CN112012747A - Tunnel inclined shaft construction method for V-level surrounding rock soil texture - Google Patents
Tunnel inclined shaft construction method for V-level surrounding rock soil texture Download PDFInfo
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- 239000011435 rock Substances 0.000 title claims abstract description 44
- 238000010276 construction Methods 0.000 title claims abstract description 33
- 239000002689 soil Substances 0.000 title claims abstract description 33
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 68
- 239000010959 steel Substances 0.000 claims abstract description 68
- 239000004567 concrete Substances 0.000 claims abstract description 55
- 238000009412 basement excavation Methods 0.000 claims abstract description 45
- 238000000034 method Methods 0.000 claims abstract description 23
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 15
- 238000005422 blasting Methods 0.000 claims abstract description 4
- 125000004122 cyclic group Chemical group 0.000 claims abstract description 4
- 239000004575 stone Substances 0.000 claims abstract description 4
- 238000005507 spraying Methods 0.000 claims description 27
- 238000005553 drilling Methods 0.000 claims description 22
- 230000003014 reinforcing effect Effects 0.000 claims description 17
- 239000007921 spray Substances 0.000 claims description 15
- 239000010410 layer Substances 0.000 claims description 10
- 244000025254 Cannabis sativa Species 0.000 claims description 6
- 235000012766 Cannabis sativa ssp. sativa var. sativa Nutrition 0.000 claims description 6
- 235000012765 Cannabis sativa ssp. sativa var. spontanea Nutrition 0.000 claims description 6
- 235000009120 camo Nutrition 0.000 claims description 6
- 235000005607 chanvre indien Nutrition 0.000 claims description 6
- 239000011487 hemp Substances 0.000 claims description 6
- 239000004570 mortar (masonry) Substances 0.000 claims description 6
- 238000004804 winding Methods 0.000 claims description 6
- 238000007664 blowing Methods 0.000 claims description 5
- 239000002893 slag Substances 0.000 claims description 4
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 3
- 239000002390 adhesive tape Substances 0.000 claims description 3
- 238000005452 bending Methods 0.000 claims description 3
- 239000002360 explosive Substances 0.000 claims description 3
- 238000009434 installation Methods 0.000 claims description 3
- 239000007788 liquid Substances 0.000 claims description 3
- 239000000463 material Substances 0.000 claims description 3
- 230000001681 protective effect Effects 0.000 claims description 3
- 239000011241 protective layer Substances 0.000 claims description 3
- 238000009987 spinning Methods 0.000 claims description 3
- 238000003466 welding Methods 0.000 claims description 3
- 238000012216 screening Methods 0.000 claims description 2
- 239000002002 slurry Substances 0.000 description 10
- 238000010586 diagram Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000004891 communication Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000013467 fragmentation Methods 0.000 description 1
- 238000006062 fragmentation reaction Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000011378 shotcrete Substances 0.000 description 1
- 238000009423 ventilation Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
- E21D11/003—Linings or provisions thereon, specially adapted for traffic tunnels, e.g. with built-in cleaning devices
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
- E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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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Abstract
The invention provides a construction method of a tunnel inclined shaft of V-level surrounding rock soil, which comprises the following steps: excavating a water intercepting gutter at the opening of the inclined shaft, protecting the inclined shaft side slope and excavating an inclined shaft hole body; the inclined shaft hole body excavation process is as follows: constructing an arch wall at the opening; excavating a tunnel portal section, wherein the tunnel portal section is used for ensuring construction safety and the quality of an arch wall, the deformation is reserved during excavation to be 10-15 cm, the tunnel portal section is excavated by a short step method and manual machinery, the cyclic footage is controlled at the space between two arch frames, the reinforced modular lining section of the V-level surrounding rock follows the principle of 'short footage', and when encountering a stone, weakened loosening blasting is adopted for excavation and the depth and dosage of a porthole are strictly controlled; after excavation, roof finding is carried out, bottom layer concrete is sprayed for the first time, then anchor rods, advanced small guide pipe supports and steel frame erection are applied, and finally concrete is sprayed again to the designed thickness. The invention can effectively avoid the influence on the quality of the tunnel caused by the fact that loose or cracked soil falls down greatly after excavation.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a construction method of a tunnel inclined shaft of V-level surrounding rock soil.
