CN117780392A - Airbag grouting treatment method for collapse of underground tunneling hole - Google Patents
Airbag grouting treatment method for collapse of underground tunneling hole Download PDFInfo
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- CN117780392A CN117780392A CN202410206594.5A CN202410206594A CN117780392A CN 117780392 A CN117780392 A CN 117780392A CN 202410206594 A CN202410206594 A CN 202410206594A CN 117780392 A CN117780392 A CN 117780392A
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- 238000000034 method Methods 0.000 title claims abstract description 52
- 230000005641 tunneling Effects 0.000 title description 4
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 56
- 239000010959 steel Substances 0.000 claims abstract description 56
- 238000005507 spraying Methods 0.000 claims abstract description 40
- 238000010276 construction Methods 0.000 claims abstract description 36
- 239000004567 concrete Substances 0.000 claims abstract description 33
- 238000005553 drilling Methods 0.000 claims abstract description 16
- 239000011435 rock Substances 0.000 claims abstract description 14
- 230000008569 process Effects 0.000 claims abstract description 12
- 239000004576 sand Substances 0.000 claims abstract description 11
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims abstract description 5
- 239000004568 cement Substances 0.000 claims description 12
- 239000002689 soil Substances 0.000 claims description 12
- 239000011381 foam concrete Substances 0.000 claims description 11
- 239000002002 slurry Substances 0.000 claims description 11
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 9
- 238000009412 basement excavation Methods 0.000 claims description 6
- 238000007789 sealing Methods 0.000 claims description 4
- 241001640558 Cotoneaster horizontalis Species 0.000 claims description 3
- 238000005266 casting Methods 0.000 claims description 3
- 239000004088 foaming agent Substances 0.000 claims description 3
- 239000004570 mortar (masonry) Substances 0.000 claims description 3
- 238000005086 pumping Methods 0.000 claims description 3
- 238000004080 punching Methods 0.000 claims description 3
- 230000003014 reinforcing effect Effects 0.000 claims description 3
- 239000007921 spray Substances 0.000 claims description 3
- 238000009740 moulding (composite fabrication) Methods 0.000 claims description 2
- 230000000903 blocking effect Effects 0.000 claims 2
- 238000005516 engineering process Methods 0.000 abstract description 3
- 230000008439 repair process Effects 0.000 abstract description 3
- 238000010586 diagram Methods 0.000 description 4
- 230000007547 defect Effects 0.000 description 3
- 238000001125 extrusion Methods 0.000 description 2
- 239000000945 filler Substances 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 239000002245 particle Substances 0.000 description 2
- 230000002035 prolonged effect Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
- 238000005056 compaction Methods 0.000 description 1
- 230000002708 enhancing effect Effects 0.000 description 1
- 238000005187 foaming Methods 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
- Y02A10/23—Dune restoration or creation; Cliff stabilisation
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Abstract
The utility model discloses an air bag grouting treatment method for collapse of a subsurface tunnel, which comprises the following steps: the sand bags are piled on the surface of the collapse body, and the back pressure is carried out on the face; adopting a steel arch frame to initially support surrounding rocks exposed in a collapsed part of the tunnel; drilling the collapse cavity, placing the air bag in the collapse cavity, and inflating; constructing a pipe shed at the lower part of the collapse cavity to finish advanced support; the collapse body is excavated step by step in a segmented mode, and a plurality of steel arches are erected below the pipe shed; installing a reinforcing steel bar net on the steel arch frame, and spraying net-hanging concrete; a transverse supporting frame is additionally arranged at the bottom of each steel arch frame, an integral frame is formed by the transverse supporting frames and the primary support, and concrete is poured; performing layered grouting on the inner part of the collapse cavity and the outer part of the air bag; the air bag is continuously deflated and grouting is continuously carried out in the air bag. The method effectively solves the problems of long construction period and easy secondary collapse in the construction process of the traditional tunnel collapse repair technology, and simplifies the construction process.
