CN112343605B - Rock burst prevention tunnel excavation supporting method based on reduced-scale modified pressure arch - Google Patents
Rock burst prevention tunnel excavation supporting method based on reduced-scale modified pressure arch Download PDFInfo
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- CN112343605B CN112343605B CN202011222981.6A CN202011222981A CN112343605B CN 112343605 B CN112343605 B CN 112343605B CN 202011222981 A CN202011222981 A CN 202011222981A CN 112343605 B CN112343605 B CN 112343605B
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/006—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries by making use of blasting methods
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
- E21D9/002—Injection methods characterised by the chemical composition used
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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
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- 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
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
Abstract
The invention provides a rock burst prevention tunnel excavation supporting method based on a reduced-scale modified pressure arch. The method may comprise: after excavating a tunnel, monitoring the danger of rock burst, if the danger is monitored to be large, forming a composite arch on a front rock mass in the tunneling direction of the tunnel, otherwise, normally tunneling; after the composite arch is formed, normal tunneling is continued, and primary support is carried out on the newly formed tunnel rock wall; wherein, form compound arch on the preceding rock mass of tunnel tunnelling direction and include: pre-splitting blasting is carried out along the circumferential direction of the front rock body to explode rich fracture networks; and injecting a viscous reinforcing material into the rock mass fracture. Compared with the prior art, the invention has the following beneficial effects: the operability is strong, the adaptability is good, and the method is suitable for the prevention and treatment work of rockburst disasters of different levels; the stress level of the surrounding rock mass can be reduced, and the magnitude of the elastic potential energy for generating the rock burst is reduced; the energy which can generate rock burst is absorbed by the deformation friction and viscous flow of the composite arch rock body.
Description
Technical Field
The invention relates to the field of rock burst prevention engineering, in particular to a rock burst prevention tunnel excavation supporting method based on a reduced scale modified pressure arch.
Background
Rock burst, as a common underground engineering disaster, often occurs in areas with high hardness of rock mass and high ground stress, and brings much loss to production and construction due to high harmfulness. In actual engineering, the space and time forecast of the rock burst is often difficult to be accurate, so that certain difficulty is brought to avoiding and preventing disasters. The method is characterized by fast coming pressure, high randomness and difficult prediction. Many engineering methods and measures for preventing and treating rock burst cause disasters because of untimely application.
Disclosure of Invention
In view of the deficiencies in the prior art, it is an object of the present invention to address one or more of the problems in the prior art as set forth above. For example, one of the objects of the present invention is to form a renovation structure before excavation of a tunnel and to prevent rock burst from occurring after excavation.
In order to achieve the purpose, the invention provides a rock burst prevention tunnel excavation supporting method based on a reduced scale modified pressure arch. The method may comprise the steps of: after excavating a tunnel, monitoring the danger of rock burst, if the danger is monitored to be large, forming a composite arch on a front rock body in the tunneling direction of the tunnel, otherwise, normally tunneling; after the composite arch is formed, normal tunneling is continued, and primary support is carried out on the newly formed tunnel rock wall; wherein, form compound arch on the preceding rock mass of tunnel tunnelling direction and include: pre-splitting blasting is carried out along the circumferential direction of the front rock body to explode rich fracture networks; and injecting a viscous reinforcing material into the blasted rock body crack.
According to an exemplary embodiment of the invention, a plurality of groups of blast holes are drilled on the tunnel face of the front rock body along the circumferential direction, each group of blast holes comprises 1 or more blast holes which are inclined outwards, and all or part of the hole body of each blast hole is positioned in the newly formed tunnel rock wall; and filling blasting powder into the plurality of groups of blasting holes for presplitting blasting.
According to an exemplary embodiment of the present invention, each set of blast holes may comprise a plurality of blast holes radially distributed along the tunnel.
According to an exemplary embodiment of the present invention, each group of the plurality of blast holes may include a distance of 0.3 to 1.0m between each two of the plurality of blast holes.
According to an exemplary embodiment of the invention, the included angle between the blast hole and the tunnel axis may be 15-45 degrees.
