CN115370376B - Construction method suitable for collapse treatment of large-span expansion tunnel - Google Patents
Construction method suitable for collapse treatment of large-span expansion tunnel Download PDFInfo
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- CN115370376B CN115370376B CN202210952153.0A CN202210952153A CN115370376B CN 115370376 B CN115370376 B CN 115370376B CN 202210952153 A CN202210952153 A CN 202210952153A CN 115370376 B CN115370376 B CN 115370376B
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- 238000010276 construction Methods 0.000 title claims abstract description 34
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 86
- 239000010959 steel Substances 0.000 claims abstract description 86
- 239000004567 concrete Substances 0.000 claims abstract description 21
- 239000004568 cement Substances 0.000 claims abstract description 16
- 238000000034 method Methods 0.000 claims abstract description 11
- 238000005553 drilling Methods 0.000 claims abstract description 10
- 239000011381 foam concrete Substances 0.000 claims abstract description 7
- 239000011435 rock Substances 0.000 claims description 18
- 239000002002 slurry Substances 0.000 claims description 14
- 239000011440 grout Substances 0.000 claims description 9
- 239000000463 material Substances 0.000 claims description 7
- 239000004576 sand Substances 0.000 claims description 4
- 238000005507 spraying Methods 0.000 claims description 4
- 235000019353 potassium silicate Nutrition 0.000 claims description 2
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 2
- 238000005086 pumping Methods 0.000 abstract description 12
- 230000001012 protector Effects 0.000 abstract description 6
- 238000007789 sealing Methods 0.000 abstract description 3
- 238000010009 beating Methods 0.000 abstract 1
- 230000008093 supporting effect Effects 0.000 description 12
- 230000002787 reinforcement Effects 0.000 description 7
- 230000002093 peripheral effect Effects 0.000 description 5
- 238000009412 basement excavation Methods 0.000 description 3
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 230000006641 stabilisation Effects 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
- 230000000087 stabilizing effect Effects 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
Classifications
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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
- E21D9/01—Methods or apparatus for enlarging or restoring the cross-section of tunnels, e.g. by restoring the floor to its original level
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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
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
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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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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention provides a construction method suitable for collapse treatment of a large-span expansion tunnel, which comprises the following steps: s1, stacking, plugging and sealing the collapsed foot parts, and grouting collapsed deep holes; s2, drilling forward by using an advanced drilling machine at the face, and determining a collapse range; s3, adding a first steel arch protector on the inner side of a first primary support of the collapse influence section, and injecting cement into the collapse influence section; s4, a leading pipe shed and a leading small guide pipe are arranged on the top of the collapsed body in a beating mode, and grouting is conducted; s5, excavating a collapsed body and arranging a second primary support; s6, adding a second steel arch protector on the inner side of the second primary support, and radially grouting the top of the collapsed body; s7, pumping concrete to backfill the collapsed cavity tightly when the height of the collapsed cavity is less than 3 meters, pumping concrete to backfill a backfill layer with the thickness of 1.5-2.0 meters when the height of the collapsed cavity is more than 3 meters, and pumping foam concrete until the collapsed cavity is completely filled; s9, detaching and replacing the first primary support which collapses to influence the section deformation; compared with the prior art, the method provided by the invention is simple and easy to operate and has high safety.
Description
Technical Field
The invention relates to the technical field of civil engineering construction, in particular to a collapse treatment construction method suitable for a large-span expansion tunnel.