Description
Technical Field
The utility model relates to the technical field of geotechnical engineering tunnel construction, in particular to an air bag grouting treatment method for collapse of a subsurface tunnel.
Background
Along with the construction of road tunnels, river-crossing water diversion projects and hydroelectric projects under complex geological conditions in China, tunnel projects develop rapidly and play an important role in the fields of urban traffic, water conservancy, energy sources and the like, so that the safety of tunnels and corresponding control measures are very important. The tunnel collapse refers to the collapse of surrounding rock or tunnel face of the tunnel caused by uncontrollable and sudden stress release in the construction, is one of common disaster accidents in the tunnel construction, often causes delay of construction period and equipment damage, increases construction cost, and even causes casualties when serious. Therefore, the establishment of a set of efficient and convenient collapse section control technology has important significance for ensuring stable and orderly construction of tunnels.
Currently, the tunnel collapse treatment method mainly comprises a cavity filling method and a bypass hole method.
Wherein cavity filling mainly comprises three modes: first kind: excavating collapse bodies, supporting the collapse sections by using steel arches, and backfilling the top cavities, as shown in the tunnel collapse treatment method of the utility model with the publication number of CN112814736B, wherein the method is only suitable for the conditions of small collapse amount and stable vault; second kind: the grouting method of the long pipe shed is shown as a method for safely constructing a sudden large collapse body in a long pipe shed in a tunnel, which is disclosed in the patent application with the publication number of CN116084962A, but the method has very high requirements on the operable space of the tunnel; third kind: a method for grouting from the ground surface to the down hole is provided, but the method has the defects of difficult construction, high manufacturing cost and the like for a deeply buried tunnel. The cavity filling method can excavate collapse sections only after cavities are filled, so that normal excavation of follow-up surrounding rocks is seriously influenced, and when the cavities are filled, secondary collapse of tunnels is easily caused due to the influence of dead weight of fillers or loss of soil particles driven by slurry, so that great potential safety hazards exist.
The bypass method is to excavate a bypass hole which bypasses the main tunnel collapse section and turns back to the main tunnel, as shown in the patent with publication number of CN203716984U, namely a bypass hole structure for treating tunnel collapse, but the method has the problems of high manufacturing cost, continuous tunnel collapse and the like.
Therefore, aiming at the treatment of tunnel collapse, it is very important to develop a tunnel collapse treatment method which can ensure the stability of the collapse cavity and realize normal tunneling of the tunnel and reduce the construction period.
Disclosure of Invention
The utility model aims to solve the defects of the prior art and provides an air bag grouting treatment method for collapse of a subsurface tunnel.
The utility model adopts the following technical scheme to realize the aim:
an air bag grouting treatment method for collapse of a subsurface tunnel comprises the following steps:
s1, stacking sand bags on the surface of a collapse body, and carrying out back pressure on a supporting face;
s2, in order to prevent secondary collapse of surrounding rocks and soil gushing of a tunnel face, a steel arch frame is adopted to initially support the exposed surrounding rocks of the collapsed part of the tunnel;
s3, drilling holes in the collapse cavity, placing the air bags in the collapse cavity, and inflating to ensure the safety of the collapse cavity;
s4, drilling holes along the outer boundary of the tunnel face, and constructing a pipe shed at the lower part of the collapse cavity to finish advanced support;
s5, excavating the collapse body step by step in a segmented mode, and erecting a plurality of steel arches below the pipe shed;
s6, installing a reinforcing steel bar net on the steel arch frame, and spraying net-hanging concrete;
s7, adding a transverse support frame at the bottom of each steel arch, forming an integral frame with the primary support, and pouring concrete;
s8, carrying out layered grouting on the inside of the collapse cavity and the outside of the air bag;
s9, continuously deflating the air bag and continuously grouting in the air bag.
In the step S1, a sand bag is adopted to seal the face, I-shaped steel is adopted to strengthen the sand bag in order to prevent the pressure of the later air bag from damaging the seal, and C25 concrete is sprayed on the face.
