CN112983439A - Construction passing method for tunnel collapse section - Google Patents
Construction passing method for tunnel collapse section Download PDFInfo
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- CN112983439A CN112983439A CN202110278863.5A CN202110278863A CN112983439A CN 112983439 A CN112983439 A CN 112983439A CN 202110278863 A CN202110278863 A CN 202110278863A CN 112983439 A CN112983439 A CN 112983439A
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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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- Mining & Mineral Resources (AREA)
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- Geochemistry & Mineralogy (AREA)
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- Environmental & Geological Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses a construction passing method of a tunnel collapse section, which comprises the following steps: the collapse section is subjected to back pressure and backfilling to form a backfilling structure on the collapse section, and the backfilling structure comprises a back pressure part, a first backfilling part, a second backfilling part and a third backfilling part which are sequentially arranged from the arch bottom to the arch top; arranging a plurality of steel perforated pipes at intervals along the outline of the tunnel region at the backfill structure, and grouting each steel perforated pipe; carrying out water interception treatment on the subsidence position of the earth surface; excavating the collapse section which is back-pressed and backfilled and provided with the steel perforated pipes; and backfilling the subsided part of the earth surface, wherein the backfilling height is higher than the ground height. According to the method, the collapse section is firstly subjected to back pressure and backfilling to perform surrounding rock reconstruction, and then the collapse section is reinforced through the pipe shed, so that the tunnel can be effectively ensured to smoothly pass through the collapse section, and the problem that a cavity still exists in a collapse area during grouting or backfilling is avoided.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a construction passing method for a tunnel collapse section.
Background
In the construction process of tunnel, can form cavity and bold hanging stone of large tracts of land because of the roof fall sometimes, form unstable collapse cavity area, be the great potential safety hazard in the tunnel construction process, current way is usually to utilize methods such as slip casting to fill the tunnel region of collapsing, need prevent the bold danger stone of top from dropping in the work progress, and hang the regional collapse that takes place of top, and guarantee peripheral country rock stability, after the tunnel is built, can not construct the safety influence to the masonry because of upper portion cavity or unstable stone drop, and these current filling methods fastness are relatively poor, are difficult to satisfy aforementioned each requirement.
Disclosure of Invention
In view of the above, the present invention provides a construction method for a collapsed section of a tunnel, which can ensure that the tunnel smoothly passes through the collapsed section and has a stable and firm structure.
In order to achieve the purpose, the invention adopts the following technical scheme:
a construction passing method of a tunnel collapsed section comprises the following steps:
s20, carrying out back pressure and backfilling on the collapsed section to form a backfilled structure on the collapsed section, wherein the backfilled structure comprises a back pressure part, a first backfilling part, a second backfilling part and a third backfilling part which are sequentially arranged from the arch bottom to the arch top, one part of the back pressure part and one part of the first backfilling part are located in a tunnel region of the collapsed section, the other part of the first backfilling part, the second backfilling part and the third backfilling part are located in a collapsed cavity region of the collapsed section, the first backfilling part and the second backfilling part are made of concrete, the concrete strength of the second backfilling part is higher than that of the first backfilling part, and the third backfilling part is made of sand or foam concrete with a preset thickness;
s30, arranging a plurality of steel perforated pipes at intervals along the outline of the tunnel area at the backfill structure, and grouting each steel perforated pipe;
s40, carrying out water interception treatment on the ground surface collapse part;
s50, excavating the collapsed section which is back-pressed, backfilled and provided with the steel perforated pipes;
and S60, backfilling the ground surface collapse part, wherein the backfilling height is higher than the ground height.
Preferably, the step S20 specifically includes the following steps:
s21, cleaning the collapsed sections;
s22, carrying out back pressure on the collapsed section by using the crushed stones formed by collapse as back pressure materials to form the back pressure parts;
s23, reserving a grouting pipe at the vault, wherein the pipe orifice of the grouting pipe is positioned in the collapse hollow area and is higher than the top of the tunnel area by a first preset distance;
s24, arranging a back pressure template at a second preset distance from the front side of the first arch of the collapsed section;
s25, pouring a first concrete material through the grouting pipe to form the first backfill part;
s26, pouring a second concrete material through the grouting pipe to form the second backfill portion;
and S27, blowing sand or foam concrete to the upper part of the second backfill part through the grouting pipe to form the third backfill part.