According to an exemplary embodiment of the invention, blasting agents are spaced within the blasthole, for example, at equidistant intervals.
According to an exemplary embodiment of the present invention, the step of injecting the viscous reinforcing material into the rock mass fracture may include: and after the pre-splitting blasting, drilling a grouting pipe into the broken rock mass along the residual blasting hole, and then injecting the viscous reinforcing material in sections, wherein the grouting position of each section is consistent with the initiation position of blasting powder.
According to an exemplary embodiment of the invention, the adhesive reinforcing material may comprise an adhesive reinforcing material, for example a carbon fiber reinforced resin material.
According to an exemplary embodiment of the present invention, after the primary supporting of the newly formed tunnel rock wall, the method may further include the steps of: continuing to repeat the monitoring, and steps subsequent to the monitoring.
According to an exemplary embodiment of the invention, the primary braced tunnel section is braced secondarily after the stabilization of the deformation to be collected of the primary braced tunnel section.
Compared with the prior art, the beneficial effects of the invention can include: the operability is strong, the adaptability is good, and the method is suitable for the prevention and treatment work of rockburst disasters of different levels; the stress level of the surrounding rock mass can be reduced, and the magnitude of the elastic potential energy for generating the rock burst is reduced; the energy which can generate rock burst is absorbed by the deformation friction and viscous flow of the composite arch rock body.
Drawings
The above and other objects and features of the present invention will become more apparent from the following description taken in conjunction with the accompanying drawings, in which:
fig. 1 shows a schematic view of the basic structural features of the anti-rock burst tunnel excavation support based on the reduced-scale modified pressure arch of the present invention;
FIG. 2 is a schematic flow diagram of the rock burst prevention tunnel excavation support based on the reduced-scale modified pressure arch according to the present invention;
FIG. 3 is a schematic diagram illustrating the excavation supporting principle of the rock burst-proof tunnel based on the reduced-scale modified pressure arch according to the present invention;
FIG. 4 is a schematic diagram showing the influence of the modified pressure arch on the stress level of tunnel surrounding rock and the comparison of the rock mechanics characteristics of the pressure arch with those of the original rock;
FIG. 5 shows a schematic of a modified pressure arch of the present invention to reduce critical mass feature size;
FIG. 6 shows a schematic view of a blast hole drilled in the composite arch area of the present invention;
figure 7 shows a schematic view of the pre-splitting blasting-reducing characteristic dimension of the rock mass of the present invention;
figure 8 shows a schematic structural view of the composite arch of the present invention after the injection of carbon fiber resin material;
figure 9 shows a schematic view of the normal tunnelling of the tunnel of the present invention;
fig. 10 shows a schematic view of the primary support of the present invention.
Detailed Description
Hereinafter, the rock burst-proof tunnel excavation supporting method based on the reduced-scale modified pressure arch according to the present invention will be described in detail with reference to the accompanying drawings and exemplary embodiments.
The invention provides a rock burst prevention tunnel excavation supporting method based on a reduced scale modified pressure arch. Fig. 1 is a schematic diagram showing basic structural features of the rock burst prevention tunnel excavation support based on the reduced-size modified pressure arch, wherein (a) is a schematic diagram of a radial section, and (b) is a schematic diagram of an axial section. As shown in fig. 1 (a) and (b), after a tunnel excavation tunnel with a possibility of rock burst is excavated, a viscoelastic pressure arch structure (i.e., a composite arch formed by rock and carbon fiber resin) is artificially made around the circumferential direction of a rock body of an excavation portion. The pressure arch is mainly formed by reducing the characteristic dimension of a rock mass and injecting viscous reinforcing materials. The pressure arches of the present invention may also be referred to as composite arches.
In an exemplary embodiment of the invention, as shown in fig. 2, the method for supporting the anti-rock burst tunnel excavation based on the reduced-scale modified pressure arch may include the following steps:
s01: and monitoring the rock burst danger in real time.
In general informatization construction, the safety of tunnel excavation is monitored in real time, and when the risk of rockburst disasters is high, a rockburst prevention and treatment process is carried out.