Background
When an old tunnel is expanded, the old tunnel is limited in the technical level of construction time at the moment, a large amount of overexcavation is easy to exist, backfill layers backfilled by block materials such as broken stone, soil blocks and the like are not compact, meanwhile, cavity wall excavation and tunnel operation are carried out for many years, during the period, rocks around the old tunnel are continuously loosened, the range of a rock loosening ring is continuously expanded, the rocks and the uncompacted backfill layers form a larger range of loose stratum outside an old tunnel chamber together, the loose stratum can be disturbed for many times during the construction of the expansion of the tunnel, the stress condition of a supporting structure can be changed by shaking the loose stratum, the surrounding rock instability and the supporting structure are damaged, collapse accidents are caused, and the cavity formed by collapse is unstable, so that the collapse sections are not only endangered, but also the existing structures of the excavated sections and the existing structures of the rear unexploited sections are seriously hindered;
At present, the tunnel collapse treatment method generally comprises the following steps: for small-range collapse, when a firm supporting structure is arranged in the collapse range, gradually removing collapsed bodies from one end or two ends of the collapse, and backfilling the cavity; for large-range collapse, the collapse body is required to be supported and protected, the earth surface around the collapse hole is sealed before the collapse body is processed, then the lining is reinforced at the front end of the collapse body, small guide pipes are arranged in the collapse body for grouting, the collapse body is reinforced, then the collapse body is excavated, corresponding supporting structures are arranged, and the collapse cavity is backfilled; however, although the front end of the collapse is reinforced and lined, the collapse body is still in an unstable state relative to the rear end and the side ends, once the stress of the collapse body changes in the process of reinforcing the collapse body, the collapse body is easy to collapse again to cause secondary accidents, and the construction progress is influenced.
Disclosure of Invention
Aiming at the defects of the prior art, the invention aims to provide a safe and efficient construction method which is simple and easy to operate and is suitable for large-span expansion tunnel collapse treatment.
The present invention achieves the above object by:
The invention discloses a construction method suitable for collapse treatment of a large-span expansion tunnel, which comprises the following steps:
S1, after collapse is initially stabilized, stacking and plugging foot parts of a collapse body by adopting a sand bag, spraying concrete to the collapse body to form a grout stopping wall, and then injecting grout to the collapse body by utilizing a deep hole grouting pipe at an excavated part at the side of the collapse section, an original tunnel of a tunnel face and an excavated part at the front side of the collapse section;
s2, after the collapse body is stable, performing advanced drilling on the front part of the tunnel face, the vault and the arch waist by adopting an advanced drilling machine so as to determine the collapse range;
S3, a first steel arch guard is additionally arranged on the inner side of a first primary support of a collapse influence section, cement slurry is injected into surrounding rock of the collapse influence section by utilizing a radial grouting pipe, and the collapse influence section is a section area 10-20 meters outside the collapse body;
S4, at the tunnel face, an advance pipe shed is arranged on the top of the collapsed body and grouting is carried out, and then a plurality of advance small pipes are arranged on the top of the collapsed body and grouting is carried out in the advance small pipes;
s5, excavating the collapsed body, and immediately constructing a second primary support after excavating;
s6, a second steel arch guard is additionally arranged on the inner side of the second primary support, and cement slurry is injected into the top of the excavated part of the collapsed body by utilizing the radial grouting pipe;
S7, backfilling the collapse cavity, namely, when the height of the collapse cavity is smaller than 3 meters, pumping concrete through a backfill steel pipe to backfill the collapse cavity tightly, when the height of the collapse cavity is larger than 3 meters, pumping concrete through the backfill steel pipe to backfill the collapse cavity until the thickness of a concrete backfill layer reaches 1.5-2.0 meters, and then pumping foam concrete through the backfill steel pipe to backfill the collapse cavity tightly;
s8, detaching and replacing the first primary support with limited deformation in the collapse influence section.
Further, in the step S3, the steel frame type adopted by the first steel arch protector is greater than the steel frame type adopted by the first primary support, the steel frame spacing of the first steel arch protector is greater than the steel frame spacing of the first primary support, and the first steel arch protector further adopts angle steel or channel steel to strengthen the longitudinal connection between the steel frames.
Further, in the step S6, the second steel arch is made of steel section frames, and the steel section frames are longitudinally connected by adopting channel steel.