Preferably, in the step S23, a first observation tube is further reserved at the arch top, and a tube mouth of the first observation tube is located in the collapse cavity area and is higher than the top of the tunnel area by a third predetermined distance;
in the step S25, when the first observation tube returns, the pouring of the first concrete material is stopped; and/or the presence of a gas in the gas,
in the step S23, reserving a second observation tube at the arch top, wherein a tube mouth of the second observation tube is located in the collapse cavity area and is a fourth predetermined distance higher than the top of the tunnel area;
in step S25, when the second observation tube returns, stopping pouring of the second concrete material;
preferably, the step S30 specifically includes the following steps:
s31, arranging an arch support at the backfill structure, wherein the arch support is connected with an original primary support arch frame of the collapse area through a connecting rib;
s32, arranging a plurality of drill holes on the arched bracket at intervals along the extending direction of the arched bracket;
s33, performing drilling construction at least twice on each of the plurality of drill holes according to a first preset sequence to obtain a plurality of pore passages arranged at intervals;
s34, respectively jacking each steel perforated pipe into the corresponding pore channel;
and S35, grouting the steel floral tubes according to a second preset sequence.
Preferably, in step S33, the plurality of drill holes are divided into a plurality of drill hole groups sequentially arranged from one end of the arched bracket to the other end, the number of drill holes in each drill hole group is N, N is greater than or equal to 3, after drilling construction is performed on all drill holes according to a first predetermined sequence, next drilling construction is performed on all drill holes according to the first predetermined sequence, each construction includes N drilling sub-steps, and drilling construction is performed on one drill hole in each drill hole group in each drilling sub-step.
Preferably, in step S35, each steel floral tube is divided into a plurality of steel floral tube groups sequentially arranged from one end of the arched bracket to the other end, the number of steel floral tubes in each steel floral tube group is M, M is greater than or equal to 2, the grouting process includes M grouting sub-steps, in each sub-step, one steel floral tube in each steel floral tube group is grouted in a bottom-to-top direction, and at least one steel floral tube is located between steel floral tubes grouted in two adjacent grouting sub-steps.
Preferably, in the step S35, the slurry concentration of the grouting gradually changes from lean to rich.
Preferably, in the step S50, the excavation method reserves a core earth-rock worker for the three steps.
Preferably, the step S60 specifically includes the following steps:
s61, pouring lightweight concrete from the ground surface;
and S62, arranging a clay layer on the surface of the lightweight concrete.
Preferably, the method further comprises the following steps performed before the step S20:
and S10, scanning and calculating the collapse cavity area by using a three-dimensional laser scanner, and determining the size, the area and the roof fall condition of the collapse cavity area.
The construction passing method of the tunnel collapse section provided by the invention has the beneficial effects that:
the method comprises the steps of firstly carrying out back pressure and backfilling on a collapse section to carry out surrounding rock reconstruction, and then reinforcing the collapse section through pipe shed application, so that the tunnel can be effectively ensured to smoothly pass through the collapse section, and the problem that a cavity still exists in a collapse area during grouting or backfilling is avoided.
Drawings
The above and other objects, features and advantages of the present invention will become more apparent from the following description of the embodiments of the present invention with reference to the accompanying drawings.
FIG. 1 is a longitudinal sectional view of a tunnel collapse section after back pressure backfill according to an embodiment of the present invention;
FIG. 2 illustrates a cross-sectional view of a tunnel collapse section after back pressure backfilling according to an embodiment of the present invention;
FIG. 3 illustrates a schematic structural view of an arched support provided by an embodiment of the present invention;
FIG. 4 is a schematic structural diagram of a grouting pipe provided in an embodiment of the present invention;
fig. 5 is a schematic flow chart of a construction passing method of a tunnel collapse section according to the specific embodiment of the present invention.
In the figure:
10. a back pressure part; 20. a first backfill section; 30. a second backfill portion; 40. back-pressing the template; 50. primary support vault; 60. a grouting pipe; 61. a main pipe portion; 62. a first reinforcing portion; 63. a second reinforcement portion; 70. a first observation tube; 80. a second observation tube; 90. an arched bracket; 91. drilling;
100. a tunnel region; 200. a collapsed void region.
