CN112282793A - Soft rock tunnel face collapse treatment method - Google Patents
Soft rock tunnel face collapse treatment method Download PDFInfo
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- CN112282793A CN112282793A CN202011078762.5A CN202011078762A CN112282793A CN 112282793 A CN112282793 A CN 112282793A CN 202011078762 A CN202011078762 A CN 202011078762A CN 112282793 A CN112282793 A CN 112282793A
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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 84
- 239000010959 steel Substances 0.000 claims abstract description 84
- 239000004567 concrete Substances 0.000 claims abstract description 19
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 19
- 239000011378 shotcrete Substances 0.000 claims abstract description 13
- 239000011440 grout Substances 0.000 claims abstract description 9
- 238000010276 construction Methods 0.000 claims abstract description 8
- 238000007789 sealing Methods 0.000 claims abstract description 8
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 6
- 239000004576 sand Substances 0.000 claims abstract description 4
- 238000005507 spraying Methods 0.000 claims description 31
- 239000004568 cement Substances 0.000 claims description 15
- 238000009412 basement excavation Methods 0.000 claims description 9
- 238000005553 drilling Methods 0.000 claims description 6
- 239000010410 layer Substances 0.000 claims description 6
- 238000005086 pumping Methods 0.000 claims description 6
- 239000002002 slurry Substances 0.000 claims description 6
- 239000002689 soil Substances 0.000 claims description 6
- 238000012423 maintenance Methods 0.000 claims description 4
- 239000011241 protective layer Substances 0.000 claims description 4
- 230000002787 reinforcement Effects 0.000 claims description 4
- 239000011398 Portland cement Substances 0.000 claims description 3
- 238000004519 manufacturing process Methods 0.000 claims description 3
- 239000000463 material Substances 0.000 claims description 3
- 239000007921 spray Substances 0.000 claims description 3
- 238000005452 bending Methods 0.000 claims description 2
- 239000002131 composite material Substances 0.000 claims description 2
- 230000011218 segmentation Effects 0.000 claims description 2
- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 claims 1
- 230000000694 effects Effects 0.000 abstract description 3
- 238000003672 processing method Methods 0.000 abstract description 3
- 238000003466 welding Methods 0.000 abstract 1
- 150000001875 compounds Chemical class 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 238000007569 slipcasting Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
- 238000005065 mining 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
- 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, applying phi 42 grouting small guide pipes to reinforce the whole back pressure body after sealing is finished, arranging the small guide pipes at a distance of 1.0m, arranging the small guide 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 steel bars between the steel frames, arranging the connecting steel bars at an annular distance of 1m, and firmly welding the connecting steel bars with an arch frame to form a longitudinal connecting. 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 backfill back-pressure part by adopting 20cm sprayed C25 concrete, and carrying out sand bag back pressure;
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 2cm of sprayed concrete is arranged on the inner side of each steel frame, 4cm of sprayed concrete is arranged on the outer side of each steel frame, C22 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 with 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 S1, the step height is 4 meters and the length is 5 meters.
Preferably, in S2, the sprayed layer has a thickness of 10 cm.
Preferably, in S3, the small duct is a phi 42 hot rolled seamless steel tube, the wall thickness is 4mm, holes are drilled on the tube wall at intervals of 10cm in a staggered manner, the hole diameter is 8mm, no hole is drilled at the tail of the small duct by 30cm, the end of the small duct is welded with a conical head, the grouting tube is drilled and driven by an air gun or pushed by an air gun, the steel tube is directly pushed by the air gun when the soil is soft, the grouting tube is drilled and inserted by the air gun when the soil is hard, and the grouting tube is cleaned by high-pressure air before grouting.
Preferably, in S4, the steel bar mesh is rusted before use, the steel bar mesh is laid with the fluctuation of the sprayed surface, the thickness of the concrete sprayed protective layer of the steel bar mesh is not less than 2cm, the steel frame is manufactured by cold bending and segmentation on a 1:1 manufacturing sample table arranged in a steel bar processing factory by using I20b I-steel, the concrete sprayed is constructed by a wet spraying technology, the thickness is designed by spraying twice, the thickness of the sprayed concrete is not less than 4cm, and the composite mesh is sprayed to the designed thickness of 26cm after the installation of the steel bars and the steel frame.