Background
The structure of the tunnel comprises two parts, namely a main building and accessory equipment. The main building consists of a tunnel body and a tunnel door, the auxiliary equipment comprises a car-avoiding tunnel, fire-fighting equipment, emergency communication and water-proof and drainage equipment, and the long tunnel is also provided with special ventilation and lighting equipment. With the improvement of the level of construction engineering and the requirement of economic development, more and more tunnels need to be excavated in mountainous areas because the tunnels have the advantages of crossing mountains, allowing vehicles to run and reducing the running distance. The tunnel entering in the mountainous and hilly area is always the most complex link with the highest safety risk in tunnel construction. The conventional tunnel is excavated by forming a working platform after the side and upward slopes are excavated, and then the working platform is constructed and the tunnel is arched, so that the construction work amount is large, particularly, the tunnel portal at the steep position of the mountain is required to be largely excavated, the ecological environment and the stress balance of the mountain are damaged, the instability of the side and upward slopes is easily caused, and a large safety risk exists.
In order to shorten the construction period of the existing engineering, a vertical shaft or an inclined shaft is usually arranged to increase a working surface, and then the vertical shaft or the inclined shaft is excavated to a tunnel portal, so that the earth excavation and loss at the position of the tunnel portal can be reduced. However, no tunnel construction method aiming at the V-level surrounding rock soil mass exists in the current market, and the V-level surrounding rock soil mass has the following characteristics: hard rock and harder rock, the rock mass is broken, the faying face is not good, softer rock: the structural surface develops, the fragmentation structure or the discrete structure is combined with common or poor, very soft rock (Rb is 0-5 Mpa), the structural surface does not develop or is developed, but the combined surface is better. That is, the soil quality of the V-level surrounding rock is generally loose or cracked, and strict protection is needed in the tunnel construction process.
Disclosure of Invention
In view of the above, the present invention has been made to provide a method of constructing a slant entry tunnel that overcomes or at least partially solves the above problems.
A tunnel inclined shaft construction method of V-level surrounding rock soil texture comprises the following steps: excavating a water intercepting gutter at the opening of the inclined shaft, protecting the inclined shaft side slope and excavating an inclined shaft hole body;
the inclined shaft hole body excavation process is as follows: constructing an arch wall at the opening;
excavating a tunnel portal section, wherein the tunnel portal section is used for ensuring construction safety and the quality of an arch wall, the deformation is reserved during excavation to be 10-15 cm, the tunnel portal section is excavated by a short step method and manual machinery, the cyclic footage is controlled at the space between two arch frames, the reinforced modular lining section of the V-level surrounding rock follows the principle of 'short footage', and when encountering a stone, weakened loosening blasting is adopted for excavation and the depth and dosage of a porthole are strictly controlled;
after excavation, roof finding is carried out, bottom layer concrete is sprayed for the first time, then anchor rods, advanced small guide pipe supports and steel frame erection are applied, and finally concrete is sprayed again to the designed thickness.
As can be seen from the above, because the soil quality of the V-level surrounding rock is generally loose or cracked, the reinforced molded lining section of the V-level surrounding rock follows the principle of 'short footage' in the excavation process, and the soil quality of the lining section can be reduced from loosening and falling; in addition, in order to ensure the construction safety and the quality of the arch wall, the deformation amount is reserved to be 10-15 cm during excavation, so that the deformation influence caused by loose or cracked soil can be counteracted; in addition, after excavation, roof finding is carried out, bottom layer concrete is sprayed firstly, then anchor rods, advanced small guide pipe supports and steel frame erection are applied, and finally concrete is sprayed again to the designed thickness, so that the influence on the quality of the tunnel due to the fact that loose or cracked soil falls down greatly after excavation can be effectively avoided.
As an improvement of the invention, the water intercepting gutter is poured by C25 concrete, and the inner side surface and the bottom surface of the water intercepting gutter are provided with non-honeycomb pitted surfaces.
As an improvement of the invention, the inclined shaft side slope protection adopts a flexible active protective net and spray anchor protection, the anchor rod of the spray anchor is a phi 22 mortar anchor rod, the length of the anchor rod is 3m, the anchor rod adopts a quincunx arrangement mode, and the quincunx arrangement interval is 1.5 x 1.5 m.