S02: and (4) drilling blast holes in the composite arch area.
And drilling a blast hole in a composite arch area of the rock mass in front of the tunneling direction of the tunnel, wherein the composite arch area refers to an area to be formed into a composite arch.
S03: pre-splitting blasting.
And (3) carrying out low equivalent charge in the blast hole or carrying out presplitting blasting on the rock mass in the composite arch area by adopting energy-gathered charge for more accurate control, so as to explode rich fracture networks.
S04: carbon fiber resin is injected.
And injecting a carbon fiber reinforced resin gel material (which can be referred to as carbon fiber resin, carbon fiber resin or carbon fiber reinforced resin material for short) into the rock body fracture of the composite arch area by using a self-drilling grouting machine for the original blast hole.
S05: and (5) normally tunneling the tunnel.
And after the grouting material is solidified, carrying out normal footage tunneling on the tunnel.
S06: and forming primary support.
And (4) tunneling to form a new tunnel rock wall, performing primary anchor-spraying net support at the moment, and then entering the next tunneling operation cycle, namely repeating the steps S01-S06.
S07: and (5) secondary supporting.
And after the primary supported tunnel section is basically stable after being converged and deformed, secondary supporting can be carried out, and the construction of the final bearing structure of the tunnel is completed.
In this embodiment, fig. 3 shows a schematic diagram of the support principle of the anti-rock burst tunnel excavation based on the reduced-scale modified pressure arch according to the present invention. Fig. 4 is a schematic diagram showing the influence of the modified pressure arch on the stress level of the surrounding rock of the tunnel and the comparison of the rock mechanical characteristics of the modified pressure arch with the original rock mechanical characteristics, wherein (a) the schematic diagram shows the influence of the modified pressure arch on the stress level of the surrounding rock of the tunnel, the ordinate of the schematic diagram represents the stress, 1 represents the tangential stress without a composite arch, 2 represents the tangential stress with a composite arch, 3 represents the radial stress without a composite arch, and 4 represents the radial stress with a composite arch; fig. 4 (b) is a schematic diagram showing the comparison of the rock mechanics characteristics of the modified pressure arch with those of the original rock, 5 is a stress-strain curve of the composite arch rock, and 6 is a stress-strain curve of the original rock. Fig. 5 shows a schematic diagram of the present invention of a modified pressure arch to reduce critical body feature size, wherein the left diagram shows a schematic diagram without a composite arch, the right diagram shows a schematic diagram with a composite arch, and the area indicated by dots in the right diagram is a composite arch.
The basic mechanism of the invention for preventing and controlling the rock burst is shown in figure 3, and the key points are as follows:
(1) a pressure arch is formed before the tunnel rock mass is excavated, so that rock burst which comes at any time and is difficult to predict after the excavated surface is formed can be prevented; the composite arch absorbs the subsequent excavation blasting disturbance, so that the disturbance of the stress wave to the original rock is reduced;
(2) the formation of the composite arch enables the tunnel to be excavated and then forms a stable pressure arch, as shown in figure 4 (a), the pressure arch can reduce the pressure of surrounding rocks directly acting on the supporting structure and reduce the stress level of the surrounding rocks near the tunnel. As shown in fig. 5, as the stress level in the surrounding rock decreases, the strain potential of the rock mass decreases, with a consequent decrease in the size of the potentially-formed dangerous rock mass. Therefore, the rock burst occurrence probability is reduced from the source. As shown in the graph (b) in FIG. 4, the peak strength of the composite arch after artificial modification is weakened (e.g., sigma) compared with the original rock body with elastic brittleness p1 ＜σ p0 ) The residual strength (e.g. sigma) is improved r1 ＞σ r0 ) While lowering the modulus of elasticity (e.g. E) 1 ＜E 0 ) And the reinforcement effect of the resin material of the invention gives certain viscosity to the deformation of the rock mass.
