strictly controlled, so that disturbance is reduced;
3. according to the invention, through adjusting the blasting parameters, the excavation section is smooth, and the concentration of stress is reduced;
4. compared with the original conventional blasting parameters, the method has the advantages that the particle size and distance of the projected rock mass are obviously reduced when the rock burst occurs after the blasting parameters are adjusted, the rock mass projection phenomenon is reduced by about 30 percent, and the strength of the rock burst is effectively reduced.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present application, the drawings that are required to be used in the embodiments will be briefly described below, it should be understood that the following drawings only illustrate some embodiments of the present application and therefore should not be considered as limiting the scope, and for those skilled in the art, other related drawings can be obtained from the drawings without inventive effort.
FIG. 1 is a schematic plan view of an embodiment;
FIG. 2 is a schematic sectional view A-A of FIG. 1;
FIG. 3 is a schematic structural view of each blast hole of the embodiment;
icon: 1-advanced energy release blast hole, 2-auxiliary hole, 3-cut hole, 4-peripheral hole, 5-detonator and 6-explosive column.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present application clearer, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is obvious that the described embodiments are some embodiments of the present application, but not all embodiments. The components of the embodiments of the present application, generally described and illustrated in the figures herein, can be arranged and designed in a wide variety of different configurations.
Thus, the following detailed description of the embodiments of the present application, presented in the accompanying drawings, is not intended to limit the scope of the claimed application, but is merely representative of selected embodiments of the application. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present application.
It should be noted that the embodiments and features of the embodiments in the present application may be combined with each other without conflict.
It should be noted that: like reference numbers and letters refer to like items in the following figures, and thus, once an item is defined in one figure, it need not be further defined and explained in subsequent figures.
In the description of the embodiments of the present application, it should be noted that the indication of orientation or positional relationship is based on the orientation or positional relationship shown in the drawings, or the orientation or positional relationship which is usually placed when the product of the application is used, or the orientation or positional relationship which is usually understood by those skilled in the art, or the orientation or positional relationship which is usually placed when the product of the application is used, and is only for the convenience of describing the application and simplifying the description, but does not indicate or imply that the indicated device or element must have a specific orientation, be constructed in a specific orientation, and be operated, and thus, should not be construed as limiting the application. Furthermore, the terms "first," "second," "third," and the like are used solely to distinguish one from another and are not to be construed as indicating or implying relative importance.
In the description of the embodiments of the present application, it should also be noted that, unless otherwise explicitly stated or limited, the terms "disposed," "mounted," and "connected" are to be construed broadly, and may for example be fixedly connected, detachably connected, or integrally connected; may be directly connected or indirectly connected through an intermediate. The specific meaning of the above terms in the present application can be understood in a specific case by those of ordinary skill in the art.
Examples
A combined control blasting structure for a high ground stress rock burst area is characterized in that energy-releasing advanced blast holes 1, auxiliary holes 2, cut-out holes 3 and peripheral holes 4 are arranged on an excavated tunnel face, the cut-out holes 3, the auxiliary holes 2, the energy-releasing advanced blast holes 1 and the peripheral holes 4 are arranged on the tunnel face at intervals from inside to outside, blasting assemblies are filled in the energy-releasing advanced blast holes 1, the auxiliary holes 2, the cut-out holes 3 and the peripheral holes 4, and the blasting assemblies are combinations of detonators 5 and explosive columns 6.
The pilot energy release blast holes 1 are distributed at intervals between the auxiliary blast holes 2 and the peripheral blast holes 4, and the auxiliary blast holes 2 are close to the pilot hole 3.
The arrays of the cut holes 3 are distributed in the middle of the tunnel face.
The front part of the advanced energy-releasing blast hole 1 is filled with explosive columns 6 at intervals, and the tail part of the advanced energy-releasing blast hole 1 is provided with a low-section detonator 5.
The charging density of the detonator 5 in the advanced energy release blast hole 1 is 100-200 g/m, the charging decoupling coefficient of the explosive column 6 is 2.0-4.0, and the charging density is 200-330 g/m.
The auxiliary eyelets 2 and the peripheral eyelets 4 are filled with medicine columns 6 at intervals.
The non-coupling coefficient of the powder charge of the auxiliary holes 2 and the powder charge of the powder columns 6 in the peripheral holes 4 is 2.0-4.0, and the linear powder charge density is 200-330 g/m.
The slotted holes 3 are continuously coupled and filled with the explosive columns 6.
The charge density of the explosive columns in the cut holes 3 is 200-330 g/m.
The blasting method comprises the following steps:
the method comprises the following steps: arranging blast holes, arranging energy-advanced blast holes 1, auxiliary holes 2, undercut holes 3 and peripheral holes 4 in a peripheral contour line determined in a tunnel excavation area at the tunnel excavation face according to design requirements, arranging the energy-advanced blast holes 1, the auxiliary holes 2, the undercut holes 3 and the peripheral holes 4 at intervals, and controlling the drilling depth according to 2 times of a single-cycle footage; optimizing blasting parameters in a high-ground-stress severe rock burst section, and adjusting the distance between 4 peripheral eyelets to 30-35 cm; the minimum resistance line of the peripheral eyelets 4 can be adjusted to 50-55 cm;
step two: loading, wherein spaced non-coupling loading is adopted in the advanced energy release blast hole 1, a low-section detonator 5 is arranged at the tail part of the advanced energy release blast hole 1, the loading density of the detonator 5 is 100-200 g/m, 4 sections of explosive columns 6 are loaded at intervals in the front part of the advanced energy release blast hole 1, the loading non-coupling coefficient of the explosive columns 6 of the advanced energy release blast hole 1 is 2.0-4.0, and the loading density is 200-330 g/m; the auxiliary eyelets 2 and the peripheral eyelets 4 are divided into 4 sections and are filled with the explosive columns 6 at intervals, the explosive charge decoupling coefficient of the explosive columns 6 of the auxiliary eyelets 2 and the peripheral eyelets 4 is 2.0-4.0, and the linear explosive charge density is 200-330 g/m; the explosive columns 6 are continuously coupled and filled in the cut holes 3, and the explosive density of the explosive columns 6 in the cut holes 3 is 200-330 g/m;
step three: detonating, namely, detonating the slotted eyelet 3 first, then detonating the auxiliary eyelet 2 and the advanced energy-releasing blast holes 1 near the auxiliary eyelet 2, and finally detonating the peripheral eyelet 4 and the advanced energy-releasing blast holes 1 near the peripheral eyelet 4, wherein the detonating time difference between each layer of blast holes is controlled to be 40-200 ms; when deep hole blasting is carried out, the detonation time difference between the cut eyelet 3 and the auxiliary eyelet 2 is increased, so that the cut eyelet 3 is ensured to throw stone slag and the like out of the notch in the time difference, the notch is prevented from being silted up, and an effective blank face is provided for the subsequent blasting of the auxiliary eyelet 2;
step four: water is sprayed to remove slag, the rock surface softened by high-pressure water is sprayed after blasting is excavated, the original stress of the rock stratum is promoted to be released and adjusted, surrounding rocks are softened, the content of dust in air caused by blasting is reduced, the probability of rock blasting is further reduced, and slag is removed after blasting is finished;
step five: and repeating the steps until the excavation is finished.
The present invention is capable of other embodiments, and various changes and modifications may be made by one skilled in the art without departing from the spirit and scope of the invention.
Claims (10)
1. The utility model provides a high ground stress rock burst district joint control blasting structure which characterized in that: set up on the face of excavation in advance to release can big gun hole (1), supplementary eyelet (2), undercut eyelet (3), peripheral eyelet (4), undercut eyelet (3), supplementary eyelet (2), advance to release can big gun hole (1), peripheral eyelet (4) are arranged from inside to outside interval on the face, all are filled with the blasting subassembly in advance releasing can big gun hole (1), supplementary eyelet (2), undercut eyelet (3), peripheral eyelet (4), the blasting subassembly is the combination of detonator (5) and explosive column (6).
2. A high-geostress rockburst area combined control blasting structure according to claim 1, wherein: the underholing holes (3) are located in the middle of the face, the peripheral holes (4) are located at the edge of the face, the energy-releasing advanced blast holes (1) are distributed between the auxiliary holes (2) and the peripheral holes (4) at intervals, and the auxiliary holes (2) are close to the underholing holes (3).
3. A high-geostress rock burst area combined control blasting structure as defined in claim 1 or 2, characterised in that: the underholing holes (3) are distributed in the middle of the tunnel face in an array mode.
4. A high-geostress rock burst area combined control blasting structure as defined in claim 1 or 2, characterised in that: the front part of the energy advanced blast hole (1) is filled with explosive columns (6) at intervals, and the tail part of the energy advanced blast hole (1) is provided with a low-section detonator (5).
5. The high-geostress rockburst area combined control blasting structure according to claim 4, wherein: the charging density of the detonator (5) in the advanced energy release blast hole (1) is 100-200 g/m, the charging uncoupling coefficient of the explosive column (6) is 2.0-4.0, and the charging density is 200-330 g/m.
6. A high-geostress rock burst area combined control blasting structure as defined in claim 1 or 2, characterised in that: the auxiliary eyelets (2) and the peripheral eyelets (4) are filled with explosive columns (6) at intervals.
