CN115370376A - Collapse treatment construction method suitable for large-span expanded tunnel - Google Patents
Collapse treatment construction method suitable for large-span expanded tunnel Download PDFInfo
- Publication number
- CN115370376A CN115370376A CN202210952153.0A CN202210952153A CN115370376A CN 115370376 A CN115370376 A CN 115370376A CN 202210952153 A CN202210952153 A CN 202210952153A CN 115370376 A CN115370376 A CN 115370376A
- Authority
- CN
- China
- Prior art keywords
- collapse
- collapsed
- steel
- section
- grouting
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 238000010276 construction Methods 0.000 title claims abstract description 31
- 238000011282 treatment Methods 0.000 title claims abstract description 27
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 87
- 239000010959 steel Substances 0.000 claims abstract description 87
- 239000004567 concrete Substances 0.000 claims abstract description 20
- 239000004568 cement Substances 0.000 claims abstract description 14
- 238000005086 pumping Methods 0.000 claims abstract description 12
- 238000005553 drilling Methods 0.000 claims abstract description 10
- 239000011381 foam concrete Substances 0.000 claims abstract description 7
- 230000001012 protector Effects 0.000 claims abstract 3
- 239000011435 rock Substances 0.000 claims description 19
- 239000002002 slurry Substances 0.000 claims description 8
- 239000011440 grout Substances 0.000 claims description 7
- 239000000463 material Substances 0.000 claims description 5
- 230000009545 invasion Effects 0.000 claims description 4
- 239000004576 sand Substances 0.000 claims description 4
- 239000007788 liquid Substances 0.000 claims description 3
- 230000001681 protective effect Effects 0.000 claims 1
- 238000000034 method Methods 0.000 abstract description 9
- 230000003014 reinforcing effect Effects 0.000 description 9
- 238000009412 basement excavation Methods 0.000 description 5
- 230000002787 reinforcement Effects 0.000 description 3
- 230000000903 blocking effect Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 239000000126 substance Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000011418 maintenance treatment Methods 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
- 230000000087 stabilizing effect Effects 0.000 description 1
Images
Classifications
-
- 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
-
- 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
-
- 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
-
- 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
-
- 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
Landscapes
- 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 collapse treatment construction method suitable for a large-span expanded tunnel, which comprises the following steps of: s1, piling and plugging the foot part of a collapsed body, and grouting a deep hole of the collapsed body; s2, drilling forwards at the tunnel face by using an advanced drilling machine, and determining a collapse range; s3, additionally arranging a first steel arch protector on the inner side of a first primary support of the collapse influencing section, and injecting cement into the collapse influencing section; s4, constructing an advanced pipe shed and an advanced small pipe at the top of the collapsed body and grouting; s5, excavating a collapsed body and constructing 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 to be compact when the height of the collapsed cavity is less than 3 meters, firstly pumping the 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 then pumping the foam concrete until the backfill layer is completely filled; s9, replacing the first primary support deformed by the collapse influencing section; 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 expanded tunnel.
Background
When an old tunnel is expanded, the old tunnel is limited in the technical level of the construction time of the existing facility, a large amount of overexcavation easily exists, and backfill layers filled with broken stones, soil blocks and other block materials are not compact, meanwhile, 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 rock loosening rings is continuously expanded, the rocks and the incompact backfill layers jointly form a loose stratum with a large range outside an old tunnel cavern, the loose stratum can be disturbed for many times during tunnel expansion construction, the shaking of the loose stratum can change the stress condition of a supporting structure, so that surrounding rocks are unstable and the supporting structure is damaged, collapse accidents are caused, collapsed bodies and cavities formed by collapse are unstable, damage is not only caused to a collapse section, but also influence the existing structure of the excavated section and the existing structure of a rear un-excavated section, and construction is seriously hindered;
at present, a method for processing tunnel collapse 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 a cavity; for large-scale collapse, before a collapsed body is processed, a cave-sinking opening needs to be supported, the ground surface around the cave is sealed, then, lining is reinforced at the front end of the collapse, small guide pipes are arranged in the collapsed body for grouting, the collapsed body is reinforced, then the collapsed body is excavated, a corresponding supporting structure is arranged, and a collapsed cavity is backfilled; however, although the front end of the collapsed body is reinforced and lined, the collapsed body is still in an unstable state relative to the rear end and the side end, and once the stress of the collapsed body is changed in the process of reinforcing the collapsed body, the collapsed body is easy to collapse again to cause a secondary accident, so that 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 collapse treatment construction method which is simple to construct and easy to operate and is suitable for large-span expanded tunnels.