In the step S2, the steel arch is I16, and the side wall arch is erected firstly and then the arch roof is erected during lap joint.
In the step S3, the air bag is made of rubber, and is inflated according to the shape and the size of the collapse cavity, and the inflated pressure value does not exceed the vertical soil pressure theoretical value of the corresponding buried soil body.
In step S4, the construction method of the pipe shed is as follows:
installing a guide pipe, erecting a drilling platform, and installing a drilling machine to drill holes, wherein the drilling range is within 180 degrees of the vault of the outer boundary of the collapse cavity;
the pipe shed is installed, wherein the pipe shed adopts phi 42 steel pipes with holes sleeved by phi 60 steel pipes with holes, the length is 12m, and the horizontal spacing is 300mm;
checking and accepting the quality of the pipe shed, correcting if the quality of the pipe shed does not meet the requirement, and re-punching the pipe shed until the quality is checked and accepted successfully;
sealing bottom grouting, wherein the water-cement ratio of grouting slurry is 1:1, grouting pressure is 0.5-1Mpa.
In the step S5, excavating a footage single cycle to be not more than 50cm; the distance between two adjacent steel arches is 30cm, the connecting ribs are phi 22@200mm, the side wall arches are erected firstly, the side wall arches are erected again, the bottom feet of the side wall arches adopt 22a type channel steel, and the whole body is connected with stress to form a frame structure.
In the step S6, the reinforcing mesh adopts phi 6@250×250mm;
the concrete method for spraying the net-hanging concrete comprises the following steps: spraying from bottom to top, namely spraying the low-lying part flat, and then spraying in a reciprocating manner in a layered manner in sequence; performing primary spraying before integral spraying, wherein the thickness is not smaller than 4 cm; firstly spraying concrete between the steel arches and surrounding rocks, and then spraying concrete between adjacent steel arches; when the steel arch is arranged, the side wall sprays upwards from the basement, the primary spraying thickness is 7-15cm, the primary spraying thickness at the arch roof 62 is 5-10cm, the distance between the spray head and the sprayed surface is kept at 0.8-1.2m, the spraying angle is 90 degrees, and the spraying pressure is controlled at 0.5-0.8Mpa.
In the step S7, the thickness of the poured concrete is 50cm, and the strength grade is C25; and constructing according to the excavation scheme, and constructing the steel arch centering and the concrete by combining arch wall construction, and casting and forming at one time.
Step S8, reserving a plurality of phi 100mm concrete pumping pipes in the collapse cavity before step S3; grouting by adopting a layering method, and grouting next time after the bottom layer slurry is solidified and reaches the design strength; the slurry adopts M7.5 mortar or water cement ratio of 1:1 cement paste or foam concrete; the dry density of the foamed concrete was rated 500kg/m 3 ，1m 3 The foam concrete of (2) comprises: 417kg of common cement, 208.5kg of water and 1.17kg of foaming agent.
And S9, in the process of air release and grouting, the stress states of the pipe shed and the steel arch are closely monitored, so that the pipe shed and the steel arch are ensured not to generate obvious stress changes in the process of air release and grouting.
The beneficial effects of the utility model are as follows: the method effectively solves the problems of long construction period and easy secondary collapse in the construction process of the traditional tunnel collapse repair technology, can realize the construction flow of cleaning collapse bodies firstly and filling cavities afterwards, simplifies the construction process, reduces the construction period, and can effectively enhance the stability of the collapse cavities by the air bag pressure and avoid the secondary collapse of the tunnel.
Drawings
FIG. 1 is a schematic diagram of the construction steps S1-S2 of the present utility model;
FIG. 2 is a schematic diagram of the construction steps S3-S4 of the present utility model;
FIG. 3 is a schematic diagram of the construction steps S5-S6 of the present utility model;
FIG. 4 is a schematic diagram of the construction step S7 of the present utility model;
FIG. 5 is a schematic cross-sectional view of the tunnel of FIG. 4 A-A in accordance with the present utility model.