Preferably, in S5, the inverted arch lining steel bar main bars are made of C22 screw-thread steel with a spacing of 20cm and a layer spacing of 47.8cm, the longitudinal connecting bars are made of a12 screw-thread steel with a spacing of 30cm, and the stirrups are made of phi 8 round steel and arranged in a quincunx shape.
Preferably, in S5-S6, the pressure of the working air is guaranteed to be 0.4-0.55 Mpa, the air pressure is adjusted according to the sprayed position and the length of the pipeline, the inner diameter of a rubber pipe of the spraying machine is more than 50mm, the distance between a spraying hand and a sprayed surface is generally kept within the range of 0.8-2 m, a spraying head is perpendicular to the sprayed surface, if the sprayed surface is covered by a steel arch frame and a reinforcing mesh, the spraying head can be slightly deflected but is not smaller than 70 degrees, the spraying is carried out twice according to primary spraying and secondary spraying, the primary spraying thickness is 4-5 cm, the secondary spraying is carried out to the designed thickness of 26cm, the spraying concrete is started 2 hours after final setting, water spraying maintenance is carried out, and the maintenance period is not shorter than 14.
Preferably, in S7, the grouting holes are drilled with air guns, the holes have a diameter of 46mm, the depth of the grouting holes is 3m, the circumferential distance is 1.5m, the longitudinal distance is 1.5m, and the holes are arranged in a quincunx pattern, the orifice pipes are hot-rolled seamless steel pipes with a diameter of 48 mm and a wall thickness of 5mm, the pipe length is 0.5m, the pipe openings are provided with grout stopping measures, the grouting material is pure cement, the water cement ratio of the cement slurry is 0.8: 1-1: 1, the cement is PO42.5 common portland cement, and the net grouting pressure is 1.0 MPa.
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. The grouting pipe is cleaned by high-pressure air before grouting, so that the grouting effect is prevented from being influenced by blockage.
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 includes the following steps:
s1: carrying out back pressure backfill on the tunnel face to form a step;
s2: sealing the surface of the backfill back-pressure part by adopting 20cm sprayed C25 concrete, and carrying out sand bag back pressure;
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 2cm of sprayed concrete is arranged on the inner side of each steel frame, 4cm of sprayed concrete is arranged on the outer side of each steel frame, C22 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 with 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.
In the invention, the step height in S1 is 4 meters, the length is 5 meters, the thickness of the sprayed layer 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 at intervals of 10cm in a staggered way, holes with the hole diameter of 8mm are drilled, 30cm at the tail part of the small guide pipe is not drilled to serve as a grout stop section, a conical head is welded at the end part, a grouting pipe is drilled and punched by an air gun or pushed by an air gun, when the soil is soft, the air gun is used for directly pushing the hard steel pipe, when the soil is soft, the air gun is used for drilling and inserting the pipe, before grouting, the grouting pipe is cleaned by high-pressure air, before the reinforcing mesh in S4 is used, the reinforcing mesh is laid along with the fluctuation of the sprayed surface, the thickness of the sprayed concrete protective layer of the reinforcing mesh is not less than 2cm, the steel frame is manufactured by I20b I-steel on a 1:1 sample manufacturing table arranged in, the design thickness is designed in two times, the initial spraying thickness is not less than 4cm, the compound net spraying reaches the design thickness of 26cm after the installation of the steel bars and the steel frames is finished, in S5, C22 screw steel is adopted as main reinforcements of the inverted arch lining steel bars, the distance is 20cm, the layer distance is 47.8cm, A12 screw steel is adopted as longitudinal connecting ribs, the distance is 30cm, A8 round steel is adopted as stirrups, the quincunx arrangement is adopted, 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 positions 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 generally kept within the range of 0.8 to 2m, a spray nozzle is vertical to a sprayed surface, if the steel frame is sprayed, the steel bar net is covered, the spray nozzle can be slightly inclined but not less than 70 degrees, the primary spraying and the compound spraying are carried out according to the secondary spraying, the spraying thickness is 4 to 5cm, the initial setting is, the maintenance period is not less than 14 days, the grouting holes in S7 are drilled by air guns, the diameter of each drilling hole is 46mm, the depth of each grouting drilling hole is 3m, the circumferential distance is 1.5m, the longitudinal distance is 1.5m, the holes are arranged in a quincunx shape, the diameter of each hole pipe is phi 48, the wall thickness of each hole pipe is 5mm, the length of each pipe is 0.5m, the pipe openings are provided with grout stopping measures, grouting materials are made of pure cement paste, the water cement paste-cement ratio of the cement paste is 0.8: 1-1: 1, cement is PO42.5 common portland cement, and the net grouting pressure is 1.0 MPa.