Detailed Description
The present invention is described below based on embodiments, and it will be understood by those of ordinary skill in the art that the drawings provided herein are for illustrative purposes and are not necessarily drawn to scale.
Unless the context clearly requires otherwise, throughout the description and the claims, the words "comprise", "comprising", and the like are to be construed in an inclusive sense as opposed to an exclusive or exhaustive sense; that is, what is meant is "including, but not limited to".
The application provides a construction passing method of a tunnel collapse section, as shown in fig. 5, the method comprises the following steps:
s20, performing back pressure and backfill on the collapsed section to form a backfill structure on the collapsed section, as shown in fig. 1 and fig. 2, the backfill structure comprises a back pressure part 10, a first backfill part 20, a second backfill part 30 and a third backfill part which are sequentially arranged from the arch bottom to the arch top, wherein the back pressure part 10 and a part of the first backfill part 20 are located in a tunnel region 100 of the collapsed section, the other part of the first backfill part 20, the second backfill part 30 and the third backfill part are located in a collapsed hollow region 200 of the collapsed section, the first backfill part 20 and the second backfill part 30 are both made of concrete, the concrete strength of the second backfill part 30 is higher than that of the first backfill part 20, and the third backfill part is made of sand or foam concrete with a predetermined thickness;
s30, arranging a plurality of steel perforated pipes at intervals along the outline of the tunnel area at the backfill structure, and grouting each steel perforated pipe;
s40, carrying out water interception treatment on the ground surface collapse part;
s50, excavating the collapsed section which is back-pressed, backfilled and provided with the steel perforated pipes;
and S60, backfilling the ground surface collapse part, wherein the backfilling height is higher than the ground height.
In the method that passes through that this application provided, at first carry out the back pressure and backfill the section of collapsing to carry out the country rock and give a new lease of life, then carry out through the pipe shed and do and consolidate the section of collapsing, so, can effectively guarantee that the tunnel passes through the section of collapsing smoothly, still has the problem in cavity when avoiding the region of collapsing to carry out slip casting or backfill.
Wherein, the first backfill portion 20 and the second backfill portion 30 can choose appropriate concrete according to the demand, the intensity of two kinds of concrete is different, the second backfill portion 30 filled in the collapse cavity area chooses the concrete with higher intensity, and the first backfill portion 20 mainly used as the surrounding rock reconstruction function chooses the concrete with lower intensity, which can ensure the firmness and stability of the collapse section and the surrounding rock mass, and can reduce the construction cost. In one specific embodiment, the first backfill section 20 uses C10 concrete and the second backfill section 30 uses C30 concrete.
It is understood that step S40 may be performed between S30 and S50, or before step S30.
Specifically, the step S20 specifically includes the following steps:
s21, cleaning the collapsed section, for example, cleaning large stones and impurity sludge of the collapsed section by using a hook machine;
s22, carrying out back pressure on the collapsed section by using the crushed stones formed by collapse as back pressure materials to form the back pressure part 10;
s23, reserving a grouting pipe 60 at the arch crown, wherein the nozzle of the grouting pipe 60 is located in the collapse cavity area 200 and is higher than the top of the tunnel area 100 by a first predetermined distance, and the first predetermined distance can be specifically set according to the condition of the collapse cavity area 200, for example, in a specific embodiment, the first predetermined distance is 3 m;
and S24, arranging a back pressure template 40 at a second preset distance from the front side of the first arch truss of the collapsed section, wherein the front side refers to the direction opposite to the excavating direction, and the direction shown by the arrow in the figure 1 is the excavating direction. The second predetermined distance may also be set according to the specific conditions of the landslide cavity area 200, for example, in one specific embodiment, the second predetermined distance is 2 m;
s25, pouring a first concrete material through the grouting pipe 60 to form the first backfill portion 20;
s26, pouring a second concrete material through the grouting pipe 60 to form the second backfill portion 30;
s27, blowing sand or foam concrete through the grouting pipe 60 to the upper side of the second backfill portion 30 to form the third backfill portion. The blowing sand or the foam concrete can fill the cavity, so that the phenomenon that the upper part falls down to smash the existing concrete structure to influence the safety is avoided. The thickness of the blown sand or foamed concrete may be set specifically according to site-specific conditions and environmental factors, for example, in one specific embodiment, the thickness is 1 m.