As an improvement of the invention, the concrete process of finding the roof after excavation, spraying bottom concrete for the first time, then applying anchor rods, advanced small guide pipe supports and erecting steel frames, and finally spraying concrete again to the designed thickness is as follows,
after excavation, blowing the rock face from top to bottom by high-pressure air, embedding a mark nail for controlling the thickness of concrete, primarily spraying C25 concrete with the thickness of 4cm, and drilling and embedding a pipe to well drain water if the working face has water drops or is in a water sprinkling state;
constructing a system anchor rod and hanging a reinforcing mesh;
constructing an advanced small conduit support;
installing inclined shaft steel frames, wherein the inclined shaft steel frames can be installed after primary spraying of face excavation is completed, all the steel frames are mutually connected on the face through connecting plates and bolts and nuts, the connecting plates on the steel frames are tightly attached, after bottom excavation is completed, primary support at the bottom is timely followed, the steel frames are completely closed, bottom extension of the steel frames is performed in a single-side staggered mode, 1-2 rows of steel frames are extended in a single-side mode each time, the steel frames can be extended in a bottom falling mode at the same time in a soft stratum, and the extended steel frames are firmly connected with the upper steel frame through base plates and bolts;
the concrete spraying operation is carried out after the steel frames are erected so as to enable the steel frames and the concrete to bear force together, the concrete spraying is carried out in a segmented spraying mode from bottom to top, the concrete between the steel frames and the wall surface is sprayed firstly, then the concrete between the two steel frames is sprayed, and meanwhile the concrete is sprayed from bottom to top from the arch springing or the corner, so that the situation that the arch springing is hidden by the sprayed material on the upper layer and is not compact, and the strength is insufficient and the arch springing is unstable is prevented.
Furthermore, the system anchor rod adopts a phi 22 cartridge anchor rod, the length of the system anchor rod is 3m, the system anchor rod is arranged in a quincunx shape, the distance between the system anchor rods is 1.2m multiplied by 0.8m, and the system anchor rod is radially constructed.
Furthermore, the reinforcing mesh is formed by welding phi 8 reinforcing steel bars, the size of the grid is 20cm multiplied by 20cm, the reinforcing mesh is laid along with the fluctuation of the sprayed surface after primary spraying, the thickness of a protective layer is not less than 4cm, the lapping of reinforcing mesh sheets is not less than one grid, and the reinforcing mesh is firmly connected with the anchor rod body.
As an improvement of the invention, the construction advanced small conduit support comprises the following steps:
drilling, jacking the small guide pipe and grouting the small guide pipe;
drilling holes, namely drilling jacks of small guide pipes on an excavation surface, wherein the elevation angle of the jacks is 10-15 degrees, the circumferential distance between the small guide pipes is 1/40 cm, the horizontal projection lap joint length of two longitudinally adjacent rows is not less than 100cm, and after drilling, blowing out broken slag in the jacks by using air pipes to avoid hole collapse;
jacking the small guide pipe, fixedly connecting a stirrup on the small guide pipe with the grouting pipe, winding the hemp thread on the outer wall of the tail part of the small guide pipe to form a spinning cone shape, tightly winding the hemp thread by using an adhesive tape to enable the small guide pipe to be tightly attached to the jack, starting a drilling machine, jacking the small guide pipe into the surrounding rock by using the impact force of the drilling machine until more than 90% of the length of the small guide pipe enters the drill hole;
and (3) grouting the small guide pipe by adopting a full-hydraulic double-liquid grouting pump, wherein the grouting pressure is 0.5-1.0 MPa, and when the grouting amount reaches the designed grouting amount and the grouting pressure reaches the designed final pressure and is stabilized for 10-15 min, the grouting can be finished.
Further, the specific structure of the small catheter is as follows: the length of the small guide pipe is 345-450 cm, the front end of the small guide pipe is made into a sharp cone shape, the tail part of the small guide pipe is welded with a stirrup, a pair of slurry overflow holes which are positioned at two ends of the small guide pipe with the same diameter are arranged on the pipe wall of the small guide pipe at intervals of 20-30 cm, the adjacent pair of slurry overflow holes are arranged in a crisscross shape, the diameter of each slurry overflow hole is 6mm, the length of the tail part is not less than 30cm and is used as a slurry stop section which does not drill the slurry overflow holes, the outer diameter of the small guide pipe is 42mm, and the thickness of the.
As an improvement of the invention, in order to ensure that each section of steel frame is placed on a stable foundation before the steel frame is completely closed, the false slag and sundries below the bottom feet of each section of steel frame are removed before installation, and simultaneously, a foot locking anchor rod is arranged on each side to lock each section of steel frame.