(3) The composite arch is capable of absorbing deformation energy significantly. After pre-splitting blasting, the rock mass at the composite arch part is divided into rock blocks with the size smaller than that of the original rock mass. As a result, the fracture network in the rock mass becomes developed, and deformation energy can be absorbed by friction of the fractures during the deformation by pressure. The carbon fiber resin has higher tensile strength and plays a role in reinforcing the composite arch; meanwhile, the carbon fiber resin has obvious viscosity and can absorb deformation energy. Under the superposition of the two energy consumption mechanisms, the composite arch can absorb energy generated by slow deformation and can also absorb the impact energy of surrounding rock burst.
In this embodiment, fig. 6 shows a schematic diagram of a blast hole drilled in a composite arch area according to the present invention, wherein (a) is a schematic diagram of a radial section, and (B) is a schematic diagram of an axial section, wherein i in fig. 6 represents a surrounding rock, ii represents a composite arch area, iii represents a blast hole, a represents an excavated tunnel wall, B represents a shaped charge, and Lc represents a design excavation footage.
As shown in fig. 6, the blast holes (also referred to as blast holes) of the composite arch region are formed by punching a plurality of rows of blast holes obliquely outward from the face of the tunnel. The included angle and the row spacing between the blast hole and the tunnel axis can be designed according to the driving footage Lc and the composite arch thickness h 0 Determining; furthermore, the included angle can be 15-45 degrees, such as 20, 30, 40 degrees and the like; further, the pitch may be 0.3 to 1.0m, such as 0.4, 0.5, 0.7, 0.8m, etc.
Considering the artificial adjustability of the properties of the composite arch material, the thickness h of the composite arch is convenient for construction 0 The length of the anchor rod of the primary anchor support can be related. Generally, the anchor support parameters of the tunnel wall surface can be determined by two means, one is an empirical analogy method; and the other method is theoretical calculation. And various theoretical calculation methods exist, such as a natural balance arch theory, a composite beam theory, a reinforced arch theory, a suspension theory and the like. Because the length of the anchoring section of the anchor rod is generally arranged in the stable surrounding rock mass, and the composite arch is actually equivalent to a rock loosening ring with optimized mechanical properties, the thickness h of the composite arch 0 The range does not exceed the length of the non-anchored section of the anchor rod, i.e. the anchored section of the anchor rod is ensured to be in a relatively stable rock mass outside the range of the composite arch.
A plurality of rows of blast holes can be formed in the tunnel face, and each row of blast holes are distributed along the periphery of the excavated section in a surrounding mode, or can be distributed along the wall face of the tunnel according to the approximate generation direction of rock burst caused by ground pressure under the control of more fine economy. The number of rows of the blast holes can be 2-5. The arrangement number of blast holes is not too much, too much causes too much labor hour consumption, too little causes the rock mass fracture network in the composite arch area to be not rich and uniform enough. Further, the number of rows of the blast holes may be 3, so that it is possible to make the advance of the composite arch coincide with the advancing advance.
In this example, figure 7 shows a schematic view of a characteristic dimension of a pre-splitting blasting-reduced rock mass according to the invention, wherein (a) is a schematic view in radial section and (b) is a schematic view in axial section.
After the blast hole of the composite arch is formed, the charging-blasting operation is carried out. Controlled presplitting blasting may be used to space charge only in the blastholes in the composite arch area, preferably in the form of a hoop shaped charge, as shown in figure 6 (b). The invention can blast the rock mass in the composite arch area into the fissure development rock mass as shown in (a) and (b) in figure 7 by controlling the presplitting blasting, thus changing the hard rock mass with better integrity into the comparatively broken fissure rock mass.
In this embodiment, fig. 8 is a schematic view showing a structure of a composite arch after the carbon fiber resin material is impregnated according to the present invention, wherein (a) is a schematic view showing a radial cross section, and (b) is a schematic view showing an axial cross section.
The carbon fiber reinforced resin material is injected into the rock mass, so that the strength of the composite arch can be enhanced, and the mechanical property can be changed. The invention takes fluid resin as the main material, and mixes the fluid resin with fluid such as carbon fiber powder, coagulator, retarder and the like under certain pressure and injects the mixture into the cracks of the rock mass in the composite arch area. The invention can also use FRP material to repair the cracks on the wall surface of the tunnel, thereby playing a role in reinforcement.