In the figure: 1-a tunnel; 2-a face; 3-collapse of the cavity; 4-collapse; 5-sand bags; 6-steel arch frames; 7-an air bag; 8-pipe sheds; 9-a reinforcing mesh; 10-concrete; 11-a transverse support;
61-side wall arches; 62-an overhead gantry;
the embodiments of the present utility model will be described in detail below with reference to the accompanying drawings.
Detailed Description
The principles and features of the present utility model are described below with reference to the drawings, the illustrated embodiments are provided for illustration only and are not intended to limit the scope of the present utility model. The utility model is more particularly described by way of example in the following paragraphs with reference to the drawings. The advantages and features of the present utility model will become more apparent from the following description. It should be noted that the drawings are in a very simplified form and are all to a non-precise scale, merely for convenience and clarity in aiding in the description of embodiments of the utility model.
Unless defined otherwise, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this utility model belongs. The terminology used herein in the description of the utility model is for the purpose of describing particular embodiments only and is not intended to be limiting of the utility model. The term "and/or" as used herein includes any and all combinations of one or more of the associated listed items.
The utility model is further illustrated by the following examples in conjunction with the accompanying drawings:
an air bag grouting treatment method for collapse of a subsurface tunnel comprises the following steps:
s1, stacking sand bags 5 on the surface of a collapse body 4, and carrying out back pressure on the face 2, as shown in FIG 1;
the sand bag 5 is adopted to seal the face 2, the I-shaped steel is adopted to strengthen the sand bag 5, and C25 concrete is sprayed on the face 2 in order to prevent the pressure of the air bag 7 in the later stage from damaging the sealing;
s2, in order to prevent secondary collapse of surrounding rocks and cause soil gushing of the tunnel face 2, a steel arch 6 is adopted to initially support the surrounding rocks exposed in the collapsed part of the tunnel 1, as shown in FIG. 1;
the steel arch 6 adopts I-shaped steel I16, and when in lap joint, the side wall arch 61 is firstly erected, and then the arch roof 62 is erected, as shown in figure 5;
s3, drilling the collapse cavity 3, placing the air bag 7 in the collapse cavity 3, and inflating to ensure the safety of the collapse cavity 3, as shown in FIG. 2;
the air bag 7 is made of rubber, and the air bag 7 is inflated according to the shape and the size of the collapse cavity 3, wherein the inflated pressure value does not exceed the vertical soil pressure theoretical value of the corresponding buried soil body;
s4, drilling holes along the outer boundary of the tunnel face 2, and constructing a pipe shed 8 at the lower part of the collapse cavity 3 to finish advanced support, as shown in FIG 2;
the construction method of the pipe shed 8 comprises the following steps:
installing a guide pipe, erecting a drilling platform, and installing a drilling machine to drill holes, wherein the drilling range is within 180 degrees of the vault of the outer boundary of the collapse cavity 3;
installing a pipe shed 8, wherein the pipe shed 8 is formed by sleeving phi 42 steel pipes with holes with phi 60 steel pipes, the length is 12m, and the horizontal spacing is 300mm;
checking and accepting the quality of the pipe shed 8, correcting if the quality is not satisfied, and re-punching the pipe shed until the quality is checked and accepted successfully;
sealing bottom grouting, wherein the water-cement ratio of grouting slurry is 1:1, grouting pressure is 0.5-1Mpa;
s5, excavating the collapse body 4 step by step in a segmented mode, and erecting a plurality of steel arches 6 below the pipe sheds 8, as shown in FIG 3;
excavating a footage single cycle to be not more than 50cm; the distance between two adjacent steel arches 6 is 30cm, the connecting ribs are phi 22@200mm, the side wall arches 61 are erected firstly, and then the arch top frames 62 are erected, as shown in fig. 5, the bottom feet of the side wall arches 61 adopt 22a type channel steel, and the whole body is connected with stress to form a frame structure;