In order to ensure the accuracy of the grouting amount, it is preferable that in step S23, a first observation tube 70 is further reserved at the arch top, a nozzle of the first observation tube 70 is located in the collapse hollow area 200 and is a third predetermined distance higher than the top of the tunnel area 100, and in step S25, when the first observation tube 70 returns, the grouting of the first concrete material is stopped. The third predetermined distance is for example 0.3 m.
Similarly, the grouting amount of the second concrete material can be preset or controlled by grouting time, in order to ensure the accuracy of the grouting amount, preferably, in step S23, a second observation tube 80 is reserved at the arch top, the nozzle of the second observation tube 80 is located in the landslide hollow area 200 and is higher than the top of the tunnel area 100 by a fourth predetermined distance, and in step S25, when the second observation tube 80 returns, the grouting of the second concrete material is stopped. The fourth predetermined distance is, for example, 2m, and thus, a second backfill portion is formed at a 2m portion and a primary branch invasion line portion on the primary branch arch 50.
Wherein the grouting pipe 60 may be a light pipe to facilitate processing. In a preferred embodiment, as shown in fig. 4, the grouting pipe 60 includes a main pipe portion 61 and a first reinforcement portion 62 disposed on the outer sidewall of the main pipe portion 61, and after the back pressure and backfilling are completed, the first reinforcement portion 62 is located at the intersection of the first backfill portion 20 and the second backfill portion 30, i.e., a part of the first reinforcement portion 62 is located at the first backfill portion 20 and another part is located at the second backfill portion 30, thereby further improving the structural stability. The first reinforcing parts 62 are preferably uniformly arranged in plurality along the periphery of the main pipe part 61, and further preferably, the first reinforcing parts 62 are tubular structures, and openings of the tubular structures face upwards, so that when pouring is performed conveniently, the pouring material enters the first reinforcing parts 62 from the openings of the first reinforcing parts 62, and the first reinforcing parts 62 form a rivet-like structure, and further the reliability of the structure is ensured.
In order to further improve the structural strength and reliability of the second backfill portion 30, it is preferable that a second reinforcement portion 63 is further provided on the outer periphery of the main pipe portion 61, and the second reinforcement portion 63 is located above the first reinforcement portion 62, and a plurality of the second reinforcement portions are preferably uniformly arranged along the circumferential direction of the main pipe portion 61, as shown in fig. 4. In order to avoid the influence of the second reinforcing portions 63 on the entry of the potting material into the first reinforcing portions 62, the respective second reinforcing portions 63 are arranged offset from the respective first reinforcing portions 62 in the circumferential direction.
Specifically, the step S30 specifically includes the following steps:
s31, arranging an arch support 90 at the backfill structure, wherein the arch support 90 is connected with the original primary support arch frame 50 of the collapse area through a connecting rib, so that the arch support 90 can be used as a guide wall for inserting a steel pipe into the backfill structure, and the arch support 90 can be made of I-shaped steel, thereby reducing the cost while ensuring the structural strength;
s32, arranging a plurality of drilling holes 91 on the arched bracket 90 at intervals along the extending direction;
s33, performing drilling construction at least twice on each drilling hole 91 in the plurality of drilling holes 91 according to a first preset sequence to obtain a plurality of pore passages arranged at intervals;
s34, respectively jacking each steel perforated pipe into the corresponding hole channel, for example, jacking the steel perforated pipes into the hole channels by combining drilling of a loader and a pipe shed machine;
and S35, grouting the steel floral tubes according to a second preset sequence.
In a preferred embodiment, in step S33, the plurality of drill holes 91 are divided into a plurality of drill hole groups sequentially arranged from one end of the arched bracket 90 to the other end, the number of the drill holes 91 in each drill hole group is N, N is greater than or equal to 3, after drilling construction is performed on all the drill holes 91 according to a first predetermined sequence, next drilling construction is performed on all the drill holes 91 according to the first predetermined sequence, each drilling construction includes N drilling sub-steps, and drilling construction is performed on one drill hole 91 in each drill hole group in each drilling sub-step.