Further, in the step S4, the grouting material injected into the advance pipe shed is cement slurry, and the grouting material injected into the advance small pipe is cement water glass double-slurry.
Further, in the step S8, the replacing process includes replacing the left side and the right side of the collapse influencing section respectively, wherein the length of each replacing is not greater than the distance between two steel frames, and after the replacing is completed, the steel frame supports are timely arranged and the support structure is closed.
The invention has the beneficial effects that:
The invention provides a construction method suitable for collapse treatment of a large-span expansion tunnel, which is characterized in that the foot of a collapse body is subjected to stacking and blocking sealing by implementing the steps S1-S3, concrete is sprayed to the collapse body to form a grout stopping wall, so that the collapse body is blocked and sealed, collapse of the collapse body in the strengthening process can be prevented, the construction safety is provided, and the deep hole grouting pipe is arranged on the collapse body and grouting is performed from the front, back and side parts of the collapse body, namely the excavated part of the front side of the collapse section, the original tunnel of the palm face of the back side of the collapse section and the excavated part of the side of the collapse section, so that the construction speed is improved, the collapse range is further prevented from being enlarged, secondary accidents are avoided, and the safety and the construction speed are improved; then, through implementing the step S4-S6, the collapsed body is excavated and removed, the top of the collapsed body is reinforced, and meanwhile, through additionally arranging the second steel arch protector, the bearing capacity and the stability of the second primary support at the collapsed section are enhanced, and the second primary support is prevented from being deformed; then, implementing the step S7, by adopting a corresponding backfilling mode according to the height of the collapse cavity, not only can the backfilling be compact, but also the dead weight of the backfilling layer can be reduced, thereby reducing the load born by the second primary support; finally, implementing the step S8, namely detaching and replacing the first primary support which is affected by collapse and is subjected to limited deformation in the collapse affecting section, so as to prevent collapse accidents from happening again; compared with the prior art, the collapse construction treatment method provided by the invention can ensure the safety of the construction process, and simultaneously improves the construction speed, and is simple and easy to operate.
Drawings
The invention is further illustrated by the following examples in conjunction with the accompanying drawings:
FIG. 1 is a schematic view of a tunnel in longitudinal section prior to construction for handling collapse;
FIG. 2 is a schematic cross-sectional view of a tunnel face prior to construction for handling collapse;
FIG. 3 is a schematic vertical section of the tunnel after step S1;
FIG. 4 is a schematic cross-sectional view of the tunnel face after step S1;
FIG. 5 is a schematic vertical section of the tunnel after steps S2 and S3 are performed;
FIG. 6 is a schematic longitudinal section of the tunnel after performing steps S4-S6;
FIG. 7 is an enlarged schematic view of FIG. 6A;
FIG. 8 is a schematic cross-sectional view of the excavated front side after performing steps S4-S6;
fig. 9 is a schematic vertical section of the tunnel after step S7 is performed.
In the figure, 1-primary support, 2-collapse influence section, 3-collapse section, 4-collapse body, 5-surrounding rock, 6-face, 7-primary tunnel, 8-concrete backfill layer, 9-foam concrete backfill layer, excavated part at side of 10-collapse section, 11-temporary support, 12-second primary support, 13-second steel arch, 14-grout stop wall, 15-deep hole grouting pipe, 16-radial grouting pipe, 17-first steel arch, 18-collapse cavity, 19-advance small guide pipe, 20-advance pipe shed and 21-backfill steel pipe.
Detailed Description
For the purpose of making the objects, technical solutions and advantages of the present invention more apparent, the present invention will be described in further detail with reference to the following examples and the accompanying drawings, wherein the exemplary embodiments of the present invention and the descriptions thereof are only for the purpose of illustrating the present invention, and are not to be construed as limiting the present invention.