s6, installing a reinforcing steel bar net 9 on the steel arch 6, wherein the reinforcing steel bar net 9 is phi 6@250×250mm, and spraying net-hanging concrete, as shown in FIG. 3;
the concrete method for spraying the net-hanging concrete comprises the following steps: spraying from bottom to top, namely spraying the low-lying part flat, and then spraying in a reciprocating manner in a layered manner in sequence; performing primary spraying before integral spraying, wherein the thickness is not smaller than 4 cm; firstly spraying concrete between the steel arches 6 and surrounding rocks, and then spraying concrete between adjacent steel arches 6; when the steel arch 6 is arranged, the side wall sprays upwards from the basement, the primary spraying thickness is 7-15cm, the primary spraying thickness at the arch support 62 is 5-10cm, the distance between the spray head and the sprayed surface is kept between 0.8 and 1.2m, the spraying angle is 90 degrees, and the spraying pressure is controlled between 0.5 and 0.8Mpa;
s7, adding a transverse supporting frame 11 at the bottom of each steel arch 6, forming an integral frame with the primary support, and pouring concrete 10, as shown in FIG 4;
the thickness of the poured concrete 10 is 50cm, and the strength grade is C25; the construction is carried out according to the excavation scheme, the construction of the steel arch 6 and the concrete 10 is carried out by combining with the construction of the arch wall, and the construction is formed by casting once, so that the early closure of the supporting structure is realized, the problem that the bearing capacity of the foundation is insufficient is solved, the subsidence of the earth surface is reduced, the bulge deformation of the bottom is prevented, the supporting resistance of the bottom and the wall is increased, and the shearing damage caused by inward extrusion is prevented.
S8, carrying out layered grouting on the inner part of the collapse cavity 3 and the outer part of the air bag 7;
a plurality of phi 100mm concrete pumping pipes are reserved in the collapse cavity 3 before the step S3; grouting by adopting a layering method, and grouting next time after the bottom layer slurry is solidified and reaches the design strength; the slurry adopts M7.5 mortar or water cement ratio of 1:1 cement paste or foam concrete; the dry density of the foamed concrete was rated 500kg/m 3 ，1m 3 The foam concrete of (2) comprises: 417kg of common cement, 208.5kg of water and 1.17kg of foaming agent; the foam concrete has the engineering functions of good fluidity, self-compaction, light weight, high strength and impermeability, has small pressure on the supporting structure and high bonding strength with surrounding soil mass, and is diluted by adding water according to the ratio of 1:20 and the foaming multiple is calculated by 30 times;
s9, continuously deflating the air bag 7 and continuously grouting in the air bag 7;
in the process of deflation and grouting, the stress states of the pipe shed 8 and the steel arch 6 are closely monitored, so that the pipe shed 8 and the steel arch 6 are guaranteed not to generate obvious stress changes in the process of deflation and grouting.
The technical scheme adopted by the utility model is mainly that the air bags 7 are used for pre-supporting the collapse cavities 3, and the collapse cavities 3 are filled after the collapse section is excavated, so that the defects of prolonged construction period, unstable collapse cavities 3 and the like caused by the fact that the collapse cavities 3 of the traditional tunnel 1 are filled first and then excavated are overcome, and the collapse repair efficiency of the tunnel 1 is improved.
According to the utility model, the collapse cavity 3 is supported by the air bags 7, and surrounding rocks of the collapse cavity 3 can be extruded, so that personal and mechanical safety accidents caused by local collapse due to unstable collapse arch in the collapse treatment process are avoided, and the overall safety of the tunnel 1 is enhanced; normal tunneling of the collapse body 4 and surrounding rock of the tunnel 1 can be realized, and the construction period is prolonged because the collapse cavity 3 is filled and can be continuously excavated, so that the construction efficiency is improved.
