CN112282793B - Soft rock tunnel face collapse treatment method - Google Patents
Soft rock tunnel face collapse treatment method Download PDFInfo
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- CN112282793B CN112282793B CN202011078762.5A CN202011078762A CN112282793B CN 112282793 B CN112282793 B CN 112282793B CN 202011078762 A CN202011078762 A CN 202011078762A CN 112282793 B CN112282793 B CN 112282793B
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- 239000011435 rock Substances 0.000 title claims abstract description 21
- 238000000034 method Methods 0.000 title claims description 22
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 74
- 239000010959 steel Substances 0.000 claims abstract description 74
- 239000004567 concrete Substances 0.000 claims abstract description 23
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 19
- 238000010276 construction Methods 0.000 claims abstract description 10
- 239000011440 grout Substances 0.000 claims abstract description 10
- 238000007789 sealing Methods 0.000 claims abstract description 8
- 239000011378 shotcrete Substances 0.000 claims abstract description 8
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 5
- 238000005507 spraying Methods 0.000 claims description 38
- 239000004568 cement Substances 0.000 claims description 15
- 238000009412 basement excavation Methods 0.000 claims description 9
- 238000005553 drilling Methods 0.000 claims description 7
- 230000002787 reinforcement Effects 0.000 claims description 7
- 239000002002 slurry Substances 0.000 claims description 7
- 238000005086 pumping Methods 0.000 claims description 6
- 239000002689 soil Substances 0.000 claims description 6
- 238000012423 maintenance Methods 0.000 claims description 5
- 239000011398 Portland cement Substances 0.000 claims description 3
- 239000000463 material Substances 0.000 claims description 3
- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 claims description 2
- 230000000694 effects Effects 0.000 abstract description 3
- 238000003672 processing method Methods 0.000 abstract description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 abstract 3
- 239000004576 sand Substances 0.000 abstract 1
- 238000003466 welding Methods 0.000 abstract 1
- 239000010410 layer Substances 0.000 description 7
- 238000007569 slipcasting Methods 0.000 description 5
- 238000004519 manufacturing process Methods 0.000 description 3
- 150000001875 compounds Chemical class 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 239000011241 protective layer Substances 0.000 description 2
- 239000007921 spray Substances 0.000 description 2
- 238000005452 bending Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000005065 mining Methods 0.000 description 1
- 230000011218 segmentation Effects 0.000 description 1
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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
- E21D11/105—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
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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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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Mining & Mineral Resources (AREA)
- Civil Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a soft rock tunnel face collapse processing method, which comprises the following steps: carrying out back pressure backfill on a tunnel face to form a step, sealing the surface of a backfill back pressure part by adopting 20cm sprayed C25 concrete, carrying out sand bag back pressure, after the sealing is finished, applying phi 42 grouting small pipes to reinforce the whole back pressure body, arranging the small pipes at a row spacing of 1.0m, arranging the small pipes in a quincunx shape, installing grout stop valves at orifices, connecting grouting equipment to inject pure water grout, excavating and supporting, conveying the processed and assembled reinforcing mesh and steel frame to a construction site, ensuring that the steel frame is correctly installed, arranging 2cm sprayed concrete at the inner side and 4cm at the outer side of the steel frame, arranging C22 longitudinal connecting reinforcing steel bars between the steel frames, arranging the circumferential spacing of the connecting reinforcing steel bars at 1m, and firmly welding the connecting reinforcing steel bars with an arch frame to form a longitudinal connecting system. According to the invention, the tunnel face is back-pressure backfilled to form the step, so that the collapse volume of the tunnel face can be prevented from being continuously enlarged, and the grouting pipe is cleaned by high-pressure air before grouting, so that the grouting effect is prevented from being influenced by blockage.
Description
Technical Field
The invention relates to the technical field of soft rock tunnels, in particular to a soft rock tunnel face collapse processing method.
Background
The tunnel face refers to the excavation working face in underground engineering or mining engineering, the face is the working face that the excavation gallery is constantly pushed forward, and is not a fixed face, and the excavation face has face, side wall face and arch top face.
In 2019, when the tunnel face of the right side of the tunnel of the lawn at 12 th and 6 th days in 12 th and 6 th is constructed to K141+934, large-area collapse of the arch part and the right side of the tunnel face is generated due to sudden change of surrounding rock conditions, an emergency plan is immediately started at a project department after the collapse accident occurs, tunnel constructors and machines are evacuated, and casualties and machine damage are not caused after the collapse accident occurs.