Taking fig. 3 as an example, the drill holes 91 in the pipe shed are numbered in groups, each 5 drill holes are divided into one group, and 5 groups are provided, that is, N is 5, the drill hole No. 1 in each group is drilled according to the sequence of the group numbers (1 to 5), so that the diameter of the drill bit is larger than that of the steel perforated pipe for the convenience of installing the steel perforated pipe, for example, the diameter of the steel perforated pipe is 108mm, the diameter of the drill bit is 118mm, and the construction angle is adjusted according to the actual situation on site. When the problems of hole collapse, cavities, drill sticking and the like occur in the drilling process, grouting is performed on the formed drilling sections to reinforce the wall surrounding rocks and the hole bottoms of the drilled holes, so that the first drilling construction is completed, the first drilling construction is performed on No. 2 to No. 5 drilling holes of each group respectively according to the same method, after all the first drilling constructions are completely solidified, the second drilling construction of all the hole sites is completed one by one according to the same method as the first drilling construction, and the set drilling depth is finally realized through multiple constructions.
The machining process of the steel flower tube is, for example, machining the seamless steel tube by adopting phi 108 hot rolling; and (3) arranging no grouting hole in the range of 3m at the front end of the steel pipe, arranging the grouting holes in the other parts, arranging the holes with the aperture phi of 8mm and the hole spacing of 15cm in a quincunx manner, selecting oxygen welding to cut off a gap, processing the gap into a tip, and welding. And a grout stopping plate is added at the tail section of the steel pipe, and a grouting tail pipe with a long strip of 15cm screw thread is arranged on the grout stopping plate.
Further, in the step S35, each steel floral tube is divided into a plurality of steel floral tube groups sequentially arranged from one end of the arched bracket 90 to the other end, the number of the steel floral tubes in each steel floral tube group is M, M is greater than or equal to 2, the grouting process includes M grouting sub-steps, in each sub-step, one steel floral tube in each steel floral tube group is grouted in a direction from bottom to top, and at least one steel floral tube is arranged between the steel floral tubes grouted in two adjacent grouting sub-steps, attention is paid in the sequence from bottom to top, so that the formation of a cavity can be effectively avoided, and the reliability of the structure after construction can be effectively ensured.
In step S35, the slurry concentration of the slurry is gradually increased from lean to rich. The grouting process of each steel perforated pipe is diluted before concentrated, the cost can be reduced by using diluted slurry in the early stage, a certain scouring effect can be achieved, and the structural reliability after grouting is guaranteed by using concentrated slurry in the later stage.
Further, step S40 is specifically to set a catch drain at a position 2m around the surface subsidence, where the catch drain has a width of 50cm, a height of 75cm, a width of 100cm, and a concrete thickness of 25 cm. The collapse opening is covered by shed cloth, and accidents caused by stone sundries and rainwater falling into the tunnel above the collapse cavity are avoided.
Further, in the step S50, the excavation method is to reserve a core earth-rock worker for three steps, specifically, the lining type is a V-class reinforcement, and the excavation construction is performed by adopting a static force breaking method or digital detonator hole-by-hole blasting. The excavation method is that core soil is reserved for three steps for construction (the core soil is not more than 2m), two sides of the arch springing positions of the upper step, the middle step and the lower step are respectively provided with 2 locking feet with the length of 4m and the length of 50 locking feet, and the arch springing positions are tightly cushioned by cushion channel steel (18 a).
Further, the step S60 specifically includes the following steps:
s61, pouring lightweight concrete from the ground surface;
and S62, arranging a clay layer on the surface of the lightweight concrete.
Specifically, light concrete is poured from the ground surface, the collapse part is backfilled, (the backfilling depth is adjusted according to the field practice), the collapse cavity opening is closed according to the slope of the mountain, the height of the collapse cavity opening is 50cm higher than the ground, and the surface layer is closed by adopting a 30cm clay layer, so that the small cavity of the collapse body is further compact, the scouring of rainwater is favorably prevented, and the stability of the top of the tunnel is ensured.