The utility model can adopt foam concrete to fill the collapse cavity 3, and reduces the extrusion of the self weight of the filler to the supporting structure, thereby reducing the internal force of the supporting structure and enhancing the overall stability of the tunnel 1.
In the construction process, the collapse section is excavated, the grouting of the collapse cavity 3 is safer under the protection of the existing collapse section supporting structure, and the secondary collapse of the tunnel 1 formed by taking away soil particles due to the flowing of slurry can be avoided.
The utility model has the advantages of short construction period, high safety coefficient, low construction cost and the like.
While the utility model has been described above with reference to the accompanying drawings, it will be apparent that the utility model is not limited to the above embodiments, but is intended to cover various modifications, either made by the method concepts and technical solutions of the utility model, or applied directly to other applications without modification, within the scope of the utility model.
Claims (10)
1. An air bag grouting treatment method for collapse of a subsurface tunnel is characterized by comprising the following steps:
s1, stacking sand bags (5) on the surface of a collapse body (4) to support and back pressure the tunnel face (2);
s2, in order to prevent secondary collapse of surrounding rocks and cause soil gushing of the tunnel face (2), a steel arch (6) is adopted to perform primary support on the surrounding rocks exposed in the collapsed part of the tunnel (1);
s3, drilling the collapse cavity (3), placing the air bag (7) in the collapse cavity (3), and inflating to ensure the safety of the collapse cavity (3);
s4, drilling holes along the outer boundary of the tunnel face (2), and constructing a pipe shed (8) at the lower part of the collapse cavity (3) to finish advanced support;
s5, excavating the collapse body (4) step by step in a segmented mode, and erecting a plurality of steel arches (6) below the pipe shed (8);
s6, installing a reinforcing steel bar net (9) on the steel arch (6), and spraying net-hanging concrete;
s7, adding a transverse supporting frame (11) at the bottom of each steel arch (6), forming an integral frame with the primary support, and pouring concrete (10);
s8, carrying out layered grouting on the inner part of the collapse cavity (3) and the outer part of the air bag (7);
s9, continuously deflating the air bag (7) and continuously grouting in the air bag (7).
2. The method for grouting the air bag for the collapse of the underground tunnel according to claim 1, wherein in the step S1, a sand bag (5) is used for blocking the tunnel face (2), and in order to prevent the blocking from being damaged by the pressure of the air bag (7) at the later stage, the sand bag (5) is reinforced by adopting I-shaped steel, and C25 concrete is sprayed on the tunnel face (2).
3. The method for grouting as recited in claim 2, wherein in step S2, the steel arch (6) is made of I-steel I16, and the side wall arch (61) and the arch roof (62) are erected during the overlapping.
4. The grouting treatment method for the air bags of the underground tunnel collapse according to claim 3, wherein in the step S3, the air bags (7) are made of rubber, the air bags (7) are inflated according to the shape and the size of the collapse cavity (3), and the inflated pressure value does not exceed the vertical soil pressure theoretical value of the corresponding buried soil body.
5. The method for grouting as defined in claim 4, wherein in step S4, the construction method of the pipe shed (8) is as follows:
installing a guide pipe, erecting a drilling platform, and installing a drilling machine to drill holes, wherein the drilling range is within 180 degrees of the vault of the outer boundary of the collapse cavity (3);
the pipe shed (8) is installed, wherein the pipe shed (8) is formed by sleeving phi 42 steel pipes with holes with phi 60 steel pipes, the length is 12m, and the horizontal spacing is 300mm;
checking and accepting the quality of the pipe shed (8), correcting if the quality is not satisfied, and re-punching the pipe shed until the quality is checked and accepted successfully;
sealing bottom grouting, wherein the water-cement ratio of grouting slurry is 1:1, grouting pressure is 0.5-1Mpa.
6. The method for air bag grouting treatment for collapse of a tunnel under excavation according to claim 5, wherein in step S5, the single cycle of excavation footage is not more than 50cm; the distance between two adjacent steel arches (6) is 30cm, the connecting ribs are phi 22@200mm, the side wall arches (61) are erected firstly, the arch top frames (62) are erected again, the footings of the side wall arches (61) adopt 22a type channel steel, and the whole body is connected with the stress to form a frame structure.
7. The method for grouting treatment of air bag for collapse of underground tunnel according to claim 6, wherein in step S6, the reinforcing mesh (9) is Φ6@250×250mm;
the concrete method for spraying the net-hanging concrete comprises the following steps: spraying from bottom to top, namely spraying the low-lying part flat, and then spraying in a reciprocating manner in a layered manner in sequence; performing primary spraying before integral spraying, wherein the thickness is not smaller than 4 cm; firstly spraying concrete between the steel arches (6) and surrounding rocks, and then spraying concrete between adjacent steel arches (6); when the steel arch (6) is arranged, the side wall sprays upwards from the basement, the primary spraying thickness is 7-15cm, the primary spraying thickness at the arch support (62) is 5-10cm, the distance between the spray head and the sprayed surface is kept at 0.8-1.2m, the spraying angle is 90 degrees, and the spraying pressure is controlled at 0.5-0.8Mpa.
8. The method for grouting treatment of air bag for collapse of a tunnel according to claim 7, wherein in step S7, the thickness of the poured concrete (10) is 50cm and the strength grade is C25; and constructing according to an excavation scheme, and constructing the steel arch (6) and the concrete (10) by combining arch wall construction, and casting and forming at one time.
9. The method for grouting an air bag for collapse of a subsurface tunnel according to claim 8, wherein step S8 is to reserve a plurality of Φ100mm concrete pumping pipes in the collapse cavity (3) before step S3; grouting by adopting a layering method, and grouting next time after the bottom layer slurry is solidified and reaches the design strength; the slurry adopts M7.5 mortar or water cement ratio of 1:1 cement paste or foam concrete; the dry density of the foamed concrete was rated 500kg/m 3 ，1m 3 The foam concrete of (2) comprises: 417kg of common cement, 208.5kg of water and 1.17kg of foaming agent.
10. The air bag grouting treatment method for the collapse of the underground tunnel according to claim 9, wherein in the step S9, the stress states of the pipe shed (8) and the steel arch (6) are closely monitored in the process of deflation and grouting, so that the stress states of the pipe shed and the steel arch are guaranteed not to be changed obviously in the process of deflation and grouting.
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| CN107165652A (en) * | 2017-06-02 | 2017-09-15 | 大唐林州热电有限责任公司 | A kind of tunnel monoblock type collapse after construction method |
| CN110295945A (en) * | 2019-07-31 | 2019-10-01 | 中铁隧道局集团有限公司 | Tunnel weak surrounding rock excavates emergency repair air bag and its application method |
| CN110847935A (en) * | 2019-11-22 | 2020-02-28 | 西南交通大学 | Rapid construction method for tunnel to penetrate through large karst cave cavity |
| CN115434709A (en) * | 2021-06-01 | 2022-12-06 | 上海宝冶集团有限公司 | Construction method of tunnel-crossing bedding section collapse body |
| CN114382509A (en) * | 2021-12-08 | 2022-04-22 | 中国华冶科工集团有限公司 | Section tunnel collapse construction method and support device |
| CN114562289A (en) * | 2022-02-25 | 2022-05-31 | 四川公路桥梁建设集团有限公司 | Rapid treatment method for large-scale cavity collapse of soft broken surrounding rock tunnel vault |
| 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 |
| CN116816389A (en) * | 2023-07-14 | 2023-09-29 | 中国十九冶集团有限公司 | Tunnel water-rich karst collapse cavity treatment method |
| CN117489367A (en) * | 2023-11-20 | 2024-02-02 | 中国电建集团华东勘测设计研究院有限公司 | Tunnel collapse treatment reinforcing structure and method under bad geological conditions of hydropower station |
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