Disclosure of Invention
Based on the technical problems in the background art, the invention provides a soft rock tunnel face collapse treatment method.
The invention provides a soft rock tunnel face collapse processing method, which comprises the following steps:
s1: carrying out back pressure backfill on the tunnel face to form a step;
s2: sealing the surface of the backfilling back-pressure part by spraying C25 concrete of 20cm, and carrying out back pressure on a sandbag;
s3: after the sealing is finished, phi 42 grouting is performed to reinforce the whole back pressure body by small guide pipes, the row spacing between the small guide pipes is 1.0m, the small guide pipes are arranged in a quincunx shape, and a grout stop valve is arranged at an orifice and connected with grouting equipment for grouting pure cement slurry;
s4: excavating a support, conveying the processed and assembled reinforcing mesh and steel frames to a construction site, ensuring that the steel frames are correctly installed, wherein the inner sides of the steel frames are provided with 2cm sprayed concrete, the outer sides of the steel frames are provided with 4cm sprayed concrete, phi 22 longitudinal connecting steel bars are arranged among the steel frames, the circumferential distance between the connecting steel bars is 1m, and the connecting steel bars and an arch frame are firmly welded to form a longitudinal connecting system;
s5: the method comprises the following steps that every 3m of inverted arch excavation is circulated, full-width excavation is carried out once, a ring is sealed, and when a steel arch frame is installed, the inverted arch steel arch frame is connected with the steel arch frames at the arch springing positions of the left side wall and the right side wall;
s6: pumping concrete and backfilling, wherein the cavity with the collapsed tunnel face is backfilled by C15 concrete, and the automobile pump is connected with a reserved pumping interface;
s7: grouting and reinforcing the periphery, and grouting and reinforcing the collapse and collapse influence paragraphs after the strength of the cavity backfilled concrete reaches 100%;
s8: and after grouting reinforcement, removing the damaged arch truss one by one, installing I20b I-shaped steel frames, and replacing the damaged arch truss.
Preferably, in the step S1, the step height is 4 meters, and the step length is 5 meters.
Preferably, in S2, the thickness of the sprayed layer is 10cm.
Preferably, in the step S3, the small guide pipe is a phi 42 hot-rolled seamless steel pipe, the wall thickness is 4mm, holes are drilled on the pipe wall at intervals of 10cm in a staggered manner, the hole diameter is 8mm, no hole is drilled at the tail of the small guide pipe, which is 30cm, and serves as a grout stop section, a conical head is welded at the end of the small guide pipe, the grouting pipe is drilled and inserted by an air gun or pushed by the air gun, the steel pipe is directly pushed by the air gun when the soil is soft, the air gun is used for drilling and inserting the pipe when the soil is hard, and the grouting pipe is cleaned by high-pressure air before grouting.
Preferably, in S4, the reinforcing mesh is rusted before being used, the reinforcing mesh is laid along with the fluctuation of the sprayed surface, the thickness of a concrete spraying protective layer of the reinforcing mesh is not less than 2cm, the steel frame is made on a 1.
Preferably, in the step S5, the inverted arch lining steel bar main reinforcement adopts phi 22 thread steel, the distance between the layers is 20cm, the layer distance is 47.8cm, the longitudinal connecting reinforcement adopts phi 12 thread steel, the distance between the layers is 30cm, and the stirrup adopts phi 8 round steel and quincunx arrangement.
Preferably, in S5-S6, the working air pressure is ensured to be between 0.4 and 0.55Mpa, the air pressure is adjusted according to the sprayed part and the length of the pipeline, the inner diameter of the rubber pipe of the spraying machine is more than 50mm, the distance between spraying hands is kept within the range of 0.8 to 2m, the spray head is vertical to the sprayed surface, if the steel arch frame of the sprayed surface is covered by a reinforcing mesh, the spray head can be slightly deflected but is not less than 70 degrees, the spraying is carried out twice according to the primary spraying and the secondary spraying, the primary spraying thickness is 4 to 5cm, the secondary spraying is 26cm, the spraying concrete is sprayed for maintenance after 2 hours after final setting, and the maintenance period is not less than 14 days.
Preferably, in S7, the grouting holes are drilled by using an air gun, the diameter of the drilled holes is 46mm, the depth of the grouting drilled holes is 3m, the circumferential distance is 1.5m, the longitudinal distance is 1.5m, and the grouting drilled holes are arranged in a quincunx shape, the orifice pipe is a hot-rolled seamless steel pipe with the wall thickness of 5mm, the length of the pipe is 0.5m, the orifice pipe adopts a grout stopping measure, the grouting material adopts pure cement, the water cement ratio of the cement slurry is 1-1, the cement adopts PO42.5 common portland cement, and the grouting net pressure is 1.0MPa.