The invention can adopt a pressurized grouting pipe with a self-drilling function to inject the carbon fiber reinforced resin material. The grouting pipe can be drilled into a broken rock body along the residual blast hole, mixed slurry is injected in sections, and the grouting position of each section is consistent with the initiation position of the original blasting charge, so that the carbon fiber resin liquid can better enter cracks. The carbon fiber resin material after grouting forms a 'tree root' radial shape in space, and a plurality of grouting holes can form a grid shape, such as the schematic diagrams shown in (a) and (b) in fig. 8. After the carbon fiber resin slurry is solidified, the reticular carbon fiber resin and the bonded rock mass form a composite arch with viscoelastoplasticity.
In this embodiment, fig. 9 shows a schematic view of the normal tunneling of the tunnel of the present invention. Fig. 10 is a schematic view showing primary timbering performed by the present invention, wherein (a) is a schematic view in a radial section, and (b) is a schematic view in an axial section.
After the composite arch is formed, the tunnel excavation operation can be performed normally, for example, a drilling and blasting method, a heading machine and the like can be used for performing tunnel face excavation, as shown in fig. 9, and an arrow in fig. 9 indicates the excavation direction. The occurrence of rock bursts is largely avoided, since a pressure arch is now formed. The excavation forms an exposed rock wall, and primary supporting can be completed by using measures such as anchor-spraying-net and the like, as shown in (a) and (b) of fig. 10. Due to the existence of the composite arch, the primary support parameters can be properly reduced. After primary support is completed, the next cycle can be entered, and composite arch construction-rock excavation and tunneling work is continued. And for the working section basically completing the deformation and convergence of the tunnel, secondary supporting can be carried out, and finally the bearing structure of the tunnel is completed.
In summary, the rock burst prevention tunnel excavation supporting method based on the reduced-scale modified pressure arch has the advantages that at least one of the following items is included:
(1) the invention forms a protective structure-composite arch before excavation, thereby overcoming the defect that the existing prevention and control measures which are difficult to form in time after excavation deal with the damage of rock burst, and solving the problems that the coming prediction of the rock mass is inaccurate in the rock burst disaster and the space scale range of the prominent rock mass is not good.
(2) The invention can reduce the stress level of the surrounding rock mass, thereby reducing the magnitude of the elastic potential energy for generating rock burst and simultaneously reducing the magnitude and scale of dangerous rock mass.
(3) According to the invention, the original elastic brittle rock mass is changed into the visco-elastic plastic rock mass through the scale modification of the composite arch rock mass, the peak strength is reduced, the residual strength is increased, and the viscosity is increased. Therefore, the invention can absorb the energy which can generate rock burst through the deformation friction and viscous flow of the composite arch rock body.
(4) The prefabricated composite arch structure type and the method have the advantages of strong operability and good structural adaptability, and are suitable for the prevention and treatment of rockburst disasters of different levels from small scale to large scale and the like.
Although the present invention has been described above in connection with exemplary embodiments, it will be apparent to those skilled in the art that various modifications and changes may be made to the exemplary embodiments of the present invention without departing from the spirit and scope of the invention as defined in the appended claims.
Claims (5)
1. A rock burst prevention tunnel excavation supporting method based on a reduced-scale modified pressure arch is characterized by comprising the following steps:
after excavating a tunnel, monitoring the danger of rock burst, if the danger is monitored to be large, forming a composite arch on a front rock body in the tunneling direction of the tunnel, otherwise, normally tunneling;
after the composite arch is formed, normal tunneling is continued, and primary supporting is carried out on the newly formed tunnel rock wall;
wherein, form compound arch on the preceding rock mass of tunnel tunnelling direction and include: pre-splitting blasting is carried out along the circumferential direction of the front rock body to explode rich fracture networks; injecting a viscous reinforcing material into the blasted rock mass crack;
the presplitting blasting comprises the following steps: punching a plurality of groups of blast holes along the circumferential direction on the face of the front rock body, wherein each group of blast holes comprises 1 or more blast holes which are inclined outwards, and all or part of the hole body of each blast hole is positioned in the newly formed tunnel rock wall; loading blasting agents into the groups of blasting holes, and performing presplitting blasting;
the included angle between the blast hole and the axis of the tunnel is 15-45 degrees;
each group of blast holes comprises a plurality of blast holes distributed along the radial direction of the tunnel;
after the pre-splitting blasting, drilling a grouting pipe into a broken rock body along a residual blasting hole, and then injecting the viscous reinforcing material in sections, wherein the position of each section grouting is consistent with the initiation position of blasting powder;
the composite arch is formed around the circumferential direction of the rock body of the part to be excavated;
and (3) filling blasting powder in the blasting holes in the composite arch area to be formed at intervals, and performing presplitting blasting on the rock mass in the composite arch area to be formed.