The present invention achieves the above object by:
the invention relates to a collapse treatment construction method suitable for a large-span expanded tunnel, which comprises the following steps of:
s1, after the collapse is initially stabilized, piling and blocking the foot parts of the collapsed body by using sand bags, spraying concrete to the collapsed body to form a grout stop wall, and then injecting cement grout into the collapsed body by using a deep hole grouting pipe at the excavated part at the side of the collapse section, the original tunnel part of the tunnel face and the excavated part at the front side of the collapse section;
s2, after the collapsed body is stabilized, adopting an advanced drilling machine to perform advanced drilling on the front part, the arch top and the arch waist of the tunnel face so as to determine the collapse range;
s3, additionally arranging a first steel arch on the inner side of a first primary support of the collapse influencing section, and injecting cement slurry into the surrounding rock of the collapse influencing section by using a radial grouting pipe, wherein the collapse influencing section is a region 10-20 meters away from the collapsed body;
s4, arranging a front pipe shed at the top of the collapsed body at the tunnel face and grouting, then arranging a plurality of small advanced pipes at the top of the collapsed body, and grouting the small advanced pipes;
s5, excavating the collapsed body, and immediately constructing a second primary support after excavating;
s6, additionally arranging a second steel arch on the inner side of the second primary support, and injecting cement paste into the top of the excavated part of the collapsed body by using the radial grouting pipe;
s7, backfilling the collapsed cavity, pumping concrete through a backfilling steel pipe to backfill the collapsed cavity to be compact when the height of the collapsed cavity is less than 3 meters, and pumping foam concrete through the backfilling steel pipe to backfill the collapsed cavity until the thickness of a concrete backfill layer reaches 1.5-2.0 meters when the height of the collapsed cavity is greater than 3 meters;
and S8, disassembling and replacing the first primary support subjected to invasion deformation in the collapse influence section.
Further, in the step S3, a steel frame model adopted by the first steel retaining arch is larger than a steel frame model adopted by the first preliminary bracing, and a steel frame interval of the first steel retaining arch is larger than a steel frame interval of the first preliminary bracing, and the first steel retaining arch further adopts angle steel or channel steel to reinforce longitudinal connection between steel frames.
Further, in the step S6, the second steel retaining arch is made of steel-section steel frames, and the steel-section steel frames are longitudinally connected by channel steel.
Further, in the step S4, the grouting material injected into the leading pipe shed is cement slurry, and the grouting material injected into the leading small pipe is cement-water-glass double-liquid slurry.
Further, in the step S8, the dismantling and replacing process includes dismantling and replacing along the left side and the right side of the collapse affected section respectively, the dismantling and replacing length is not more than the distance between two steel frames each time, steel frame support is timely arranged after dismantling and replacing is completed, and a support structure is sealed.