The beneficial effects of the invention are as follows:
1. the step is formed by back pressure backfilling the face, so that the collapse volume of the face can be prevented from being continuously enlarged.
2. Through adopt highly-compressed air to wash the slip casting pipe before slip casting, can prevent to block up and influence the slip casting effect.
3. Through adopting drilling inspection slip casting effect after the slip casting, if not reach the requirement, then can carry out the benefit and annotate.
4. The concrete cushion block is placed at the bottom of the I-shaped steel, so that the protective layer of the I-shaped steel can be ensured.
5. The bottommost part of the inverted arch is vibrated by the vibrating vibrator firstly, and then the inverted arch is vibrated towards the arch springing part of the hole body gradually, so that the compactness of concrete can be ensured.
Drawings
FIG. 1 is a schematic flow chart of a construction scheme of a soft rock tunnel face collapse treatment method provided by the invention;
FIG. 2 is a schematic view of a grouting small duct construction process flow of the soft rock tunnel face collapse treatment method provided by the invention;
FIG. 3 is a schematic view of a concrete-shotcrete construction process flow of the soft rock tunnel face collapse treatment method provided by the invention;
fig. 4 is a schematic view of an inverted arch construction process flow of the soft rock tunnel face collapse treatment method provided by the invention.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments.
Referring to fig. 1-3, a soft rock tunnel face collapse treatment method comprises the following steps:
s1: carrying out back pressure backfill on the tunnel face to form a step;
s2: sealing the surface of the backfilling back-pressure part by spraying C25 concrete of 20cm, and carrying out back pressure on a sandbag;
s3: after the sealing is finished, phi 42 grouting is performed to reinforce the whole back pressure body by small guide pipes, the row spacing between the small guide pipes is 1.0m, the small guide pipes are arranged in a quincunx shape, and a grout stop valve is arranged at an orifice and connected with grouting equipment for grouting pure cement slurry;
s4: excavating a support, conveying the processed and assembled reinforcing mesh and steel frames to a construction site, ensuring that the steel frames are correctly installed, wherein the inner sides of the steel frames are provided with 2cm sprayed concrete, the outer sides of the steel frames are provided with 4cm sprayed concrete, phi 22 longitudinal connecting steel bars are arranged among the steel frames, the circumferential distance between the connecting steel bars is 1m, and the connecting steel bars and an arch frame are firmly welded to form a longitudinal connecting system;
s5: the method comprises the following steps that every 3m of inverted arch excavation is circulated, full-width excavation is carried out once, a ring is sealed, and when a steel arch frame is installed, the inverted arch steel arch frame is connected with the steel arch frames at the arch springing positions of the left side wall and the right side wall;
s6: pumping concrete for backfilling, backfilling a tunnel face collapse cavity by adopting C15 concrete, and connecting an automobile pump with a reserved pumping interface;
s7: grouting and reinforcing the periphery, and grouting and reinforcing the collapse and collapse influence paragraphs after the strength of the cavity backfilled concrete reaches 100%;
s8: and after grouting reinforcement, removing the damaged arch truss one by one, installing I20b I-shaped steel frames, and replacing the damaged arch truss.