Furthermore, the foot-locking anchor rod adopts a phi 25 explosive roll anchor rod, the foot-locking anchor rod is obliquely and downwards driven into a rock stratum by abutting against a steel frame at an angle of 15 degrees, the foot-locking anchor rod is firmly welded with the steel frame by adopting a steel bar, mortar is poured to enhance the bending resistance, and the stability of the steel frame is ensured.
As an improvement of the invention, in the process of spraying concrete, firstly, the concave part is leveled, then the convex part is sprayed, and the concave part and the convex part are smoothly connected; meanwhile, the spray head moves in a spiral shape in a circling mode along the horizontal direction, the spray head is perpendicular to the sprayed surface, and the distance from the spray nozzle opening to the sprayed surface is 1.5-2.0 m.
The invention has the following beneficial effects:
according to the invention, the lining section of the V-level surrounding rock reinforced mould construction follows the principle of 'short footage' in the excavation process, so that soil loosening and falling of the lining section can be reduced;
in addition, in order to ensure the construction safety and the quality of the arch wall, the deformation amount is reserved to be 10-15 cm during excavation, so that the deformation influence caused by loose or cracked soil can be counteracted;
in addition, after excavation, roof finding is carried out, bottom layer concrete is sprayed firstly, then anchor rods, advanced small guide pipe supports and steel frame erection are applied, and finally concrete is sprayed again to the designed thickness, so that the influence on the quality of the tunnel due to the fact that loose or cracked soil falls down greatly after excavation can be effectively avoided.
Drawings
The accompanying drawings, which are included to provide a further understanding of the embodiments of the application, are incorporated in and constitute a part of this specification, illustrate embodiments of the application and together with the description serve to explain the principles of the application. It is obvious that the drawings in the following description are only some embodiments of the application, and that for a person skilled in the art, other drawings can be derived from them without inventive effort. In the drawings:
FIG. 1 is a cross-sectional view of a small advanced duct support in the construction method of a tunnel inclined shaft of V-level surrounding rock soil texture of the invention;
FIG. 2 is a diagram of the erection position of a small guide pipe in the construction method of the V-level surrounding rock soil mass tunnel inclined shaft;
fig. 3 is a block diagram of the small catheter of fig. 2.
Description of reference numerals: 10. a small conduit 11, a front end 12 and a pulp overflow hole; 20. a steel frame; 30. and (3) concrete.
Detailed Description
In order to facilitate understanding for those skilled in the art, the present invention will be further described with reference to the accompanying drawings and examples.
The terms of orientation of upper, lower, left, right, front, rear, inner, outer, top, bottom, and the like, which are or may be referred to in this specification, are defined relative to the configuration shown in the drawings, and are relative terms, and thus may be changed correspondingly according to the position and the use state thereof. Therefore, these and other directional terms should not be construed as limiting terms.
Furthermore, the terms "comprises," "comprising," and any variations thereof, are intended to cover non-exclusive inclusions.
In the description of the present invention, it should be noted that, unless otherwise explicitly specified or limited, the terms "mounted" and "connected" are to be interpreted broadly, e.g., as being either fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meanings of the above terms in the present invention can be understood in specific cases to those skilled in the art.
A tunnel inclined shaft construction method of V-level surrounding rock soil texture comprises the following steps: excavating a water intercepting gutter at the opening of the inclined shaft, protecting the inclined shaft side slope and excavating an inclined shaft hole body; the water intercepting gutter is cast by C25 concrete, and the inner side surface and the bottom surface of the water intercepting gutter are provided with non-honeycomb pitted surfaces; the inclined shaft side slope protection adopts flexible active protective screening and spray anchor protection, the stock of spray anchor is phi 22 mortar stock, stock length is 3m, and the stock adopts the quincunx arrangement mode, and the quincunx arrangement interval is 1.5 x 1.5 m. .
In this embodiment, the inclined shaft hole excavation process is as follows:
constructing an arch wall at the opening;
excavating a tunnel portal section, wherein the tunnel portal section is used for ensuring construction safety and the quality of an arch wall, the deformation is reserved during excavation to be 10-15 cm, the tunnel portal section is excavated by a short step method and manual machinery, the cyclic footage is controlled at the space between two arch frames, the reinforced modular lining section of the V-level surrounding rock follows the principle of 'short footage', and when encountering a stone, weakened loosening blasting is adopted for excavation and the depth and dosage of a porthole are strictly controlled;
after excavation, roof finding is carried out, bottom layer concrete is sprayed for the first time, then anchor rods, advanced small guide pipe supports and steel frame erection are applied, and finally concrete is sprayed again to the designed thickness. Wherein the bottom layer concrete is C25 concrete with the thickness of 4 cm.