The invention has the beneficial effects that:
the invention provides a collapse treatment construction method suitable for a large-span expanded tunnel, which comprises the steps of S1-S3, wherein the feet of a collapsed body are piled and sealed, concrete is sprayed to the collapsed body to form a grout stop wall, so that the collapsed body is enclosed and sealed, the collapsed body can be prevented from collapsing in the reinforcement process, the construction safety is improved, and the collapsed body is provided with a deep-hole grouting pipe and grouted from the front, the rear and the side parts of the collapsed body, namely the excavated part on the front side of the collapsed section, the original tunnel part on the rear side of the collapsed section and the excavated part on the side of the collapsed section, so that the construction speed is improved, the collapse range is prevented from being further expanded, secondary accidents are avoided, and the safety and the speed of construction treatment are improved; then, performing steps S4-S6, excavating and clearing the collapsed body, reinforcing the top of the collapsed body, and meanwhile, additionally arranging the second steel retaining arch, so that the bearing capacity and stability of the second primary support at the collapse section are enhanced, and the second primary support is prevented from deforming; then, the step S7 is implemented, and by adopting a corresponding backfilling mode according to the height of the collapsed cavity, not only can the backfilling be realized to be compact, but also the self weight of a backfilling layer can be reduced, so that the load borne by the second primary support is reduced; finally, the step S8 is implemented, the first primary support which is affected by the collapse and is subjected to invasion deformation in the collapse affected section is disassembled and replaced, and the collapse accident is prevented 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, simultaneously improves the construction speed, and is simple and easy to operate.
Drawings
The invention is further illustrated with reference to the following figures and examples:
FIG. 1 is a schematic longitudinal section of a tunnel before landslide treatment;
FIG. 2 is a schematic cross-sectional view of the tunnel face before landslide treatment construction;
FIG. 3 is a schematic longitudinal section of the tunnel after step S1 is performed;
FIG. 4 is a schematic cross-sectional view of the tunnel face after step S1 is performed;
FIG. 5 is a schematic longitudinal section of the tunnel after steps S2 and S3 are performed;
FIG. 6 is a schematic longitudinal section of the tunnel after steps S4-S6 are performed;
FIG. 7 is an enlarged view of A in FIG. 6;
FIG. 8 is a schematic cross-sectional view of the excavated portion of the front side of the landslide after steps S4-S6 are performed;
fig. 9 is a schematic vertical cross-sectional view of the tunnel after step S7 is performed.
In the figure, 1-a first primary support, 2-a collapse influence section, 3-a collapse section, 4-a collapse body, 5-surrounding rocks, 6-a tunnel face, 7-an original tunnel, 8-a concrete backfill layer, 9-a foam concrete backfill layer, 10-an excavated part at the side of the collapse section, 11-a temporary support, 12-a second primary support, 13-a second steel retaining arch, 14-a grout stopping wall, 15-a deep hole grouting pipe, 16-a radial grouting pipe, 17-a first steel retaining arch, 18-a collapse cavity, 19-a small advanced pipe, 20-an advanced pipe shed and 21-a backfill steel pipe.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention will be further described in detail with reference to the following examples and accompanying drawings, and the exemplary embodiments and descriptions thereof are only used for explaining 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 suitable for a large-span expanded tunnel in an embodiment of the present invention, where the collapse treatment construction method specifically includes the following steps:
s1, after the collapse is initially stabilized, foot parts of a collapsed body 4 are piled and blocked by sand bags, concrete is sprayed to the collapsed body 4 to form a grout stop wall 14, and then cement paste is injected into the collapsed body 4 through a deep hole grouting pipe 15 at an excavated part 10 on the side of a collapse section 3, an original tunnel 7 on a tunnel face 6 and an excavated part on the front side of the collapsed section 3.
As shown in fig. 3 and 4, after a collapse section 3 in which collapse occurs in a construction tunnel is stabilized, firstly, sand bags are used for piling and blocking the feet of a collapsed body 4 formed by collapse, and meanwhile, concrete is sprayed on the collapsed body 4 to form a grout stop wall 14, so that the collapsed body 4 is enclosed and sealed in a designated area to stabilize and support the collapsed body 4, prevent the collapsed body 4 from collapsing again and avoid influencing the subsequent construction progress; then, a deep-hole grouting pipe 15 is drilled into the collapsed body 4 from the front, rear and side parts of the collapsed section 3, that is, the excavated part on the front side of the collapsed section 3, the original tunnel 7 of the tunnel face 6 and the excavated part on the side of the collapsed section 3, and cement slurry is injected into the collapsed body 4 through the deep-hole grouting pipe 15 to reinforce the collapsed body 4, so that the collapsed body 4 is stabilized.