In the invention, the step height in S1 is 4 meters, the length is 5 meters, the spraying layer thickness in S2 is 10cm, the small guide pipe in S3 adopts phi 42 hot-rolled seamless steel pipe, the wall thickness is 4mm, the pipe wall is drilled in a staggered mode every 10cm, the hole with the hole diameter of 8mm is formed, the tail part of the small guide pipe is 30cm and is not drilled to be used as a grout stopping section, a conical head is welded at the end part, a grouting pipe adopts two modes of air gun drilling and inserting or air gun jacking, when the soil is soft, an air gun is adopted to directly jack the steel pipe, when the soil is hard, an air gun is adopted to drill and insert a pipe, before grouting, high-pressure air is adopted to clean the grouting pipe, a reinforcing mesh in S4 is used for removing rust, the reinforcing mesh is laid along with the fluctuation of the sprayed surface, the thickness of a concrete spraying protection layer of the reinforcing mesh is not less than 2cm, a steel frame adopts I20b I-steel on a sample platform for manufacturing 1 manufacturing of the reinforcing mesh, cold bending and segmentation manufacturing plant, the concrete is manufactured by adopting a wet spraying construction technology, the wet spraying construction technology, and the design thickness is designed for two times, the thickness of primary spraying is not less than 4cm, the compound net spraying reaches the designed thickness of 26cm and S5 after the installation of the steel bars and the steel frames is finished, the main reinforcement of the inverted arch lining steel bars adopts phi 22 screw steel, the distance is 20cm, the layer distance is 47.8cm, the longitudinal connecting reinforcement adopts phi 12 screw steel, the distance is 30cm, the hooping adopts phi 8 round steel and quincunx arrangement, in S5-S6, the working air pressure is required to be ensured to be between 0.4 and 0.55MPa, the air pressure is adjusted according to the sprayed position and the length of a pipeline, the inner diameter of a rubber pipe of a spraying machine is more than 50mm, the distance of a spraying hand is kept within the range of 0.8 to 2m, the spraying nozzle is vertical to a sprayed surface, if the steel arch frame is sprayed with the sprayed surface and the steel bar net is covered, the spraying nozzle can be slightly deflected but not less than 70 degrees, the secondary spraying and secondary spraying are carried out according to the spraying, the spraying thickness is 4 to 5cm, the compound net spraying thickness is 26cm, the designed thickness is 26cm, the concrete is sprayed and solidified 2 hours, the concrete is sprayed, the maintenance gun is not less than 14 days, the hole is not less than the maintenance gun in S7, the diameter of a drilled hole is 46mm, the depth of a grouting drilled hole is 3m, the circumferential distance is 1.5m, the longitudinal distance is 1.5m, the drilled hole is arranged in a quincunx shape, the diameter of an orifice pipe is phi 48, the wall thickness is 5mm, the length of the pipe is 0.5m, a grout stopping measure is adopted at the orifice, a grouting material adopts pure cement slurry, the water cement ratio of the cement slurry is 1-1, the cement adopts PO42.5 common portland cement, and the grouting net pressure is 1.0MPa.
The above description is only for the preferred embodiment of the present invention, but the scope of the present invention is not limited thereto, and any person skilled in the art should be considered to be within the technical scope of the present invention, and the technical solutions and the inventive concepts thereof according to the present invention should be equivalent or changed within the scope of the present invention.
Claims (8)
1. A soft rock tunnel face collapse treatment method is characterized by comprising the following steps:
s1: carrying out back pressure backfill on the tunnel face to form a step;
s2: sealing the surface of the backfilling back-pressure part by spraying C25 concrete of 20cm, and carrying out back pressure on a sandbag;
s3: after the sealing is finished, phi 42 grouting is performed to reinforce the whole back pressure body by small guide pipes, the row spacing between the small guide pipes is 1.0m, the small guide pipes are arranged in a quincunx shape, and a grout stop valve is arranged at an orifice and connected with grouting equipment for grouting pure cement slurry;
s4: excavating a support, conveying the processed and assembled reinforcing mesh and steel frames to a construction site, ensuring that the steel frames are correctly installed, wherein the inner sides of the steel frames are provided with 2cm sprayed concrete, the outer sides of the steel frames are provided with 4cm sprayed concrete, phi 22 longitudinal connecting steel bars are arranged among the steel frames, the circumferential distance between the connecting steel bars is 1m, and the connecting steel bars and an arch frame are firmly welded to form a longitudinal connecting system;
s5: the method comprises the following steps that every 3m of inverted arch excavation is circulated, full-width excavation is carried out once, a ring is sealed, and when a steel arch frame is installed, the inverted arch steel arch frame is connected with the steel arch frames at the arch springing positions of the left side wall and the right side wall;
s6: pumping concrete for backfilling, backfilling a tunnel face collapse cavity by adopting C15 concrete, and connecting an automobile pump with a reserved pumping interface;
s7: grouting and reinforcing the periphery, and grouting and reinforcing the collapse and collapse influence paragraphs after the strength of the cavity backfilled concrete reaches 100%;
s8: and after grouting reinforcement, removing the damaged arch truss one by one, installing I20b I-shaped steel frames, and replacing the damaged arch truss.
2. The soft rock tunnel face collapse treatment method as claimed in claim 1, wherein in S1, the step height is 4 meters, and the length is 5 meters.
3. The soft rock tunnel face collapse treatment method according to claim 1, wherein in the step S2, the thickness of the sprayed layer is 10cm.