Fig. 1 to 9 show a specific flow of a collapse treatment construction method applicable to a large-span expansion tunnel according to an embodiment of the present invention, where the collapse treatment construction method specifically includes the following steps:
S1, after the collapse is initially stabilized, piling and plugging the foot part of the collapse body 4 by adopting a sand bag, spraying concrete to the collapse body 4 to form a grout stopping wall 14, and then injecting cement grout into the collapse body 4 by utilizing a deep hole grouting pipe 15 at the excavated part 10 at the side of the collapse section 3, the original tunnel 7 of the tunnel face 6 and the excavated part at the front side of the collapse section 3.
As shown in fig. 3 and fig. 4, after the collapse section 3 where collapse occurs in the tunnel to be constructed is stabilized, firstly piling up and plugging the foot part of the collapse body 4 formed by collapse by adopting a sand bag, and simultaneously spraying concrete on the collapse body 4 to form a grout stopping wall 14, thereby enclosing and sealing the collapse body 4 in a designated area so as to stabilize and support the collapse body 4, preventing the collapse body 4 from collapsing again and avoiding influencing the subsequent construction progress; thereafter, by setting deep hole grouting pipes 15 into the collapsed body 4 from the front, rear, and side of the collapsed section 3, that is, at the excavated portion of the front side of the collapsed section 3, the original tunnel 7 of the face 6, and the excavated portion of the side of the collapsed section 3, cement slurry is injected into the collapsed body 4 through the deep hole grouting pipes 15, thereby reinforcing the collapsed body 4 and stabilizing the collapsed body 4.
And S2, after the collapsed body 4 is stabilized, performing advanced drilling on the front part, the vault and the arch waist of the face 6 by adopting an advanced drilling machine so as to determine the collapse range.
After the collapsed body 4 is stabilized, advanced drilling is performed on the front of the face 6, that is, the collapse section 3, and the arch waist at the face 6, by using an advanced drilling machine at the face 6, so as to determine a collapse range, and then, subsequent treatment measures, such as adjustment of grouting process parameters, design of a supporting structure, supporting reinforcement structure, and the like, are adaptively adjusted according to the collapse range obtained by measurement.
S3, a first steel arch guard 17 is additionally arranged on the inner side of the first primary support 1 of the collapse influence section 2, cement slurry is injected into surrounding rocks of the collapse influence section 2 by utilizing a radial grouting pipe 16, and the collapse influence section 2 is a region 10-20 m outside the collapse body 4.
In order to prevent a safety accident from occurring during the process of excavating the collapsed body 4, before the collapsed body 4 is excavated and cleaned, a region around the collapse section 3, that is, a collapse affected section, which is a region 10-20 meters outside the collapsed body, needs to be reinforced and stabilized.
As shown in fig. 5, in this embodiment, the collapse influencing section 2 includes an excavated portion located at the front side of the collapse influencing section 3, and an original tunnel portion and an excavated portion located at the rear side of the collapse influencing section 3, both the collapse influencing section 2 is internally provided with a first primary support 1, the first primary support 1 is an original support erected before collapse substantially, after collapse, the first primary support 1 is easily affected by collapse to undergo intrusion deformation in consideration of collapse, resulting in reduced supporting capacity, increasing the risk of collapse of the collapse influencing section 2, therefore, it is necessary to add a first steel retaining arch 17 at the inner side of the first primary support 1, support the surrounding rock 5 at the position of the first primary support 1 and the collapse influencing section 2 with the first steel retaining arch 17, simultaneously prevent the first primary support 1 from further deforming, and then inject a cement paste into the surrounding rock 5 around the peripheral section 2 by grouting the peripheral section 2 with a plurality of radial impact grouting pipes 16, and further fill the peripheral grouting 5 around the peripheral section 2 with the peripheral rock 5.
Further, in the step S3, the steel frame type of the first steel arch 17 is greater than the steel frame type of the first primary support 1, the steel frame spacing of the first steel arch 17 is greater than the steel frame spacing of the first primary support 1, and the first steel arch 17 further adopts angle steel or channel steel to strengthen the longitudinal connection between the steel frames.