And S2, after the collapsed body 4 is stabilized, adopting an advanced drilling machine to carry out advanced drilling on the front, the vault and the arch waist of the tunnel face 6 so as to determine the collapse range.
After the collapsed body 4 is stabilized, an advance drilling machine is adopted at the tunnel face 6 to perform advance drilling on the front part of the tunnel face 6, namely the collapsed section 3 and the arch crown and the arch waist at the tunnel face 6 so as to determine the collapse range, and then, according to the measured collapse range, the follow-up treatment measures are adaptively adjusted, such as grouting process parameters, design of a supporting structure, a supporting and reinforcing structure and the like.
And S3, additionally arranging a first steel arch 17 on the inner side of the first primary support 1 of the collapse influencing section 2, and injecting cement paste into the surrounding rock of the collapse influencing section 2 by utilizing a radial grouting pipe 16, wherein the collapse influencing section 2 is a region 10-20 meters away from the collapsed body 4.
In order to prevent a safety accident from occurring during the excavation of the collapsed body 4, before the collapsed body 4 is excavated and cleaned, it is necessary to perform reinforcement and maintenance treatment on a section around the collapsed section 3, which is a collapse-affected section, where the accident is likely to occur due to the influence, and generally, the collapse-affected section is a section area 10 to 20 meters away from the collapsed body.
As shown in fig. 5, in the present embodiment, the collapse affecting section 2 includes an excavated portion located on the front side of the collapse section 3, and an excavated portion and an original tunnel portion located on the rear side of the collapse section 3, the first preliminary bracing 1 is provided in the collapse affecting section 2, and the first preliminary bracing 1 is substantially an original bracing erected before collapse occurs, and in consideration of collapse occurrence, the first preliminary bracing 1 is susceptible to collapse deformation due to collapse influence, so that the supporting capacity is reduced, and the risk of collapse of the collapse affecting section 2 is increased, and therefore, it is necessary to add a first steel arch 17 inside the first preliminary bracing 1, support the first preliminary bracing 1 and the surrounding rock 5 at the collapse affecting section 2 by the first steel arch 17, enhance the bearing capacity of the first preliminary bracing 1, prevent further deformation of the first preliminary bracing 1, and then further enhance the stability of the surrounding rock 5 of the collapse affecting section 2 by injecting the surrounding rock 5 of the radially affecting section 2 with the radially grouting pipes 16, and further enhance the stability of the surrounding rock around the collapse affecting section 2.
Further, in the step S3, a steel frame model adopted by the first steel retaining arch 17 is larger than a steel frame model adopted by the first preliminary bracing 1, a steel frame interval of the first steel retaining arch 17 is larger than a steel frame interval of the first preliminary bracing 1, and the first steel retaining arch 17 further adopts angle steel or channel steel to reinforce longitudinal connection between steel frames.
The first steel retaining arch 17 is made of a steel frame having a size one larger than that of the steel frame of the first preliminary support 1, and can bear not only the weight of the surrounding rock of the collapse affecting section 2 but also the weight of the first preliminary support 1, thereby reinforcing the supporting function of the first preliminary support 1 and preventing the first preliminary support 1 from being further deformed, thereby ensuring the stability of the collapse affecting section 2.
By implementing the steps S1-S3, the reinforcing and lining treatment is carried out on the collapse section 3, and the reinforcing treatment is carried out on the collapse influencing section 2, so that the collapse range is prevented from being further expanded, and the safety of subsequent construction is guaranteed.
And S4, digging a front pipe shed 20 at the top of the collapsed body 4 at the tunnel face 6, grouting, then digging a plurality of front small guide pipes 19 at the top of the collapsed body 4, and grouting into the front small guide pipes 19.
