CN116220695A - Method for regulating and controlling rock mass stress of deep cavern - Google Patents

Method for regulating and controlling rock mass stress of deep cavern Download PDF

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Publication number
CN116220695A
CN116220695A CN202310016744.1A CN202310016744A CN116220695A CN 116220695 A CN116220695 A CN 116220695A CN 202310016744 A CN202310016744 A CN 202310016744A CN 116220695 A CN116220695 A CN 116220695A
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China
Prior art keywords
rock
cavity
anchor
stress
arch
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CN202310016744.1A
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Inventor
吴红晓
郑际镜
杨毅
郭伟
曹杰
史志杰
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PLA Rocket Force Engineering Design Research Institute
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PLA Rocket Force Engineering Design Research Institute
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Priority to CN202310016744.1A priority Critical patent/CN116220695A/en
Publication of CN116220695A publication Critical patent/CN116220695A/en
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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
    • 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
    • E21D11/04—Lining with building materials
    • E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
    • E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D20/00—Setting anchoring-bolts
    • 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 method for regulating and controlling rock mass stress of a deep cavity, which comprises the following steps: dividing surrounding rock mass into a rock breaking area and a deep undamaged surrounding rock area from near to far along the radial direction of the cavity; drilling the rock mass around the cavity so that each drill hole passes through the rock breaking area to reach the deep undamaged surrounding rock area to realize stress transfer; and supporting the rock breaking area by adopting a combined supporting mode of the anchor rods and the prestressed anchor cables to form a combined arch. According to the invention, by adopting a stress transfer technology and adopting a combined supporting mode of the anchor rods and the prestressed anchor cables for supporting, and adopting a reasonable anchor rod group and grouting process, the effective transmission and release of unloading energy aggregation in rock mass excavation are realized, and rock burst forecasting prevention and control and long-term stability of a grotto are fundamentally realized.

Description

Method for regulating and controlling rock mass stress of deep cavern
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a method for regulating and controlling rock mass stress of a deep cavity.
Background
The tunnel is a complex of surrounding rock and supporting structure. Tunnel excavation breaks the initial stress balance of the stratum, generates surrounding rock stress release and cavity deformation, and excessive deformation can lead to surrounding rock loosening and even collapse. And supporting objects such as Shi Zuogang and concrete are arranged on the periphery of the excavated cavity to provide resistance to the periphery of the cavity and control surrounding rock deformation, and the supporting system in the excavated tunnel is called as the supporting of the tunnel.
At present, the deep surrounding rock large deformation support is controlled by adopting the technology of improving the surrounding rock strength (grouting reinforcement, anchoring injection and the like) and the strong support technology (building, shed erecting, anchor net and the like). However, the research shows that the improvement of the supporting resistance has limited influence on the stress field and the plastic zone of the surrounding rock, the method is difficult to work after entering the deep high-stress environment, and the cavity needs to be repaired for many times. Therefore, aiming at the characteristic of regional damage of the rock mass of the large cave depot, how to realize the effective transfer and release of unloading energy aggregation in the rock mass excavation has important significance for solving the problems of rock burst forecasting prevention and control and long-term stability of the cavern.
Disclosure of Invention
The present invention has been made in view of the above problems, and it is an object of the present invention to provide a method for stress controlling a deep cavity rock mass that overcomes or at least partially solves the above problems.
In one aspect of the invention, a method for regulating and controlling stress of rock mass in a deep cavity is provided, which comprises the following steps:
dividing surrounding rock mass into a rock breaking area and a deep undamaged surrounding rock area from near to far along the radial direction of the cavity;
drilling the rock mass around the cavity so that each drill hole passes through the rock breaking area to reach the deep undamaged surrounding rock area to realize stress transfer;
and supporting the rock breaking area by adopting a combined supporting mode of the anchor rods and the prestressed anchor cables to form a combined arch.
Further, the supporting the rock breaking area by adopting the combined supporting mode of the anchor rod and the prestressed anchor cable to form a combined arch comprises the following steps:
reinforcing the rock breaking area by adopting an anchor rod and grouting method to form a uniform pressure-bearing arch;
the anchor cable is adopted to penetrate through the rock breaking area to anchor the bearing arch in the deep undamaged surrounding area, so that the deformation of the bearing arch is reduced, and the supporting capacity of the arch is improved.