As can be seen from the above, because the soil quality of the V-level surrounding rock is generally loose or cracked, the reinforced molded lining section of the V-level surrounding rock follows the principle of 'short footage' in the excavation process, and the soil quality of the lining section can be reduced from loosening and falling; in addition, in order to ensure the construction safety and the quality of the arch wall, the deformation amount is reserved to be 10-15 cm during excavation, so that the deformation influence caused by loose or cracked soil can be counteracted; in addition, after excavation, roof finding is carried out, bottom layer concrete is sprayed firstly, then anchor rods, advanced small guide pipe supports and steel frame erection are applied, and finally concrete is sprayed again to the designed thickness, so that the influence on the quality of the tunnel due to the fact that loose or cracked soil falls down greatly after excavation can be effectively avoided.
Referring to fig. 1 to 3, the present invention is further improved on the above basis, specifically, the specific process of "finding the roof after excavation and spraying the bottom concrete first, then constructing the anchor rods, supporting the advanced small ducts 10 and erecting the steel frame 20, and spraying the concrete 30 again to the designed thickness" is as follows:
1. after excavation, the rock surface is blown clean from top to bottom by high-pressure air, a mark nail for controlling the thickness of the concrete 30 is embedded, the C25 concrete 30 with the thickness of 4cm is initially sprayed, and if the working surface is in a dripping or sprinkling state, the drilling and pipe burying work is well done to drain water.
2. Constructing system anchor rods and hanging a reinforcing mesh, wherein the system anchor rods adopt phi 22 cartridge anchor rods, the length of the system anchor rods is 3m, the system anchor rods are arranged in a quincunx manner, the distance between the system anchor rods is 1.2m multiplied by 0.8m, and the system anchor rods are radially constructed; the reinforcing mesh is formed by welding phi 8 reinforcing steel bars, the size of each grid is 20cm multiplied by 20cm, the reinforcing mesh is laid along with the fluctuation of a sprayed surface after primary spraying, the thickness of a protective layer of the reinforcing mesh is not less than 4cm, the number of the meshes in lap joint of reinforcing mesh sheets is not less than one, and the reinforcing mesh is firmly connected with an anchor rod body.
3. Constructing an advanced small conduit 10 support; in this embodiment, the construction of the advanced small conduit 10 support includes the following steps: drilling, jacking the small guide pipe 10 and grouting the small guide pipe 10; drilling: drilling jacks of small guide pipes 10 on an excavation surface, wherein the elevation angle of the jacks is 10-15 degrees, the circumferential distance between the small guide pipes 10 is 1/40 cm, the horizontal projection lap joint length of two longitudinally adjacent rows is not less than 100cm, and after drilling, blowing out broken slag in the jacks by using air pipes to avoid hole collapse; jacking the small catheter 10: fixedly connecting a stirrup on the small guide pipe 10 with a grouting pipe, winding a hemp thread on the outer wall of the tail part of the small guide pipe 10 to form a spinning cone shape, tightly winding the hemp thread by using an adhesive tape to enable the small guide pipe 10 to be tightly attached to the jack, starting a drilling machine, and ejecting the small guide pipe 10 into surrounding rock by using the impact force of the drilling machine until more than 90% of the length of the small guide pipe 10 enters the drill hole; grouting small conduit 10: and (3) grouting the small guide pipe 10 by adopting an XDY70(D) full-hydraulic double-liquid grouting pump, wherein the grouting pressure is 0.5-1.0 MPa, and when the grouting amount reaches the designed grouting amount and the grouting pressure reaches the designed final pressure and is stabilized for 10-15 min, the grouting can be finished.
Wherein, the detailed structure of the small catheter 10 is as follows: the length of the small guide pipe 10 is 345 cm-450 cm, the front end 11 of the small guide pipe 10 is made into a sharp cone shape, a stirrup is welded at the tail part, a pair of slurry overflow holes 12 located at two ends of the small guide pipe 10 with the same diameter are arranged on the pipe wall of the small guide pipe 10 at intervals of 20 cm-30 cm, the adjacent pair of slurry overflow holes 12 are arranged in a crossed staggered mode, the diameter of each slurry overflow hole 12 is 6mm, the length of the tail part is not less than 30cm and is used as a slurry stop section for not drilling each slurry overflow hole 12, the outer diameter of the small guide pipe 10 is 42mm, and the thickness of the small guide pipe 10 is 3..
4. Installing inclined shaft steel frame 20, can install after the face excavation is just spouted and is accomplished, each section steelframe 20 passes through connecting plate and bolt and nut interconnect at the face, and the connecting plate on the steelframe 20 should closely laminate, after the bottom excavation is accomplished, bottom preliminary bracing in time follows up, seal steelframe 20 full ring, the steel frame 20 bottom extension is gone on in unilateral crisscross, 201 ~ 2 rows of unilateral extension steelframe at every turn, can fall the end simultaneously and connect long steelframe 20 and through the base plate with the bolt with the upper portion steelframe 20 firmly connect in weak stratum. Meanwhile, in order to ensure that each section of steel frame 20 is placed on a stable foundation before the whole ring is closed, the virtual slag and sundries below the bottom feet of each section of steel frame 20 are removed before installation, and simultaneously, a foot locking anchor rod is arranged on each side to lock each section of steel frame 20. The foot-locking anchor rod is a phi 25 explosive roll anchor rod, the foot-locking anchor rod is obliquely and downwards driven into a rock stratum by abutting against the steel frame 20 at an angle of 15 degrees, the foot-locking anchor rod is firmly welded with the steel frame 20 by adopting a steel bar, mortar is poured to enhance the bending resistance, and the stability of the steel frame 20 is ensured.
5. The operation of spraying concrete 30 is carried out after the steel frame 20 is erected so as to lead the steel frame 20 and the concrete 30 to bear force together, the spraying concrete 30 adopts a sectional spraying mode and is carried out from bottom to top, the concrete 30 between the steel frame 20 and the wall surface is firstly sprayed, then the concrete 30 between the two steel frames 20 is sprayed, and simultaneously the spraying concrete is firstly sprayed from the arch springing or the corner from bottom to top, thus preventing the arch springing from being loosely covered by the sprayed material at the upper layer from being not tight, and causing insufficient strength and instability of the arch springing. In addition, in the process of spraying the concrete 30, firstly, the concave part is leveled, then, the convex part is sprayed, and the concave part and the convex part are smoothly connected; meanwhile, the spray head moves in a spiral circle along the horizontal direction, the spray head is vertical to the sprayed surface, and the distance from the spray nozzle opening to the sprayed surface is 1.5-2.0 m; thus, the sprayed concrete 30 can be ensured to have a large flat surface and a wet gloss without dry spots or slip and flow phenomena.
The above examples only represent some embodiments of the present invention, and the description thereof is more specific and detailed, but not to be construed as limiting the scope of the present invention. It should be noted that, for a person skilled in the art, several variations and modifications can be made without departing from the inventive concept, which falls within the scope of the present invention. Therefore, the protection scope of the present patent shall be subject to the appended claims.
Claims (10)
1. A tunnel inclined shaft construction method of V-level surrounding rock soil comprises the following steps: excavating a water intercepting gutter at the opening of the inclined shaft, protecting the inclined shaft side slope and excavating an inclined shaft hole body; the method is characterized in that the inclined shaft hole body excavation process is as follows:
constructing an arch wall at the opening;
excavating a tunnel portal section, wherein the tunnel portal section is used for ensuring construction safety and the quality of an arch wall, the deformation is reserved during excavation to be 10-15 cm, the tunnel portal section is excavated by a short step method and manual machinery, the cyclic footage is controlled at the space between two arch frames, the reinforced modular lining section of the V-level surrounding rock follows the principle of 'short footage', and when encountering a stone, weakened loosening blasting is adopted for excavation and the depth and dosage of a porthole are strictly controlled;
after excavation, roof finding is carried out, bottom layer concrete is sprayed for the first time, then anchor rods, advanced small guide pipe supports and steel frame erection are applied, and finally concrete is sprayed again to the designed thickness.
2. The method for constructing the V-level surrounding rock soil texture tunnel inclined shaft according to claim 1, is characterized in that: the intercepting gutter is cast by C25 concrete, and the inner side surface and the bottom surface of the intercepting gutter are provided with non-honeycomb pitted surfaces.
3. The method for constructing the V-level surrounding rock soil texture tunnel inclined shaft according to claim 1, is characterized in that: the inclined shaft side slope protection adopts flexible active protective screening and spray anchor protection, the stock of spray anchor is phi 22 mortar stock, stock length is 3m, and the stock adopts the quincunx arrangement mode, and the quincunx arrangement interval is 1.5 x 1.5 m.
4. The method for constructing the V-level surrounding rock soil texture tunnel inclined shaft according to claim 1, is characterized in that: the concrete process of finding the roof after excavation, spraying the bottom concrete firstly, then constructing an anchor rod, a small advanced conduit support and erecting a steel frame, and finally spraying the concrete again to the designed thickness is as follows,
after excavation, blowing the rock face from top to bottom by high-pressure air, embedding a mark nail for controlling the thickness of concrete, primarily spraying C25 concrete with the thickness of 4cm, and drilling and embedding a pipe to well drain water if the working face has water drops or is in a water sprinkling state;
constructing a system anchor rod and hanging a reinforcing mesh;
constructing an advanced small conduit support;
installing inclined shaft steel frames, wherein the inclined shaft steel frames can be installed after primary spraying of face excavation is completed, all the steel frames are mutually connected on the face through connecting plates and bolts and nuts, the connecting plates on the steel frames are tightly attached, after bottom excavation is completed, primary support at the bottom is timely followed, the steel frames are completely closed, bottom extension of the steel frames is performed in a single-side staggered mode, 1-2 rows of steel frames are extended in a single-side mode each time, the steel frames can be extended in a bottom falling mode at the same time in a soft stratum, and the extended steel frames are firmly connected with the upper steel frame through base plates and bolts;
the concrete spraying operation is carried out after the steel frames are erected so as to enable the steel frames and the concrete to bear force together, the concrete spraying is carried out in a segmented spraying mode from bottom to top, the concrete between the steel frames and the wall surface is sprayed firstly, then the concrete between the two steel frames is sprayed, and meanwhile the concrete is sprayed from bottom to top from the arch springing or the corner, so that the situation that the arch springing is hidden by the sprayed material on the upper layer and is not compact, and the strength is insufficient and the arch springing is unstable is prevented.
5. The V-level surrounding rock soil property tunnel inclined shaft construction method according to claim 4, characterized in that: the system anchor rod adopts a phi 22 cartridge anchor rod, the length of the system anchor rod is 3m, the system anchor rods are arranged in a quincunx manner, the distance between the system anchor rods is 1.2m multiplied by 0.8m, and the system anchor rods are radially constructed.
6. The V-level surrounding rock soil property tunnel inclined shaft construction method according to claim 4, characterized in that: the reinforcing mesh is formed by welding phi 8 reinforcing steel bars, the size of each grid is 20cm multiplied by 20cm, the reinforcing mesh is laid along with the fluctuation of a sprayed surface after primary spraying, the thickness of a protective layer of the reinforcing mesh is not less than 4cm, the number of the meshes in lap joint of reinforcing mesh sheets is not less than one, and the reinforcing mesh is firmly connected with an anchor rod body.
7. The V-level surrounding rock soil property tunnel inclined shaft construction method according to claim 4, characterized in that: the construction advanced small conduit support comprises the following steps,
drilling, jacking the small guide pipe and grouting the small guide pipe;
drilling holes, namely drilling jacks of small guide pipes on an excavation surface, wherein the elevation angle of the jacks is 10-15 degrees, the circumferential distance between the small guide pipes is 1/40 cm, the horizontal projection lap joint length of two longitudinally adjacent rows is not less than 100cm, and after drilling, blowing out broken slag in the jacks by using air pipes to avoid hole collapse;
jacking the small guide pipe, fixedly connecting a stirrup on the small guide pipe with the grouting pipe, winding the hemp thread on the outer wall of the tail part of the small guide pipe to form a spinning cone shape, tightly winding the hemp thread by using an adhesive tape to enable the small guide pipe to be tightly attached to the jack, starting a drilling machine, jacking the small guide pipe into the surrounding rock by using the impact force of the drilling machine until more than 90% of the length of the small guide pipe enters the drill hole;
and (3) grouting the small guide pipe by adopting a full-hydraulic double-liquid grouting pump, wherein the grouting pressure is 0.5-1.0 MPa, and when the grouting amount reaches the designed grouting amount and the grouting pressure reaches the designed final pressure and is stabilized for 10-15 min, the grouting can be finished.
8. The V-level surrounding rock soil property tunnel inclined shaft construction method according to claim 4, characterized in that: in order to ensure that all the steel frames are placed on a stable foundation before the steel frames are completely closed, before installation, virtual slag and sundries below the bottom feet of all the steel frames are removed, and meanwhile, foot locking anchor rods are arranged on each side to lock all the steel frames.