2. The rock burst prevention tunnel excavation supporting method based on the reduced-scale modified pressure arch, as claimed in claim 1, wherein the distance between every two of the plurality of blast holes included in each group of blast holes is 0.3-1.0 m.
3. The method for rock burst-proof tunnel excavation support based on the reduced-scale modified pressure arch according to claim 1, wherein the viscous reinforcing material comprises a carbon fiber reinforced resin material.
4. The method for supporting the rock burst-proof tunnel excavation based on the reduced-scale modified pressure arch as claimed in claim 1, wherein after the primary supporting of the newly formed tunnel rock wall, the method further comprises the steps of: continuing to repeat the monitoring, and steps subsequent to the monitoring.
5. The method for supporting and excavating the rock burst-proof tunnel based on the reduced-scale modified pressure arch as claimed in claim 1, wherein the primary supporting and excavating method is characterized in that secondary supporting is carried out after the primary supporting and excavating method is completed and the primary supporting and excavating method is stable in deformation to be converged.
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| AU743638B2 (en) * | 1998-03-31 | 2002-01-31 | Council Of Scientific And Industrial Research | An arch useful for withstanding effect of rockburst occurring in underground mines/tunnels |
| ZA982634B (en) * | 1998-03-30 | 1998-12-30 | Council Scient Ind Res | An arch useful for withstanding effect of rockburst occuring in underground mines/tunnels |
| PL2833118T3 (en) * | 2012-03-31 | 2017-01-31 | China Univ Of Mining & Tech (Beijing) | Simulated impact-type rock burst experiment apparatus |
| EP2835627A4 (en) * | 2012-03-31 | 2015-12-09 | Univ China Mining | Experiment method for simulated impact-type rock burst |
| CN202543920U (en) * | 2012-04-19 | 2012-11-21 | 杭州图强工程材料有限公司 | Pressure distributed type yielding anchor cable |
| CN104806265B (en) * | 2015-03-31 | 2017-01-25 | 辽宁工程技术大学 | Impact ground pressure preventing method of full seam gateway |
| CN105541238B (en) * | 2015-12-23 | 2018-06-26 | 金华市恒通工程检测有限公司 | A kind of High Strength Non-shrinking Filling Material |
| CN106401522B (en) * | 2016-06-17 | 2018-11-30 | 中国矿业大学 | A kind of quick injection hole sealing device of soft plasticity and method |
| CN206592127U (en) * | 2017-03-21 | 2017-10-27 | 中国电建集团成都勘测设计研究院有限公司 | Great burying TBM construction tunnel rock burst processing structures |
| CN107780949A (en) * | 2017-10-13 | 2018-03-09 | 北京工业大学 | A kind of steel FRP complex waves card tunnel support method |
| CN107954668B (en) * | 2017-11-09 | 2019-10-22 | 淮南矿业(集团)有限责任公司 | A kind of inorganic compounding injecting paste material for the advanced pre-reinforcement of Coal Face Passing Through Fault |
| CN110284887A (en) * | 2019-06-24 | 2019-09-27 | 中铁隧道局集团有限公司 | A kind of construction method of line tunnel trunk |
| CN110821501B (en) * | 2019-11-22 | 2021-02-12 | 中国水利水电第十工程局有限公司 | Pre-pressure relief construction method for rock burst tunnel |
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