After the reinforcing and stabilizing treatment of the collapsed body 4 and the collapse influencing section 2 is completed, according to the outline of a primary supporting structure designed by a tunnel construction drawing, as shown in fig. 6, 7 and 8, the top of the collapsed body 4 is drilled into the advanced pipe shed 20, cement slurry is injected into the advanced pipe shed 20, then, a plurality of advanced small pipes 19 are drilled into the top of the collapsed body 4, cement-water-glass double-liquid slurry is injected into the advanced small pipes 19, the top of the collapsed body 4 is completed and is self-stabilized to form an arch, so that the weight of surrounding rock substances at the collapsed section 3 is supported, and meanwhile, the substances of the surrounding rock are blocked from a cave collapse position.
And S5, excavating the collapsed body 4, and immediately driving a second primary support 12 after excavation.
As shown in fig. 6, 7 and 8, the collapsed bodies 4 in the collapsed sections 3 are excavated and removed, the second primary supports 12 are immediately arranged after excavation, sufficient supporting force is provided for surrounding rocks at the periphery of the collapsed sections 3, specifically, the second primary supports 12 are arranged while excavation, and each time a section of the collapsed body 4 with a corresponding distance is excavated, the second primary supports 12 are immediately arranged.
And S6, additionally arranging a second steel protecting arch 13 in the second primary support 12, and injecting cement paste into the top of the excavated part of the collapsed body 4 by using the radial grouting pipe 16.
As shown in fig. 6, 7 and 8, the second preliminary bracing 12 is internally provided with the second steel retaining arch 13, and the second preliminary bracing 12 and surrounding rocks at the collapsed section 3 are supported by the second steel retaining arch 13, so that the supporting capability of the second preliminary bracing 12 is enhanced, and the second preliminary bracing 12 is prevented from being deformed; and then, in the collapsed section 3, a plurality of radial grouting pipes 16 are arranged at the top of the collapsed body 4 along the second primary support 12 and the second steel retaining arch 13, and the surrounding rock of the collapsed section 2 is subjected to grouting reinforcement by using the radial grouting pipes 16.
Further, the second steel retaining arches 13 are made of steel frames, and the steel frames are longitudinally connected through channel steel.
S7, backfilling the collapsed cavity 18, pumping concrete through a backfilling steel pipe 21 to backfill and densify the collapsed cavity 18 when the height of the collapsed cavity is less than 3 m, pumping concrete through the backfilling steel pipe 21 to backfill the collapsed cavity 18 when the height of the collapsed cavity 18 is greater than 3 m until the thickness of the concrete backfill layer 8 reaches 1.5-2.0 m, and pumping foam concrete through the backfilling steel pipe 21 to backfill and densify the collapsed cavity 18.
Completing the reinforcing operation of the surrounding rock at the collapsed section 3, after the reinforcing effect is determined to reach the standard, driving a plurality of backfill steel pipes 21 into the second primary support 12 at the collapsed section 3, injecting slurry into the backfill steel pipes 21, and backfilling the collapsed cavity 18 formed by collapse, specifically, when the height of the collapsed cavity 18 is less than 3 meters, pumping concrete through the backfill steel pipes 21 to backfill and compact the collapsed cavity 18; when the height of the collapsed cavity 18 is more than 3 meters, if the collapsed cavity 18 is backfilled compactly by only adopting concrete, the self weight of a backfill layer is larger and is easily beyond the supporting capability of the second primary support 12 and the second steel arch 13, so that the invention improves the method, as shown in fig. 9, a backfill steel pipe 21 is adopted to pump concrete to backfill the collapsed cavity 18 to obtain a concrete backfill layer 8 with the thickness of about 1.5-2.0 meters, and then another backfill steel pipe 21 is adopted to pump foam concrete to backfill the rest part of the collapsed cavity 18 to be compact, so as to obtain a foam concrete backfill layer 9; the load borne by the second preliminary bracing 12 and the second steel retaining arch 13 is reduced by reducing the self-weight of the backfill layer.
S8, carrying out dismantling and replacing treatment on the first primary support 1 subjected to invasion limit deformation in the collapse influencing 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 disassembled and replaced, wherein the disassembling and replacing treatment is specifically performed along the left side and the right side of the collapse influence section 2 respectively, the disassembling and replacing length is not more than the distance between two steel frames each time, and after the disassembling and replacing is completed, the steel frame support needs to be set in time, and the support structure is closed.