4. The soft rock tunnel face collapse treatment method according to claim 1, wherein in S3, the small guide pipe is a phi 42 hot-rolled seamless steel pipe, the wall thickness is 4mm, holes are drilled in the pipe wall at intervals of 10cm in a staggered mode, the hole diameter is 8mm, no hole is drilled at the tail portion of the small guide pipe for 30cm, the tail portion of the small guide pipe serves as a grout stop section, a conical head is welded at the end portion, grouting is conducted in a mode of air gun drilling and inserting or air gun jacking, an air gun is used for directly jacking the steel pipe when soil is soft, an air gun is used for drilling and inserting when the soil is hard, and the grouting pipe is cleaned by high-pressure air before grouting.
5. The soft rock tunnel face collapse treatment method according to claim 1, wherein in S4, the steel mesh is cleaned of rust before use, the steel mesh is laid along with the fluctuation of the sprayed face, the thickness of the concrete spraying protection layer of the steel mesh is not less than 2cm, the steel frame is manufactured on a 1.
6. The soft rock tunnel face collapse treatment method of claim 1, wherein in S5, the inverted arch lining steel bar main bars are made of phi 22 thread steel, the distance between every two layers is 20cm, the layer distance is 47.8cm, the longitudinal connecting bars are made of phi 12 thread steel, the distance between every two layers is 30cm, and the hooping bars are made of phi 8 round steel and arranged in a quincunx shape.
7. The soft rock tunnel face collapse treatment method as claimed in claim 1, wherein in S5-S6, the working air pressure is ensured to be between 0.4 MPa and 0.55MPa, the air pressure is adjusted according to the sprayed position and the length of the pipeline, the inner diameter of the rubber pipe of the spraying machine is more than 50mm, the distance between spraying hands is kept within the range of 0.8-2 m, the spraying head is vertical to the sprayed face, if the sprayed face steel arch frame is covered by the reinforcing mesh, the spraying head can be slightly deflected but is not less than 70 degrees, the primary spraying and the secondary spraying are carried out, the primary spraying thickness is 4-5 cm, the secondary spraying is carried out to the designed thickness of 26cm, the spraying period is not less than 14 days from 2 hours after the concrete is finally solidified, and the water spraying maintenance is carried out.
8. The soft rock tunnel face collapse treatment method according to claim 1, wherein in S7, grouting holes are drilled by an air gun, the drilling diameter is 46mm, the grouting drilling depth is 3m, the circumferential spacing is 1.5m, the longitudinal spacing is 1.5m, the grouting holes are arranged in a quincunx shape, an orifice pipe is phi 48, the wall thickness is 5mm, the pipe length is 0.5m, a grouting measure is taken at the orifice, pure cement is adopted as a grouting material, the cement slurry water cement ratio is 0.8-1, the cement is PO42.5 ordinary portland cement, and the grouting net pressure is 1.0MPa.
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| CN113482657A (en) * | 2021-06-21 | 2021-10-08 | 中铁十六局集团第三工程有限公司 | Tunnel fault closed-door collapse processing and reinforcing method |
| CN113847041A (en) * | 2021-08-20 | 2021-12-28 | 中国二十冶集团有限公司 | Method for treating soft collapse area in tunnel excavation |
| CN114033393A (en) * | 2021-11-16 | 2022-02-11 | 中铁十二局集团有限公司 | Extremely strong rock burst construction method for plateau high-altitude geosynthetic tunnel |
| CN114483056B (en) * | 2022-03-31 | 2022-07-29 | 中国电建市政建设集团有限公司 | Method for treating collapse roof caving hole of high-speed railway shallow-buried tunnel within 15m of height of collapse cavity |
| CN115370376B (en) * | 2022-08-09 | 2024-04-19 | 中铁十六局集团路桥工程有限公司 | Construction method suitable for collapse treatment of large-span expansion tunnel |
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| CN101614125B (en) * | 2009-07-23 | 2011-04-27 | 中铁九局集团有限公司 | Construction method of V-level surrounding rock tunnel |
| CN103244128B (en) * | 2013-05-22 | 2015-10-14 | 汇通路桥建设集团有限公司 | A kind of big cross section Karst Tunnel double-side approach remaining core soil in advance construction method |
| CN105041333B (en) * | 2015-07-13 | 2017-12-01 | 中铁十九局集团第二工程有限公司 | It is a kind of first to fill out the method for digging method processing Tunnel Landslide afterwards |
| CN106050277B (en) * | 2016-07-22 | 2018-09-11 | 中铁五局集团有限公司 | One kind is soft to mould the body Karst Tunnel reinforcement process that caves in |
| CN107165652B (en) * | 2017-06-02 | 2019-03-15 | 大唐林州热电有限责任公司 | A kind of tunnel monoblock type collapse after construction method |
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