9. The V-level surrounding rock soil property tunnel inclined shaft construction method according to claim 4, characterized in that: the foot-locking anchor rod is a phi 25 explosive roll anchor rod, the foot-locking anchor rod is obliquely and downwards driven into a rock stratum by a 15-degree angle close to a steel frame, the foot-locking anchor rod is firmly welded with the steel frame by adopting a steel bar, mortar is poured to enhance the bending resistance, and the stability of the steel frame is ensured.
10. The V-level surrounding rock soil property tunnel inclined shaft construction method according to claim 4, characterized in that: in the process of spraying concrete, firstly leveling the concave part, then spraying the convex part, and smoothly connecting the concave part and the convex part; meanwhile, the spray head moves in a spiral shape in a circling mode along the horizontal direction, the spray head is perpendicular to the sprayed surface, and the distance from the spray nozzle opening to the sprayed surface is 1.5-2.0 m.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114215567A (en) * | 2021-12-17 | 2022-03-22 | 新疆额尔齐斯河流域开发工程建设管理局 | Construction method of V-type and IV-type surrounding rocks in ultra-long TBM tunnel |
| CN117145523A (en) * | 2023-10-31 | 2023-12-01 | 煤炭工业太原设计研究院集团有限公司 | Sylvite inclined shaft mudstone section roof-falling treatment reinforcing structure and method |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102797470A (en) * | 2012-06-21 | 2012-11-28 | 中铁十三局集团有限公司 | Construction method capable of eliminating influences of large-deformation stratum in process of constructing inclined shaft by shield method |
| CN102996133A (en) * | 2012-07-02 | 2013-03-27 | 中铁二十三局集团第四工程有限公司 | Construction method applicable to intersection between inclined shaft and slant hole of weak surrounding rock tunnel |
| CN107091094A (en) * | 2017-06-20 | 2017-08-25 | 中国水利水电第五工程局有限公司 | Short inclined shaft pilot shaft excavation method in one kind |
| KR101963446B1 (en) * | 2018-10-18 | 2019-03-28 | 남양진흥기업(주) | Method and structure for a tunnel |
| CN110374607A (en) * | 2019-08-22 | 2019-10-25 | 中铁隧道集团三处有限公司 | Construction of the highway technique is worn under a kind of tunnel |
| CN111520144A (en) * | 2020-03-31 | 2020-08-11 | 中交一公局第四工程有限公司 | Tunnel intersection small pilot tunnel construction method |
-
2020
- 2020-08-21 CN CN202010855611.XA patent/CN112012747B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102797470A (en) * | 2012-06-21 | 2012-11-28 | 中铁十三局集团有限公司 | Construction method capable of eliminating influences of large-deformation stratum in process of constructing inclined shaft by shield method |
| CN102996133A (en) * | 2012-07-02 | 2013-03-27 | 中铁二十三局集团第四工程有限公司 | Construction method applicable to intersection between inclined shaft and slant hole of weak surrounding rock tunnel |
| CN107091094A (en) * | 2017-06-20 | 2017-08-25 | 中国水利水电第五工程局有限公司 | Short inclined shaft pilot shaft excavation method in one kind |
| KR101963446B1 (en) * | 2018-10-18 | 2019-03-28 | 남양진흥기업(주) | Method and structure for a tunnel |
| CN110374607A (en) * | 2019-08-22 | 2019-10-25 | 中铁隧道集团三处有限公司 | Construction of the highway technique is worn under a kind of tunnel |
| CN111520144A (en) * | 2020-03-31 | 2020-08-11 | 中交一公局第四工程有限公司 | Tunnel intersection small pilot tunnel construction method |
Non-Patent Citations (1)
| Title |
|---|
| 肖学勇等: "天平铁路六盘山特长隧道施工关键技术的研究", 《中国建材科技》 * |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114215567A (en) * | 2021-12-17 | 2022-03-22 | 新疆额尔齐斯河流域开发工程建设管理局 | Construction method of V-type and IV-type surrounding rocks in ultra-long TBM tunnel |
| CN117145523A (en) * | 2023-10-31 | 2023-12-01 | 煤炭工业太原设计研究院集团有限公司 | Sylvite inclined shaft mudstone section roof-falling treatment reinforcing structure and method |
| CN117145523B (en) * | 2023-10-31 | 2023-12-26 | 煤炭工业太原设计研究院集团有限公司 | Sylvite inclined shaft mudstone section roof-falling treatment reinforcing structure and method |
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