Further, after the second preliminary bracing 12, the second steel retaining arch 13, and the first steel retaining arch 17 are installed, it is necessary to add a temporary bracing 11 between the original tunnel 7 and the first preliminary bracing 1, and between the original tunnel 7 and the second preliminary bracing 12.
It should be understood that the above examples only represent the preferred embodiments of the present invention, and the description is specific and detailed, but not construed as limiting the scope of the present invention; it should be noted that, for those skilled in the art, the above technical features can be freely combined, and several changes and modifications can be made without departing from the concept of the present invention, which all belong to the protection scope of the present invention; therefore, all equivalent changes and modifications made within the spirit and scope of the present invention should be covered by the appended claims.
Claims (5)
1. A collapse treatment construction method suitable for a large-span expanded tunnel is characterized by comprising the following steps: s1, after primary stability of collapse is achieved, feet of collapsed bodies (4) are piled and blocked by sand bags, concrete is sprayed to the collapsed bodies (4) to form a grout stop wall (14), and then cement slurry is injected into the collapsed bodies (4) through deep hole grouting pipes (15) at excavated parts (10) on the side of a collapse section (3), original tunnels (7) of a tunnel face (6) and excavated parts on the front side of the collapse section (3); s2, after the collapsed body (4) is stabilized, adopting an advanced drilling machine to carry out advanced drilling on the front, the vault and the arch waist of the tunnel face (6) so as to determine a collapse range; s3, additionally arranging a first steel arch (17) on the inner side of a first primary support (1) of a collapse influencing section (2), and injecting cement paste into the surrounding rock of the collapse influencing section (2) by utilizing a radial grouting pipe (16), wherein the collapse influencing section (2) is a region 10-20 meters away from the collapsed body (4); s4, digging an advanced pipe shed (20) at the top of the collapsed body (4) at the tunnel face (6) and grouting, then digging a plurality of advanced small pipes (19) at the top of the collapsed body (4) and grouting into the advanced small pipes (19); s5, excavating the collapsed body (4), and immediately driving a second primary support (12) after excavating; s6, additionally arranging a second steel arch protector (13) on the inner side of the second primary support (12), and injecting cement paste into the top of the excavated part of the collapsed body (4) by using the radial grouting pipe (16); s7, backfilling the collapsed cavity (18), pumping concrete through a backfilling steel pipe (21) to backfill and densify the collapsed cavity (18) when the height of the collapsed cavity (18) is less than 3 meters, firstly pumping concrete through the backfilling steel pipe (21) to backfill the collapsed cavity (18) when the height of the collapsed cavity (18) is more than 3 meters until the thickness of a concrete backfill layer (8) reaches 1.5-2.0 meters, and pumping foam concrete through the backfilling steel pipe (21) to backfill and densify the collapsed cavity (18); s8, performing dismantling and replacing treatment on the first primary support (1) subjected to invasion limit deformation in the collapse influencing section (2).
2. The collapse treatment construction method suitable for the large-span expanded tunnel according to claim 1, characterized by comprising the following steps of: in the step S3, a steel frame model adopted by the first steel protecting arch (17) is larger than a steel frame model adopted by the first preliminary support (1), a steel frame interval of the first steel protecting arch (17) is larger than a steel frame interval of the first preliminary support (1), and the first steel protecting arch (17) also adopts angle steel or channel steel to reinforce longitudinal connection between steel frames.
3. The collapse treatment construction method suitable for the large-span expanded tunnel according to claim 1, characterized by comprising the following steps: in the step S6, the second steel protective arch (13) is made of steel section steel frames, and the steel section steel frames are longitudinally connected through channel steel.
4. The collapse treatment construction method suitable for the large-span expanded tunnel according to claim 1, characterized by comprising the following steps: in the step S4, the grouting material injected into the advanced pipe shed (20) is cement paste, and the grouting material injected into the advanced small pipe (19) is cement-water-glass double-liquid paste.