The first steel arch 17 is made of a steel frame which is one number larger than the steel frame of the first primary support 1 in size, and can bear the weight of the surrounding rock of the collapse influence section 2 and the weight of the first primary support 1, so that the supporting effect of the first primary support 1 is enhanced, the first primary support 1 is prevented from being deformed further, and the stability of the collapse influence section 2 is ensured.
And (3) performing reinforcement lining treatment on the collapse section 3 and reinforcement treatment on the collapse influence section 2 by implementing the steps S1-S3, so that the collapse range is prevented from being further enlarged, and the safety of subsequent construction is ensured.
S4, at the position of the tunnel face 6, an advance pipe shed 20 is arranged on the top of the collapsed body 4 and grouting is carried out, and then a plurality of advance small guide pipes 19 are arranged on the top of the collapsed body 4 and grouting is carried out in the advance small guide pipes 19.
After finishing the reinforcement stabilization treatment of the collapsed body 4 and the collapse influencing section 2, as shown in fig. 6, 7 and 8, the top of the collapsed body 4 is provided with the advance pipe shed 20 and cement slurry is injected into the advance pipe shed 20 at the tunnel face 6 according to the outline of the primary support structure designed by the tunnel construction drawing, then a plurality of advance small pipes 19 are provided at the top of the collapsed body 4, and cement-water glass double slurry is injected into the advance small pipes 19, so that the top of the collapsed body 4 is complemented and self-stabilized into an arch to support the weight of surrounding rock materials at the collapse section 3, and meanwhile, the surrounding rock materials are blocked from the cave.
S5, excavating the collapsed body 4, and immediately setting a second primary support 12 after excavating.
As shown in fig. 6, 7 and 8, the collapsed body 4 in the collapse section 3 is excavated and removed, and the second primary support 12 is arranged immediately after the excavation, so as to provide sufficient supporting force for surrounding rocks at the periphery of the collapse section 3, specifically, the second primary support 12 is arranged while the excavation is carried out, and the second primary support 12 is arranged immediately every time the collapsed body 4 with a corresponding distance is excavated.
S6, a second steel arch guard 13 is additionally arranged in the second primary support 12, and cement slurry is injected into the top of the excavated part of the collapsed body 4 by utilizing the radial grouting pipe 16.
As shown in fig. 6, 7 and 8, the second steel arch 13 is added in the second primary support 12, and the second steel arch 13 is used for supporting the surrounding rock at the collapse section 3 and the second primary support 12, so that the supporting capacity of the second primary support 12 is enhanced, and the second primary support 12 is prevented from deforming; then, in the collapse section 3, a plurality of radial grouting pipes 16 are arranged at the top of the collapse body 4 along the second primary support 12 and the second steel arch guard 13, and grouting reinforcement is carried out on surrounding rocks of the collapse section 2 by utilizing the radial grouting pipes 16.
Further, the second steel arch guard 13 is made of steel section frames, and the steel section frames are longitudinally connected by adopting channel steel.
S7, backfilling the collapse cavity 18, wherein when the height of the collapse cavity is smaller than 3 meters, the collapse cavity 18 is backfilled tightly by pumping concrete through a backfill steel pipe 21, when the height of the collapse cavity 18 is larger than 3 meters, the collapse cavity 18 is backfilled by pumping concrete through the backfill steel pipe 21 until the thickness of the concrete backfill layer 8 reaches 1.5-2.0 meters, and then the collapse cavity 18 is backfilled tightly by pumping foam concrete through the backfill steel pipe 21.
After finishing the reinforcement operation of surrounding rock at the collapse section 3 and determining that the reinforcement effect reaches the standard, filling slurry into the backfill steel pipes 21 by setting a plurality of backfill steel pipes 21 into the second primary support 12 at the collapse section 3, and backfilling the collapse cavity 18 formed by collapse, specifically, when the height of the collapse cavity 18 is less than 3 meters, pumping concrete through the backfill steel pipes 21 to backfill the collapse cavity 18 tightly; when the height of the collapse cavity 18 is greater than 3 meters, if the collapse cavity 18 is backfilled tightly by using concrete only, the self weight of the backfill layer is relatively large, and the self weight is very easy to exceed the supporting capacity of the second primary support 12 and the second steel arch guard 13, therefore, the invention improves the self weight, as shown in fig. 9, the collapse cavity 18 is backfilled by pumping concrete by using a backfill steel pipe 21 to obtain a concrete backfill layer 8 with the thickness of about 1.5-2.0 meters, and then the rest of the collapse cavity 18 is backfilled tightly by pumping foam concrete by using another backfill steel pipe 21 to obtain a foam concrete backfill layer 9; by reducing the weight of the backfill layer, the load borne by the second primary support 12 and the second steel arch 13 is reduced.
S8, carrying out detachment and replacement treatment on the first primary support 1 with limited deformation in the collapse influence section 2.
After the treatment construction of the collapse section 3 is completed, the first primary support 1 deformed by collapse influence intrusion in the collapse influence section 2 is subjected to detachment and replacement treatment, wherein the specific method of the detachment and replacement treatment is that detachment and replacement are respectively carried out along the left side and the right side of the collapse influence section 2, the detachment and replacement length is not more than the distance between two steel frames each time, and after the detachment and replacement are completed, the steel frame supports are required to be set in time, and the support structure is sealed.
Further, after the second primary support 12, the second steel arch 13, and the first steel arch 17 are installed, a temporary support 11 is required to be added between the original tunnel 7 and the first primary support 1, and between the original tunnel 7 and the second primary support 12.
It is to be understood that the above examples only represent preferred embodiments of the present invention, which are described in more detail and are not to be construed as limiting the scope of the invention; it should be noted that, for a person skilled in the art, the above technical features can be freely combined, and several variations and modifications can be made without departing from the scope of the invention; therefore, all changes and modifications that come within the meaning and range of equivalency of the claims are to be embraced within their scope.
Claims (5)
1. The construction method suitable for the collapse treatment of the large-span expansion tunnel is characterized by comprising the following steps of: s1, after collapse is initially stabilized, stacking and plugging feet of a collapse body (4) by adopting a sand bag, spraying concrete to the collapse body (4) to form a grout stopping wall (14), and then injecting cement grout into the collapse body (4) by utilizing a deep hole grouting pipe (15) at an excavated part (10) at the side of a collapse section (3), an original tunnel (7) of a tunnel face (6) and an excavated part at the front side of the collapse section (3); s2, after the collapse body (4) is stable, performing advanced drilling on the front part, the vault and the arch waist of the tunnel face (6) by adopting an advanced drilling machine so as to determine the collapse range; s3, a first steel arch guard (17) is additionally arranged on the inner side of a first primary support (1) of the collapse influence section (2), cement slurry is injected into surrounding rocks of the collapse influence section (2) by utilizing a radial grouting pipe (16), and the collapse influence section (2) is a region 10-20 m away from the collapse body (4); s4, at the position of the tunnel face (6), a leading pipe shed (20) is arranged on the top of the collapsed body (4) and grouting is carried out, and then a plurality of leading small guide pipes (19) are arranged on the top of the collapsed body (4) and grouting is carried out in the leading small guide pipes (19); s5, excavating the collapsed body (4), and immediately constructing a second primary support (12) after excavating; s6, a second steel arch guard (13) is additionally arranged on the inner side of the second primary support (12), and cement slurry is injected into the top of the excavated part of the collapsed body (4) by utilizing the radial grouting pipe (16); s7, backfilling the collapse cavity (18), wherein when the height of the collapse cavity (18) is smaller than 3 meters, concrete is pumped through a backfill steel pipe (21) to backfill the collapse cavity (18), when the height of the collapse cavity (18) is larger than 3 meters, the backfill steel pipe (21) is pumped with concrete to backfill the collapse cavity (18) until the thickness of a concrete backfill layer (8) reaches 1.5-2.0 meters, and then foam concrete is pumped through the backfill steel pipe (21) to backfill the collapse cavity (18) tightly; s8, carrying out detachment and replacement treatment on the first primary support (1) with limited inward deformation in the collapse influence section (2).
2. The construction method for collapse treatment of a large-span expansion tunnel according to claim 1, wherein the construction method comprises the following steps: in the step S3, the steel frame type adopted by the first steel arch (17) is greater than the steel frame type adopted by the first primary support (1), the steel frame spacing of the first steel arch (17) is greater than the steel frame spacing of the first primary support (1), and the first steel arch (17) also adopts angle steel or channel steel to strengthen the longitudinal connection between the steel frames.
3. The construction method for collapse treatment of a large-span expansion tunnel according to claim 1, wherein the construction method comprises the following steps: in the step S6, the second steel arch guard (13) is made of steel section frames, and the steel section frames are longitudinally connected by adopting channel steel.
4. The construction method for collapse treatment of a large-span expansion tunnel according to claim 1, wherein the construction method comprises the following steps: in the step S4, the grouting material injected into the advance pipe shed (20) is cement slurry, and the grouting material injected into the advance small pipe (19) is cement water glass dual-slurry.
5. The construction method for collapse treatment of a large-span expansion tunnel according to claim 1, wherein the construction method comprises the following steps: in the step S8, the replacing process includes replacing along the left side and the right side of the collapse affecting section (2), wherein the length of each replacing is not greater than the distance between two steel frames, and after the replacing is completed, the steel frame supports are timely arranged and the support structure is closed.
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| CN202210952153.0A CN115370376B (en) | 2022-08-09 | 2022-08-09 | Construction method suitable for collapse treatment of large-span expansion tunnel |
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| CN202210952153.0A CN115370376B (en) | 2022-08-09 | 2022-08-09 | Construction method suitable for collapse treatment of large-span expansion tunnel |
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| CN115370376B true CN115370376B (en) | 2024-04-19 |
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| CN116446887B (en) * | 2023-06-20 | 2023-09-01 | 湖南省交通规划勘察设计院有限公司 | Tunnel construction method for existing partial collapse position of primary support section |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112282793A (en) * | 2020-10-10 | 2021-01-29 | 刘前林 | Soft rock tunnel face collapse treatment method |
| CN113153308A (en) * | 2021-03-09 | 2021-07-23 | 中铁八局集团有限公司 | Construction method for double arch tunnel collapse section |
| AU2021105800A4 (en) * | 2021-08-18 | 2021-10-21 | China Railway 18Th Bureau Group Co., Ltd. | Treatment method for side roof collapse of water-bearing broken soft rock tunnel |
| CN113803089A (en) * | 2021-09-16 | 2021-12-17 | 中交一公局集团有限公司 | Artificial surrounding rock construction process for treating collapsed cavity of tunnel |
| 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 |
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2022
- 2022-08-09 CN CN202210952153.0A patent/CN115370376B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112282793A (en) * | 2020-10-10 | 2021-01-29 | 刘前林 | Soft rock tunnel face collapse treatment method |
| CN113153308A (en) * | 2021-03-09 | 2021-07-23 | 中铁八局集团有限公司 | Construction method for double arch tunnel collapse section |
| AU2021105800A4 (en) * | 2021-08-18 | 2021-10-21 | China Railway 18Th Bureau Group Co., Ltd. | Treatment method for side roof collapse of water-bearing broken soft rock tunnel |
| CN113803089A (en) * | 2021-09-16 | 2021-12-17 | 中交一公局集团有限公司 | Artificial surrounding rock construction process for treating collapsed cavity of tunnel |
| 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 |
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