Further, the method further comprises:
immediately spraying concrete of 30mm after opening a tunnel in a cavity, then punching anchor rod holes on the primary spraying surface, and hanging a reinforcing mesh;
and spraying concrete of 50mm after the anchor rods and the anchor cables are arranged, and re-spraying concrete after the preset time length is longer, so as to strengthen surrounding rocks, fully exert the self-supporting function of the surrounding rocks and protect the combined arch formed by the anchor rods.
Further, the method further comprises:
the thickness of the combined arch is calculated in advance, and a rock breaking area is supported in a combined supporting mode of an anchor rod and a pre-stressed anchor cable according to the thickness of the combined arch so as to form the combined arch;
the combined arch thickness calculation model is as follows:
Figure BDA0004040910610000021
wherein: b is the thickness of the combined arch, l is the effective length of the anchor rod, a is the interval of the anchor rod, and alpha is the acting angle of the anchor rod on the pressure stress of the broken rock mass;
wherein, length L of anchor rope is: l is greater than or equal to 3R 0 R0 is the chamber radius.
Further, the action angle of the anchor rod on the pressure stress of the fractured rock mass is 45 degrees.
Further, the drilling of the rock mass around the cavity to pass through the rock breaking zone to the deep undamaged surrounding rock zone to achieve stress transfer includes:
the stress of surrounding rock is transferred to the deep part at the top and the bottom of the cavity by a method of combining the roadway driving and the loosening blasting; and/or
Drilling holes in front of the working face of the cavity so as to transfer high stress in front of the working face to the deep front; and/or
Drilling the bottom feet of the two sides of the cavity to the high-stress part to release the pressure by loosening and blasting so as to control floor heave, or adopting the drilling and loosening and blasting to realize the pressure release of the upper cavity in the bottom cavity.
According to the method for regulating and controlling the rock mass stress of the deep cavern, disclosed by the embodiment of the invention, the rock breaking area is supported by adopting a combined supporting mode of the anchor rod and the prestressed anchor cable to form the combined arch, so that the effective transmission and release of unloading energy aggregation in rock mass excavation are realized, and the rock burst forecasting prevention and control and the long-term stability of the cavern are fundamentally realized.
The foregoing description is only an overview of the present invention, and is intended to be implemented in accordance with the teachings of the present invention in order that the same may be more clearly understood and to make the same and other objects, features and advantages of the present invention more readily apparent.
Drawings
Various other advantages and benefits will become apparent to those of ordinary skill in the art upon reading the following detailed description of the preferred embodiments. The drawings are only for purposes of illustrating the preferred embodiments and are not to be construed as limiting the invention. Also, like reference numerals are used to designate like parts throughout the figures. In the drawings:
FIG. 1 is a schematic flow chart of a method for regulating and controlling stress of a rock mass in a deep cavity according to an embodiment of the present invention;
FIG. 2 is a schematic diagram of stress analysis of a method for protecting a top roadway by pressure relief according to an embodiment of the present invention;
FIG. 3 is a schematic diagram of stress analysis of a method for protecting a bottom roadway by pressure relief according to an embodiment of the present invention;
FIG. 4 is a schematic diagram of a method for transferring stress of advanced drilling on a working surface according to an embodiment of the present invention;
FIG. 5 is a schematic diagram showing the comparison of the front and rear of the release of deformation energy by the active controlled pressure relief method according to the embodiment of the present invention;
FIG. 6 is a schematic diagram of an energy-absorbing excavation implementation principle according to an embodiment of the present invention;
FIG. 7 is a schematic view of a roof bolt assembly arch according to an embodiment of the present invention;
FIG. 8 is a schematic diagram of a supporting manner of surrounding rock with partition failure property according to an embodiment of the present invention;
fig. 9 is a schematic view of a tunnel section and a support according to an embodiment of the present invention.
Detailed Description
Exemplary embodiments of the present disclosure will be described in more detail below with reference to the accompanying drawings. While exemplary embodiments of the present disclosure are shown in the drawings, it should be understood that the present disclosure may be embodied in various forms and should not be limited to the embodiments set forth herein. Rather, these embodiments are provided so that this disclosure will be thorough and complete, and will fully convey the scope of the disclosure to those skilled in the art.
It will be understood by those skilled in the art that all terms (including technical and scientific terms) used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this invention belongs unless defined otherwise. It will be further understood that terms, such as those defined in commonly used dictionaries, should be interpreted as having a meaning that is consistent with their meaning in the context of the prior art and will not be interpreted in an idealized or overly formal sense unless expressly so defined herein.
FIG. 1 schematically illustrates a flow chart of a method of stress control of a deep cavity rock mass in accordance with one embodiment of the invention. Referring to fig. 1, the method for regulating and controlling the stress of the rock mass of the deep cavity according to the embodiment of the invention specifically includes steps S11 to S13, as follows:
s11, dividing surrounding rock mass into a rock breaking area and a deep undamaged surrounding rock area from near to far along the radial direction of the cavity;
s12, drilling the rock mass around the cavity so that each drill hole passes through the rock breaking area to reach the deep undamaged surrounding rock area to realize stress transfer;
and S13, supporting the rock breaking area by adopting a combined supporting mode of the anchor rods and the prestressed anchor cables to form a combined arch.
According to the method, the rock surrounding the cavity is drilled, so that each drilled hole passes through the rock breaking area to reach the deep undamaged surrounding rock area, stress transfer is achieved, the rock breaking area is supported by adopting a combined supporting mode of the anchor rods and the prestressed anchor cables, a combined arch is formed, effective transmission and release of unloading energy aggregation in rock excavation are achieved, and rock burst forecasting prevention and control and cavity long-term stability are fundamentally achieved.
In the embodiment of the invention, the drilling of the rock mass around the cavity makes each drilling pass through the rock breaking area to reach the deep undamaged surrounding rock area so as to realize stress transfer, and the method specifically comprises the following implementation modes:
the stress of surrounding rock is transferred to the deep part at the top and the bottom of the cavity by a method of combining the roadway driving and the loosening blasting; and/or
Drilling holes in front of the working face of the cavity so as to transfer high stress in front of the working face to the deep front; and/or
Drilling the bottom feet of the two sides of the cavity to the high-stress part to release the pressure by loosening and blasting so as to control floor heave, or adopting the drilling and loosening and blasting to realize the pressure release of the upper cavity in the bottom cavity.
The technology of transferring the tunneling stress at the top and the bottom refers to a method of combining tunneling and loosening blasting, so that the surrounding rock stress is reduced to the deep part, the surrounding rock stress of a protected cavity is greatly reduced, and the surrounding rock stability of the protected cavity is remarkably improved, as shown in figures 2-3.
The advanced drilling stress transfer technology of the tunneling working face refers to a method of drilling and releasing pressure in front of the working face when the surrounding rock pressure in front of the tunneling working face is large, so that high stress in front of the working face is transferred to the front depth, as shown in fig. 4.
The bottom plate drilling loosening blasting stress transfer technology refers to the technology of drilling holes on the bottom of two sides of a cavity to loosening blasting pressure relief at high-stress positions, so as to achieve the effect of controlling floor heave. The loosening blasting method can be combined with other chamber maintenance methods, such as the loosening blasting of the bottom plate and grouting to achieve the effect of inverted arch reinforcement; and the pressure relief of the upper cavity can be realized by adopting drilling loosening blasting at a proper position of the bottom cavity.
In addition to the stress transfer technology, the embodiment of the invention also provides a subjective controlled pressure relief technology, in particular, when the support is extruded inwards by surrounding rock after a working face, a rock wall with a certain thickness is blasted, a certain extrusion deformation space of the support between the rock walls is formed, deformation energy is released, high stress is transferred to the deep part, and effective support is realized. Fig. 5 shows a schematic diagram of the comparison of the front and rear of the release of deformation energy using an active controlled pressure relief. Another key task of active controlled pressure relief is to control the amount of deformation, select effective secondary support time, i.e. the time when the release deformation is at the minimum rate, and perform grouting reinforcement on the rock side.
Further, the hole is drilled and blasted in front of the tunneling direction side, the stress is released in advance, and the rock burst phenomenon in the tunneling process of the face is avoided, as shown in fig. 6.
In the embodiment of the invention, a schematic diagram of the anchor rod combined arch is shown in fig. 7. Specifically, the thickness of the combined arch is calculated in advance, and the rock breaking area is supported in a combined supporting mode of an anchor rod and a prestressed anchor rope according to the thickness of the combined arch to form the combined arch;
from the geometric relationship of fig. 7, the combined arch thickness can be calculated using the combined arch thickness calculation model as follows:
Figure BDA0004040910610000061
wherein: b is the thickness of the combined arch, l is the effective length of the anchor rod, a is the interval of the anchor rod, and alpha is the acting angle of the anchor rod on the pressure stress of the broken rock mass; further, the action angle of the anchor rod on the pressure stress of the fractured rock mass is 45 degrees.
Wherein, length L of anchor rope is: l is greater than or equal to 3R 0 R0 is the chamber radius.
The bearing capacity of the combined arch in unit area can be calculated according to a thick-wall cylindrical Lamai formula:
Figure BDA0004040910610000062
wherein: p is the bearing capacity of the combined arch in unit area and MPa; sigma (sigma) s Anchoring strength for fractured rock mass; r is the net radius of the chamber; b is the combined arch thickness.
In the embodiment of the present invention, the supporting the rock breaking area by adopting the combined supporting mode of the anchor rod and the prestressed anchor cable to form the combined arch includes: reinforcing the rock breaking area by adopting an anchor rod and grouting method to form a uniform pressure-bearing arch; the anchor cable is adopted to penetrate through the rock breaking area to anchor the bearing arch in the deep undamaged surrounding area, so that the deformation of the bearing arch is reduced, and the supporting capacity of the arch is improved.
Specifically, immediately spraying concrete of 30mm after opening a tunnel in a cavity, then punching anchor rod holes on the primary spraying surface, and hanging a reinforcing mesh; and spraying concrete of 50mm after the anchor rods and the anchor cables are arranged, and re-spraying concrete after the preset time length is longer, so as to strengthen surrounding rocks, fully exert the self-supporting function of the surrounding rocks and protect the combined arch formed by the anchor rods.
As shown in fig. 8, in the case of forming several rock breaking areas around the tunnel, the combined supporting mode of the anchor rod and the prestressed anchor cable can be adopted for supporting in view of economy and efficiency. And reinforcing the first crushed rock by adopting a reasonable anchor rod group grouting method to form a uniform pressure-bearing arch. And the anchor cable penetrates through the crushing belt to anchor the pressure-bearing arch in a deep undamaged surrounding rock area, so that the deformation of the pressure-bearing arch is reduced, and the supporting capacity of the arch is improved.
In the anchor spraying net support, the spraying layer and the reinforcing steel bar net only play a part in local support. The sprayed concrete is mainly used for sealing the surface layer of the surrounding rock, firmly bonding the surrounding rock, reinforcing the surrounding rock to fully exert the self-supporting function of the surrounding rock and protecting the combined arch formed by the anchor rods, so that the combined arch is more stable. According to the support principle of 'protection and yielding', the initial spraying layer should not be too thick. For construction safety, 30mm of concrete is sprayed immediately after roadway opening, then anchor rod holes are drilled on the primary spraying surface, a net is hung, 50mm of concrete is sprayed after anchor rods are installed, and concrete is sprayed again after monitoring is stable, wherein the cross section and support of the tunnel are shown in figure 9.
For the purposes of simplicity of explanation, the methodologies are shown and described as a series of acts, it is to be understood and appreciated by one of ordinary skill in the art that the methodologies are not limited by the order of acts, as some acts may, in accordance with the methodologies, take place in other order or concurrently. Further, those skilled in the art will appreciate that the embodiments described in the specification are presently preferred embodiments, and that the acts are not necessarily required by the embodiments of the invention.
According to the method for regulating and controlling the stress of the rock mass of the deep cavity, the stress transfer technology is adopted, the supporting is carried out in a combined supporting mode of the anchor rods and the prestressed anchor cables, and reasonable anchor rod groups and grouting processes are combined, so that the effective transfer and release of unloading energy aggregation in rock mass excavation are realized, and the rock burst forecasting prevention and control and the long-term stability of the cavity are fundamentally realized.
Aiming at the characteristic of regional destruction of large cave depot rock mass, the invention provides an excavation and support scheme of energy absorption excavation, stress transfer and flexible support, realizes effective transfer and release of unloading energy aggregation in rock mass excavation, and solves the serious problems of rock burst forecasting prevention and control, long-term stability of a cave and the like. Numerical calculation and site construction show that the excavation supporting method is correct, and disaster prevention and control measures are feasible.
Those skilled in the art will appreciate that while some embodiments herein include some features but not others included in other embodiments, combinations of features of different embodiments are meant to be within the scope of the invention and form different embodiments. For example, any of the embodiments claimed herein may be used in any combination.
Finally, it should be noted that: the above embodiments are only for illustrating the technical solution of the present invention, and are not limiting; although the invention has been described in detail with reference to the foregoing embodiments, it will be understood by those of ordinary skill in the art that: the technical scheme described in the foregoing embodiments can be modified or some technical features thereof can be replaced by equivalents; such modifications and substitutions do not depart from the spirit and scope of the technical solutions of the embodiments of the present invention.

Claims (6)

1. A method for regulating and controlling stress of rock mass in a deep cavity, which is characterized by comprising the following steps:
dividing surrounding rock mass into a rock breaking area and a deep undamaged surrounding rock area from near to far along the radial direction of the cavity;
drilling the rock mass around the cavity so that each drill hole passes through the rock breaking area to reach the deep undamaged surrounding rock area to realize stress transfer;
and supporting the rock breaking area by adopting a combined supporting mode of the anchor rods and the prestressed anchor cables to form a combined arch.
2. The method of claim 1, wherein supporting the rock breaking area with a combined support of the anchor rods and the pre-stressed anchor cable to form a composite arch comprises:
reinforcing the rock breaking area by adopting an anchor rod and grouting method to form a uniform pressure-bearing arch;
the anchor cable is adopted to penetrate through the rock breaking area to anchor the bearing arch in the deep undamaged surrounding area, so that the deformation of the bearing arch is reduced, and the supporting capacity of the arch is improved.
3. The method according to claim 2, wherein the method further comprises:
immediately spraying concrete of 30mm after opening a tunnel in a cavity, then punching anchor rod holes on the primary spraying surface, and hanging a reinforcing mesh;
and spraying concrete of 50mm after the anchor rods and the anchor cables are arranged, and re-spraying concrete after the preset time length is longer, so as to strengthen surrounding rocks, fully exert the self-supporting function of the surrounding rocks and protect the combined arch formed by the anchor rods.
4. The method according to claim 1, wherein the method further comprises:
the thickness of the combined arch is calculated in advance, and a rock breaking area is supported in a combined supporting mode of an anchor rod and a pre-stressed anchor cable according to the thickness of the combined arch so as to form the combined arch;
the combined arch thickness calculation model is as follows:
Figure FDA0004040910600000011
wherein: b is the thickness of the combined arch, l is the effective length of the anchor rod, a is the interval of the anchor rod, and alpha is the acting angle of the anchor rod on the pressure stress of the broken rock mass;
wherein, length L of anchor rope is: l is greater than or equal to 3R 0 R0 is the chamber radius.
5. The method of claim 4, wherein the angle of action of the rock bolt on the pressure stress of the fractured rock mass is 45 °.
6. The method of claim 1, wherein drilling the rock mass surrounding the cavity to pass each drill hole through the rock breaking zone to a deep undamaged surrounding rock zone to effect stress transfer, comprises:
the stress of surrounding rock is transferred to the deep part at the top and the bottom of the cavity by a method of combining the roadway driving and the loosening blasting; and/or
Drilling holes in front of the working face of the cavity so as to transfer high stress in front of the working face to the deep front; and/or
Drilling the bottom feet of the two sides of the cavity to the high-stress part to release the pressure by loosening and blasting so as to control floor heave, or adopting the drilling and loosening and blasting to realize the pressure release of the upper cavity in the bottom cavity.
CN202310016744.1A 2023-01-06 2023-01-06 Method for regulating and controlling rock mass stress of deep cavern Pending CN116220695A (en)

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