7. The high-geostress rockburst area combined control blasting structure according to claim 6, wherein: the powder charge decoupling coefficient of the auxiliary holes (2) and the powder charge columns (6) in the peripheral holes (4) is 2.0-4.0, and the linear powder charge density is 200-330 g/m.
8. A high-geostress rock burst area combined control blasting structure as defined in claim 1 or 2, characterised in that: the medicine columns (6) are continuously coupled and filled in the cut holes (3).
9. A high-geostress rockburst area combined control blasting structure according to claim 1, wherein: the explosive density of the explosive columns in the cut holes (3) is 200-330 g/m.
10. The combined control blasting structure for the high-geostress rockburst area according to any one of claims 1 to 9, wherein the blasting method comprises the following steps:
the method comprises the following steps: arranging blast holes, arranging energy-advanced blast holes (1), auxiliary holes (2), undercut holes (3) and peripheral holes (4) in a peripheral contour line determined in a tunnel excavation area according to design requirements at the tunnel excavation face, arranging the energy-advanced blast holes (1), the auxiliary holes (2), the undercut holes (3) and the peripheral holes (4) at intervals, and controlling the drilling depth according to 2 times of a single-cycle drilling rule; in a high-ground-stress severe rock burst section, optimizing burst parameters, and adjusting the distance between peripheral eyelets (4) to 30-35 cm; the minimum resistance line of the peripheral eyelets (4) can be adjusted to 50-55 cm;
step two: loading, wherein spaced non-coupling loading is adopted in the advanced energy release blast hole (1), a low-section detonator (5) is distributed at the tail part of the advanced energy release blast hole (1), the loading density of the detonator (5) is 100-200 g/m, 4 sections of explosive columns (6) are loaded at intervals in the front part of the advanced energy release blast hole (1), the loading non-coupling coefficient of the explosive columns (6) of the advanced energy release blast hole (1) is 2.0-4.0, and the loading density is 200-330 g/m; the auxiliary eyelets (2) and the peripheral eyelets (4) are filled with the explosive columns (6) at intervals of 4 sections, the explosive charge decoupling coefficient of the explosive columns (6) of the auxiliary eyelets (2) and the peripheral eyelets (4) is 2.0-4.0, and the linear explosive charge density is 200-330 g/m; the explosive columns (6) are continuously and coupled and filled in the cut holes (3), and the explosive density of the explosive columns (6) in the cut holes (3) is 200-330 g/m;
step three: detonating, namely, firstly detonating the slotted eyelet (3), then detonating the auxiliary eyelet (2) and the advanced energy-releasing blast holes (1) near the auxiliary eyelet (2), and finally detonating the peripheral eyelet (4) and the advanced energy-releasing blast holes (1) near the peripheral eyelet (4), wherein the time difference of detonating between each layer of blast holes is controlled between 40 and 200 ms; when deep hole blasting is carried out, detonation time difference between the cut eyelet (3) and the auxiliary eyelet (2) is increased;
step four: water is sprayed to remove slag, the rock surface softened by high-pressure water is sprayed after blasting is excavated, the original stress of the rock stratum is promoted to be released and adjusted, surrounding rocks are softened, the content of dust in air caused by blasting is reduced, the probability of rock blasting is further reduced, and slag is removed after blasting is finished;
step five: and repeating the steps until the excavation is finished.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110043591.0A CN113154969A (en) | 2021-01-13 | 2021-01-13 | High-ground-stress rock burst area combined control blasting structure and blasting method |
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| CN202110043591.0A CN113154969A (en) | 2021-01-13 | 2021-01-13 | High-ground-stress rock burst area combined control blasting structure and blasting method |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115355777A (en) * | 2022-07-11 | 2022-11-18 | 中铁十九局集团有限公司 | Tunnel construction method for reducing rock burst duration by inducing rock burst under high ground stress |
| NL2032914B1 (en) * | 2022-08-11 | 2023-03-31 | Univ Zaozhuang | Tunnelling method for preventing rock burst in high stress area |
-
2021
- 2021-01-13 CN CN202110043591.0A patent/CN113154969A/en active Pending
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115355777A (en) * | 2022-07-11 | 2022-11-18 | 中铁十九局集团有限公司 | Tunnel construction method for reducing rock burst duration by inducing rock burst under high ground stress |
| CN115355777B (en) * | 2022-07-11 | 2023-08-22 | 中铁十九局集团有限公司 | Tunnel construction method for inducing rock burst to reduce duration time of rock burst under high ground stress |
| NL2032914B1 (en) * | 2022-08-11 | 2023-03-31 | Univ Zaozhuang | Tunnelling method for preventing rock burst in high stress area |
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Application publication date: 20210723 |