5. The collapse treatment construction method suitable for the large-span expanded tunnel according to claim 1, characterized by comprising the following steps: in the step S8, the dismantling and replacing treatment comprises dismantling and replacing along the left side and the right side of the collapse influencing section (2) respectively, the dismantling and replacing length is not more than the distance between two steel frames each time, steel frame support is timely arranged after dismantling and replacing is finished, and a support structure is sealed.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210952153.0A CN115370376B (en) | 2022-08-09 | 2022-08-09 | Construction method suitable for collapse treatment of large-span expansion tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210952153.0A CN115370376B (en) | 2022-08-09 | 2022-08-09 | Construction method suitable for collapse treatment of large-span expansion tunnel |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN115370376A true CN115370376A (en) | 2022-11-22 |
| CN115370376B CN115370376B (en) | 2024-04-19 |
Family
ID=84064165
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210952153.0A Active CN115370376B (en) | 2022-08-09 | 2022-08-09 | Construction method suitable for collapse treatment of large-span expansion tunnel |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN115370376B (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116446887A (en) * | 2023-06-20 | 2023-07-18 | 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 |
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 |
-
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 |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116446887A (en) * | 2023-06-20 | 2023-07-18 | 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 |
| 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 |
Also Published As
| Publication number | Publication date |
|---|---|
| CN115370376B (en) | 2024-04-19 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN107642360B (en) | Full-section advanced pre-grouting construction method | |
| CN112228082B (en) | Tunnel collapse treatment method by combined grouting of pipe shed and advanced small guide pipe | |
| CN103758134A (en) | Combined double-row pile supporting system and construction method thereof | |
| CN111502696A (en) | Dense-mesh type advanced support system of underground excavation tunnel and construction method | |
| CN106761918A (en) | A kind of tunnel solution cavity and Groundwater Comprehensive administer construction and construction method | |
| CN203729308U (en) | Double-row pile supporting system of reinforced concrete pile combined structural steel cement mixing pile wall | |
| CN112324442B (en) | Excavation method of large-section tunnel | |
| CN110905536A (en) | Construction method for receiving complex stratum earth pressure shield in underground excavation tunnel | |
| CN115370376A (en) | Collapse treatment construction method suitable for large-span expanded tunnel | |
| CN114483056B (en) | Method for treating collapse roof caving hole of high-speed railway shallow-buried tunnel within 15m of height of collapse cavity | |
| CN114562289A (en) | Rapid treatment method for large-scale cavity collapse of soft broken surrounding rock tunnel vault | |
| CN115324591A (en) | Saturated soft loess tunnel subsection precipitation-support comprehensive construction method | |
| CN109538236B (en) | Tunnel entering structure and tunnel entering construction method | |
| CN109826635B (en) | Construction method for reinforcing shield receiving space peripheral soil body constructed by subsurface excavation method | |
| CN105909262A (en) | Subsurface tunnel driving method | |
| CN108755702A (en) | A kind of higher soft soil foundation foundation ditch strengthening processing method of level of ground water | |
| CN115434709B (en) | Construction method for collapse body of through tunnel bedding section | |
| CN115653617A (en) | Construction method of covering layer shallow-buried tunnel | |
| CN109973122A (en) | A kind of tunnel reinforcement control method of wall rock loosening or soft rock large deformation | |
| CN206144578U (en) | Last soft hard ground layer tunnel supporting structure down | |
| CN210597398U (en) | Dog-ear type two-phase underground continuous wall cold joint waterproof construction | |
| CN111075453A (en) | Excavation method for reducing tunnel deformation and mud inrush and water inrush | |
| CN110645003A (en) | Completely weathered granite bias steep slope tunnel entry construction method | |
| CN115263322B (en) | Construction method suitable for super-large-span tunnel storage door-to-door construction of weak surrounding rock | |
| CN112127921B (en) | Construction method of buried grit chamber |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |