CN114183148B - Construction method applied to excavation of high-ground-stress deep-buried tunnel breaking zone - Google Patents
Construction method applied to excavation of high-ground-stress deep-buried tunnel breaking zone Download PDFInfo
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- CN114183148B CN114183148B CN202111510282.6A CN202111510282A CN114183148B CN 114183148 B CN114183148 B CN 114183148B CN 202111510282 A CN202111510282 A CN 202111510282A CN 114183148 B CN114183148 B CN 114183148B
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- 238000010276 construction Methods 0.000 title claims abstract description 39
- 238000009412 basement excavation Methods 0.000 title claims description 6
- 238000005422 blasting Methods 0.000 claims abstract description 51
- 239000011435 rock Substances 0.000 claims abstract description 42
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 16
- 238000013016 damping Methods 0.000 claims description 17
- 229910000831 Steel Inorganic materials 0.000 claims description 16
- 239000002002 slurry Substances 0.000 claims description 16
- 239000010959 steel Substances 0.000 claims description 16
- 230000002093 peripheral effect Effects 0.000 claims description 14
- 230000005641 tunneling Effects 0.000 claims description 14
- 238000005553 drilling Methods 0.000 claims description 11
- 238000005516 engineering process Methods 0.000 claims description 9
- 238000004080 punching Methods 0.000 claims description 9
- 239000004568 cement Substances 0.000 claims description 8
- 238000000034 method Methods 0.000 claims description 8
- 239000000463 material Substances 0.000 claims description 7
- 230000002787 reinforcement Effects 0.000 claims description 5
- 238000012876 topography Methods 0.000 claims description 5
- 238000012360 testing method Methods 0.000 claims description 4
- 238000004140 cleaning Methods 0.000 claims description 3
- 239000004567 concrete Substances 0.000 claims description 3
- 239000002360 explosive Substances 0.000 claims description 3
- 239000012530 fluid Substances 0.000 claims description 3
- 210000003128 head Anatomy 0.000 claims description 3
- 238000003780 insertion Methods 0.000 claims description 3
- 230000037431 insertion Effects 0.000 claims description 3
- 238000011835 investigation Methods 0.000 claims description 3
- 238000002360 preparation method Methods 0.000 claims description 3
- 239000011378 shotcrete Substances 0.000 claims description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 3
- 230000000694 effects Effects 0.000 abstract description 6
- 230000005540 biological transmission Effects 0.000 description 6
- 239000006260 foam Substances 0.000 description 4
- 238000004880 explosion Methods 0.000 description 3
- 238000009434 installation Methods 0.000 description 3
- 238000007711 solidification Methods 0.000 description 3
- 230000008023 solidification Effects 0.000 description 3
- 238000011161 development Methods 0.000 description 2
- 239000007788 liquid Substances 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000035939 shock Effects 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 208000032370 Secondary transmission Diseases 0.000 description 1
- 238000010521 absorption reaction Methods 0.000 description 1
- 238000004364 calculation method Methods 0.000 description 1
- 235000019994 cava Nutrition 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000009440 infrastructure construction Methods 0.000 description 1
- 230000003993 interaction Effects 0.000 description 1
- 239000011229 interlayer Substances 0.000 description 1
- 239000010410 layer Substances 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 238000000611 regression analysis Methods 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
- 238000012546 transfer Methods 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
Classifications
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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
- 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
-
- 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 application discloses a construction method for excavating a high-ground-stress deep-buried tunnel crushing zone. The application obviously weakens the vibration damage caused by blasting activities to the surrounding rock reinforcing area, not only can properly increase the charge quantity of blast holes and improve the circulating footage and quicken the construction progress, but also can weaken the damage caused by blasting vibrations to the surrounding rock reinforcing area, maintain the structural stability of the surrounding rock and ensure the construction safety.
Description
Technical Field
The application relates to the technical field of tunneling, in particular to a method for excavating a broken belt of a high-ground-stress deep-buried tunnel.
Background
With the continuous promotion of domestic infrastructure construction to the midwest, the topography and topography of midwest area are complicated, and more highways and highways can be worn and built, and mountain tunnels naturally also are more and more. When the buried depth of the tunnel is larger and larger, the ground stress born by the tunnel is higher. The fracture zone is a zone where the rock is strongly broken due to faults or fracture dense zones, and is a common unfavorable geological phenomenon in engineering. The existence of the broken belt forms a serious challenge to the construction safety and the construction progress of guaranteeing tunnel engineering, if the broken belt cannot be properly treated, the problem of the broken belt is solved, the construction period is slowly dragged, the cost is increased, the casualties are caused, the project is stopped, the existing similar construction scheme does not well balance and weaken the vibration damage caused by the face blasting activity to the surrounding rock reinforcing area and accelerate the circulating footage, if the circulating footage is accelerated, the charge of the blast holes is increased, the blasting vibration causes larger damage to the surrounding rock reinforcing area, thereby causing surrounding rock falling and even collapse, and the stopping is caused, so that the implementation of the safe and rapid development of construction production in the broken belt is the most serious technical problem facing the engineering.
Disclosure of Invention
The application aims to solve the technical problems to a certain extent, and provides the excavation construction method applied to the high-ground-stress deep-buried tunnel breaking zone, so that vibration damage caused by blasting activities to surrounding rock reinforcement areas is weakened, construction production is safely and rapidly carried out, and construction safety is guaranteed.
The technical scheme adopted for solving the technical problems is as follows: the application provides a construction method for excavating a high-ground-stress deep-buried tunnel crushing belt, which is characterized in that a reinforced pipe shed support is arranged along the tunneling direction of the edge of a tunnel face, damping protection is added before the reinforced pipe shed support, and finally construction blasting is carried out, and the method comprises the following specific steps:
s1, performing topography investigation on a deep buried tunnel;
s2, punching a mounting hole along the outline of the tunnel face according to the drawing requirement, cleaning by adopting high-pressure air and high-pressure water after the drilling is completed, mounting a guide pipe in the mounting, and jacking a small guide pipe in the guide pipe by using a drilling machine;
s3, injecting single-fluid cement slurry into the small guide pipe by using a high-pressure pump, and solidifying the slurry with surrounding rock after flowing into the broken surrounding rock, so that a shed-shaped broken surrounding rock reinforcing area is formed in a certain range in the tunneling direction;
s4, arranging blast holes and peripheral holes on the face, performing blasting test results according to construction preparation stages, and finally determining blasting parameters and safe explosive loading quantity of the blast holes and the peripheral holes in each area;
s5, marking the positions of damping empty holes at the positions of the tunnel face between the peripheral eyes and the small guide pipes, punching the damping holes in the direction perpendicular to the tunnel face, filling seamless steel pipes into the straight damping holes without residues after punching, and filling impedance materials into the seamless steel pipes;
s6, excavating and blasting construction.
Preferably, after the small conduit is installed in the step S2, the orifice gap is blocked by using the quick gel, concrete is sprayed near the small conduit and on the working surface to form a slurry wall, and grouting is performed when the sprayed concrete strength reaches the requirement.
Preferably, in the step S2, the small conduit is a phi 65 seamless steel pipe, the wall thickness of the small conduit is 4mm, the length of the small conduit is 10m, slurry outlet holes with the diameter of 8mm are drilled on the pipe body, the hole spacing of the slurry outlet holes is 15cm, the tail part of the small conduit is 0.7m, no hole is drilled, a phi 8 steel bar hoop is welded on the tail part, and the head part of the small conduit is 5cm long and tapered.
Preferably, in the step S2, 19 installation holes for installing small pipes are uniformly arranged along the outline of the face, the hole spacing is 100cm, and the drilling depth is 10m.
Preferably, the external insertion angles of the mounting holes in the horizontal direction and the vertical direction of the drilling holes are 15 degrees.
Preferably, the distance between the curves of the damper hole centers in the step S5 and the tunnel contour line is consistent with the grouting reinforcement range of the advance small guide pipe at the inner side of the tunnel contour line.
Preferably, the depth of the blast hole is 0.6m, and the diameter of the blast hole is 40mm.
Preferably, the maximum allowable charge control in the blasting adopts q=r 3 (V/K) 3/a And calculating a formula, wherein V is a vibration band safety control standard, the vibration band safety control standard is controlled according to a bidding document and a blasting safety regulation standard, R is the distance from the center of a blasting source to a vibration speed control point, K is a coefficient related to the blasting technology and the property of a medium in a seismic wave propagation path, and a is a blasting vibration attenuation index.
Compared with the prior art, the technical scheme provided by the embodiment of the application has the following advantages:
the small guide pipe grouting pre-reinforced pipe shed supporting technology is combined with the blasting control technology, namely a plurality of small guide pipes are driven into the edge of the tunnel face of the tunnel at a certain angle towards the tunneling direction, and then single-liquid cement paste is injected into the guide pipes by using a high-pressure pump. Cement slurry flows into broken surrounding rock through grouting holes distributed on the small conduit pipe body and is solidified with the surrounding rock, so that the integrity of the surrounding rock is improved, the compressive strength of the surrounding rock is improved, meanwhile, a shed-shaped surrounding rock reinforcing area is formed in a certain range in the tunneling direction after grouting and solidification of all the small conduits, under the protection of the pipe shed reinforcing area, the tunneling construction safety is greatly increased, the comprehensive microseismic control blasting technology of pre-splitting blasting is adopted, the disturbance to the surrounding rock and the surrounding rock is reduced as much as possible, the self stability of the surrounding rock is maintained,
further, a row of dense damping empty holes are arranged between the peripheral holes and the advance small guide pipe, so that the initial stress wave generated by the explosion of the face can generate reflection and transmission phenomena, vibration damage to the surrounding rock reinforcing area caused by blasting activity is obviously weakened, the charge quantity of blast holes can be properly increased, the circulating footage is improved, the construction progress is accelerated, damage to the surrounding rock reinforcing area caused by blasting vibration can be weakened, the structural stability of surrounding rock is maintained, and the construction safety is ensured.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this specification, illustrate embodiments consistent with the application and together with the description, serve to explain the principles of the application.
In order to more clearly illustrate the embodiments of the application or the technical solutions of the prior art, the drawings which are used in the description of the embodiments or the prior art will be briefly described, and it will be obvious to a person skilled in the art that other drawings can be obtained from these drawings without inventive effort.
In the accompanying drawings:
FIG. 1 is a flow chart of the excavation construction of the broken belt applied to the high-ground-stress deep-buried tunnel;
FIG. 2 is a schematic view of a small catheter arrangement according to the present application;
FIG. 3 is a schematic view of the placement of blastholes and peripheral eyes according to the present application;
FIG. 4 is a schematic view of a shock absorbing aperture arrangement in accordance with the present application;
FIG. 5 is a schematic diagram of the stress transfer according to the present application;
FIG. 6 is a schematic view of a shock absorbing hole according to the present application.
Reference numerals: 1-a guide tube; 2-small catheter; 3-blast holes; 4-peripheral eyes; 5-a damping hole; 6-seamless steel tube; 7-impedance material.
Detailed Description
For a clearer understanding of technical features, objects and effects of the present application, a detailed description of embodiments of the present application will be made with reference to the accompanying drawings. In the following description, it should be understood that the directions or positional relationships indicated by "front", "rear", "upper", "lower", "left", "right", "longitudinal", "transverse", "vertical", "horizontal", "top", "bottom", "inner", "outer", "head", "tail", etc. are configured and operated in specific directions based on the directions or positional relationships shown in the drawings, are merely for convenience of describing the present application, and do not indicate that the apparatus or element to be referred to must have specific directions, and thus should not be construed as limiting the present application.
It should also be noted that unless explicitly stated or limited otherwise, terms such as "mounted," "connected," "secured," "disposed," and the like are to be construed broadly and may be, for example, fixedly connected, detachably connected, or integrally formed; can be mechanically or electrically connected; can be directly connected or indirectly connected through an intermediate medium, and can be communicated with the inside of two elements or the interaction relationship of the two elements. When an element is referred to as being "on" or "under" another element, it can be "directly" or "indirectly" on the other element or one or more intervening elements may also be present. The terms "first," "second," "third," and the like are used merely for convenience in describing the present application and are not to be construed as indicating or implying a relative importance or implicitly indicating the number of technical features indicated, whereby features defining "first," "second," "third," etc. may explicitly or implicitly include one or more such features. The specific meaning of the above terms in the present application can be understood by those of ordinary skill in the art according to the specific circumstances.
In the following description, for purposes of explanation and not limitation, specific details are set forth such as the particular system architecture, techniques, etc., in order to provide a thorough understanding of the embodiments of the present application. It will be apparent, however, to one skilled in the art that the present application may be practiced in other embodiments that depart from these specific details. In other instances, detailed descriptions of well-known systems, devices, circuits, and methods are omitted so as not to obscure the description of the present application with unnecessary detail.
As shown in fig. 1, in the embodiment, a reinforced pipe shed support is arranged along the tunneling direction of the edge of a tunnel face, damping protection is added before the reinforced pipe shed support, and finally construction blasting is performed, which comprises the following specific steps:
s1, performing topography investigation on a deep buried tunnel;
s2, punching mounting holes along the outline of a face according to the drawing requirements as shown in FIG. 2, cleaning by adopting high-pressure air and high-pressure water after the drilling is completed, installing a guide pipe 1 in the mounting, jacking a small guide pipe 2 in the guide pipe 1 by using a drilling machine, specifically, adopting a phi 65 multiplied by 4mm seamless steel pipe 6 for the small guide pipe 2, firstly making one end of the small guide pipe 2 into a pointed shape, welding the other end of the small guide pipe with a reinforcing steel hoop, starting to drill phi 8mm slurry outlet holes from 0.6m of the stiffening hoop end of a pipe body, arranging the holes at intervals of 15cmX cm in a plum blossom shape, cutting holes slightly larger than the aperture of the small guide pipe 2 in a steel arch web at the circumferential interval of 40cm before construction, penetrating the small guide pipe 2 between the steel arches, sealing the hole gap by using quick gel after the small guide pipe 2 is installed, spraying concrete near the small guide pipe 2 and on a working face until the strength of the sprayed concrete reaches the requirements, and grouting is performed again for fully playing the mechanical efficiency, and the grouting progress can be accelerated, and the grouting machine can be installed for 3 small guide pipes at one time before the small guide pipe 2 is installed;
further, in the step S2, 19 installation holes for installing the small guide pipes 2 are uniformly arranged along the outline of the tunnel face, the hole spacing is 100cm, the drilling depth is 10m, and the external insertion angles of the installation holes in the horizontal direction and the vertical direction of the drilling are 15 degrees;
s3, injecting single-fluid cement slurry into the small guide pipes 2 by using a high-pressure pump, wherein the grouting pressure is 0.5-1.0 Mpa, and the cement slurry flows into the broken surrounding rock through the grouting holes and is solidified with the surrounding rock, so that the integrity of the surrounding rock is improved, the compressive strength of the surrounding rock is improved, a shed-shaped surrounding rock reinforcing area is formed in a certain range in the tunneling direction after grouting and solidification of all the small guide pipes 2, and the safety of tunneling construction is greatly improved under the protection of the pipe shed reinforcing area;
s4, arranging blast holes 3 and peripheral holes 4 on the face as shown in fig. 3, and finally determining blasting parameters and safe loading amounts of the blast holes 3 and the peripheral holes 4 in each area according to blasting test results in a construction preparation stage, wherein the blasting of the peripheral holes 4 adopts a special light explosive and uncoupled loading structure; the depth of the blastholes 3 is 0.6m, the diameter of the blastholes 3 is 40mm, and the blasting vibration is reduced to the minimum by filling the blastholes at intervals, and the geological conditions of the blasting points are required to be known in the blasting test, so that the development degree and trend of mud interlayers, karst caves, joints, cracks and wrinkling layers are determined to determine the blasting parameters, particularly the direction of the minimum resistance line;
further, the maximum allowable loading control in the blasting adopts Q=R 3 (V/K) 3/a Formula calculation, wherein V is a vibration band safety control standard, the vibration band safety control standard is controlled according to a bidding document and a blasting safety regulation standard, R is the distance from the center of a blasting source to a vibration speed control point, K is a coefficient related to the blasting technology and the property of a medium in a seismic wave propagation path, a is a blasting vibration attenuation index, K, a is to carry out regression analysis and recalibration on the measured data of small-dose blasting in the construction process, K, a is selected according to the rock stratum condition when the blasting design is carried out before calibration,
s5, marking the positions of damping holes at the positions of the tunnel face between the peripheral holes 4 and the small guide pipes 2 as shown in fig. 4, punching the damping holes 5 in the direction perpendicular to the tunnel face, filling seamless steel pipes 6 in the flat damping holes 5 without residues after punching in fig. 6, and filling impedance materials 7 in the seamless steel pipes 6;
specifically, the distance between the curves of the damper holes 5 and the hole centers in the step S5 and the tunnel contour line is consistent with the grouting reinforcement range of the advance small guide pipe 2 at the inner side of the tunnel contour line,
in this embodiment, the impedance material 7 is made of porous rigid foam plastic, by utilizing the principle that when stress waves reach the boundary of an object or the interface of different wave impedance materials 7, reflection and transmission occur as shown in fig. 5, and the stress waves can be absorbed by the porous material, a row of dense damping empty holes are arranged between the peripheral holes 4 and the leading small guide pipe 2, when the initial stress wave generated by the explosion of the tunnel face reaches the wall of the blast hole 3 for the first time, reflection and transmission phenomena can not occur along the initial direction, when the transmitted stress wave passes through the wall of the blast hole 3 and enters the seamless steel pipe 6, reflection and transmission phenomena can occur again, a substantial part of the stress wave after the secondary transmission can be absorbed by the porous rigid foam plastic, the residual stress wave after passing through the rigid foam plastic can continue to pass through the seamless steel pipe 6 and the wall of the blast hole 3 again, the whole blasting stress wave is subjected to the whole process from generation to grouting reinforcement, and the reflection and transmission of different material boundaries for four times initially, and the absorption of the porous rigid foam plastic can be greatly reduced, so that the energy of the stress wave can be greatly reduced, and the disturbance of the tunnel face on the active blasting area is greatly relieved.
S6, excavating and blasting construction.
In the embodiment, the small guide pipes 2 are used for grouting, the pre-reinforced pipe shed supporting technology is combined with the controlled blasting technology, namely, a plurality of small guide pipes 2 are driven into the edge of the tunnel face at a certain angle in the tunneling direction, and then a high-pressure pump is used for injecting single-liquid cement slurry into the guide pipes. Cement slurry flows into broken surrounding rocks through grouting holes distributed on the pipe bodies of the small guide pipes 2 and is solidified with the surrounding rocks, so that the integrity of the surrounding rocks is improved, the compressive strength of the surrounding rocks is improved, meanwhile, a shed-shaped surrounding rock reinforcing area is formed in a certain range in the tunneling direction after grouting and solidification of all the small guide pipes 2, under the protection of the pipe shed reinforcing area, the tunneling construction safety is greatly improved, the comprehensive microseismic control blasting technology of pre-splitting blasting is adopted, the disturbance to the surrounding rocks and the surrounding rocks is reduced as much as possible, the self stability of the surrounding rocks is maintained,
further, a row of dense damping empty holes are arranged between the peripheral holes 4 and the advance small guide pipe 2, so that the initial stress wave generated by the explosion of the face can generate reflection and transmission phenomena, vibration damage to the surrounding rock reinforcing area caused by blasting activity is obviously weakened, the loading capacity of the blast holes 3 can be properly increased, the circulating footage is improved, the construction progress is accelerated, damage to the surrounding rock reinforcing area caused by blasting vibration can be weakened, the structural stability of surrounding rock is maintained, and the construction safety is ensured.
It is to be understood that the above examples only represent preferred embodiments of the present application, which are described in more detail and are not to be construed as limiting the scope of the application; it should be noted that, for a person skilled in the art, the above technical features can be freely combined, and several variations and modifications can be made without departing from the scope of the application; therefore, all changes and modifications that come within the meaning and range of equivalency of the claims are to be embraced within their scope.
Claims (7)
1. The construction method is characterized in that a reinforced pipe shed support is arranged along the tunneling direction of the edge of a tunnel face, damping protection is added before the reinforced pipe shed support, and finally construction blasting is carried out, and the method comprises the following specific steps:
s1, performing topography investigation on a deep buried tunnel;
s2, punching a mounting hole along the outline of the tunnel face according to the drawing requirement, cleaning by adopting high-pressure air and high-pressure water after the drilling is completed, mounting a guide pipe in the mounting, and jacking a small guide pipe in the guide pipe by using a drilling machine;
s3, injecting single-fluid cement slurry into the small guide pipe by using a high-pressure pump, and solidifying the slurry with surrounding rock after flowing into the broken surrounding rock, so that a shed-shaped broken surrounding rock reinforcing area is formed in a certain range in the tunneling direction;
s4, arranging blast holes and peripheral holes on the face, performing blasting test results according to construction preparation stages, and finally determining blasting parameters and safe explosive loading quantity of the blast holes and the peripheral holes in each area;
s5, marking the positions of damping empty holes at the positions of the tunnel face between the peripheral eyes and the small guide pipes, punching the damping holes in the direction perpendicular to the tunnel face, filling seamless steel pipes into the straight damping holes without residues after punching, and filling impedance materials into the seamless steel pipes;
the distance between the curve of the damping hole center and the tunnel contour line is consistent with the grouting reinforcement range of the advance small guide pipe at the inner side of the tunnel contour line;
s6, excavating and blasting construction.
2. The construction method for the high-ground-stress deep-buried tunnel breaking belt excavation according to claim 1, wherein after the small guide pipe is installed in the step S2, a gap between the holes is blocked by using quick gel, concrete is sprayed to the vicinity of the small guide pipe and the working face to form a slurry wall, and grouting is performed when the strength of the sprayed concrete meets the requirement.
3. The construction method for the high-ground-stress deep-buried tunnel breaking belt excavation according to claim 1, wherein in the step S2, a phi 65 seamless steel pipe is adopted as a small guide pipe, the wall thickness is 4mm, the length is 10m, slurry outlet holes with the diameter of 8mm are drilled in the pipe body, the hole spacing of the slurry outlet holes is 15cm, holes are not drilled at the tail part of the small guide pipe, phi 8 steel hoops are welded at the tail part of the small guide pipe, and the head part of the small guide pipe is 5cm long and tapered.
4. The construction method for excavating the high-ground-stress deep-buried tunnel breaking belt according to claim 1, wherein 19 mounting holes for mounting small pipes are uniformly distributed along the outline of the tunnel face in the step S2, the hole spacing is 100cm, and the drilling depth is 10m.
5. The construction method for excavating the high-ground-stress deep-buried tunnel breaking belt according to claim 4, wherein the external insertion angles of the mounting holes in the horizontal direction and the vertical direction are 15 degrees.
6. The construction method for excavating the high-ground-stress deep-buried tunnel breaking belt according to claim 1, wherein the depth of the blast hole is 0.6m, and the diameter of the blast hole is 40mm.
7. The method for excavating and constructing the high-ground-stress deep-buried tunnel breaker belt according to claim 1, wherein the maximum allowable loading control in blasting is q=r 3 (V/K) 3/a And calculating a formula, wherein V is a vibration band safety control standard, the vibration band safety control standard is controlled according to a bidding document and a blasting safety regulation standard, R is the distance from the center of a blasting source to a vibration speed control point, K is a coefficient related to the blasting technology and the property of a medium in a seismic wave propagation path, and a is a blasting vibration attenuation index.
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