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 backfill back-pressure part by adopting 20cm sprayed C25 concrete, and carrying out sand bag back pressure;
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 2cm of sprayed concrete is arranged on the inner side of each steel frame, 4cm of sprayed concrete is arranged on the outer side of each steel frame, C22 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 with 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.
2. The soft rock tunnel face collapse treatment method according to claim 1, wherein in the step S1, the step height is 4m, and the step length is 5 m.
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 10 cm.
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 end portion of the small guide pipe is used as a grout stop section, a conical head is welded, grouting is performed 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 the soil is soft, an air gun is used for drilling holes 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 of claim 1, wherein in step S4, the reinforcing mesh is cleaned of rust before use, the reinforcing mesh is laid with the undulation of the sprayed face, the sprayed concrete protective layer of the reinforcing mesh is no less than 2cm thick, the steel frame is made of I20b I-steel on a 1:1 production sample table of a steel bar processing plant, the steel frame is made by cold bending and segmentation, the sprayed concrete is constructed by wet spraying, the thickness of the sprayed concrete is designed in two passes, the thickness of the primary spray is no less than 4cm, and the composite mesh is sprayed to the designed thickness of 26cm after the reinforcing mesh and the steel frame are installed.
6. The soft rock tunnel face collapse treatment method of claim 1, wherein in S5, the inverted arch lining steel bar main bars are C22 screw bars, the spacing is 20cm, the layer distance is 47.8cm, the longitudinal connecting bars are A12 screw bars, the spacing is 30cm, and the hooping bars are phi 8 round steel and arranged in a quincunx shape.
7. The soft rock tunnel face collapse treatment method of 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 generally kept within the range of 0.8-2 m, the spraying head is perpendicular 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 until the designed thickness is 26cm, the spraying concrete is solidified after 2 hours, and the watering maintenance period is not less than 14 days.
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 diameter of each grouting hole is 46mm, the depth of each grouting hole is 3m, the circumferential distance is 1.5m, the longitudinal distance is 1.5m, the grouting holes are arranged in a quincunx shape, an orifice pipe is a hot-rolled seamless steel pipe with the wall thickness of 5mm, the length of the pipe is 0.5m, a grouting measure is taken at a pipe orifice, grouting materials are made of pure water slurry, the water cement ratio of the cement slurry is 0.8: 1-1: 1, cement is PO42.5 common portland cement, and the grouting net pressure is 1.0 MPa.
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| CN202011078762.5A CN112282793B (en) | 2020-10-10 | 2020-10-10 | Soft rock tunnel face collapse treatment method |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
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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 |
| CN114483056A (en) * | 2022-03-31 | 2022-05-13 | 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 tunnel within 15m of height of collapsed cavity |
| CN115370376A (en) * | 2022-08-09 | 2022-11-22 | 中铁十六局集团路桥工程有限公司 | Collapse treatment construction method suitable for large-span expanded tunnel |
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| Publication number | Priority date | Publication date | Assignee | Title |
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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 |
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| 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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| CN112282793B (en) | 2022-12-30 |
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