Further preferably, as shown in fig. 5, the method further includes the following steps performed before the step S20:
and S10, scanning and calculating the collapse cavity area by using a three-dimensional laser scanner, and determining the size, the area and the roof fall condition of the collapse cavity area so as to facilitate the preparation of raw materials and the determination of a construction mode.
Those skilled in the art will readily appreciate that the above-described preferred embodiments may be freely combined, superimposed, without conflict.
The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (10)
1. A construction passing method of a tunnel collapsed section is characterized by comprising the following steps:
s20, carrying out back pressure and backfilling on the collapsed section to form a backfilled structure on the collapsed section, wherein the backfilled structure comprises a back pressure part, a first backfilling part, a second backfilling part and a third backfilling part which are sequentially arranged from the arch bottom to the arch top, one part of the back pressure part and one part of the first backfilling part are located in a tunnel region of the collapsed section, the other part of the first backfilling part, the second backfilling part and the third backfilling part are located in a collapsed cavity region of the collapsed section, the first backfilling part and the second backfilling part are made of concrete, the concrete strength of the second backfilling part is higher than that of the first backfilling part, and the third backfilling part is made of sand or foam concrete with a preset thickness;
s30, arranging a plurality of steel perforated pipes at intervals along the outline of the tunnel area at the backfill structure, and grouting each steel perforated pipe;
s40, carrying out water interception treatment on the ground surface collapse part;
s50, excavating the collapsed section which is back-pressed, backfilled and provided with the steel perforated pipes;
and S60, backfilling the ground surface collapse part, wherein the backfilling height is higher than the ground height.
2. The construction passing method of the tunnel collapsed section according to claim 1, wherein the step S20 specifically comprises the following steps:
s21, cleaning the collapsed sections;
s22, carrying out back pressure on the collapsed section by using the crushed stones formed by collapse as back pressure materials to form the back pressure parts;
s23, reserving a grouting pipe at the vault, wherein the pipe orifice of the grouting pipe is positioned in the collapse hollow area and is higher than the top of the tunnel area by a first preset distance;
s24, arranging a back pressure template at a second preset distance from the front side of the first arch of the collapsed section;
s25, pouring a first concrete material through the grouting pipe to form the first backfill part;
s26, pouring a second concrete material through the grouting pipe to form the second backfill portion;
and S27, blowing sand or foam concrete to the upper part of the second backfill part through the grouting pipe to form the third backfill part.
3. The construction passing method of the tunnel collapse section according to the claim 2, wherein in the step S23, a first observation pipe is reserved at the arch top, and the pipe orifice of the first observation pipe is positioned in the collapse cavity area and is higher than the top of the tunnel area by a third preset distance;
in the step S25, when the first observation tube returns, the pouring of the first concrete material is stopped;
in the step S23, reserving a second observation tube at the arch top, wherein a tube mouth of the second observation tube is located in the collapse cavity area and is a fourth predetermined distance higher than the top of the tunnel area;
in step S25, when the second observation tube returns, the pouring of the second concrete material is stopped.
4. The construction passing method of the tunnel collapsed section according to claim 1, wherein the step S30 specifically comprises the following steps:
s31, arranging an arch support at the backfill structure, wherein the arch support is connected with an original primary support arch frame of the collapse area through a connecting rib;
s32, arranging a plurality of drill holes on the arched bracket at intervals along the extending direction of the arched bracket;
s33, performing drilling construction at least twice on each of the plurality of drill holes according to a first preset sequence to obtain a plurality of pore passages arranged at intervals;
s34, respectively jacking each steel perforated pipe into the corresponding pore channel;
and S35, grouting the steel floral tubes according to a second preset sequence.
5. The method of claim 4, wherein in step S33, the plurality of drill holes are divided into a plurality of drill hole groups arranged in sequence from one end of the arched bracket to the other end, the number of drill holes in each drill hole group is N, N is not less than 3, after the drilling construction is performed on all the drill holes in the first predetermined order, the next drilling construction is performed on all the drill holes in the first predetermined order, each drilling construction comprises N drilling sub-steps, and in each drilling sub-step, the drilling construction is performed on one drill hole in each drill hole group.
6. The method according to claim 4, wherein in step S35, each steel floral tube is divided into a plurality of steel floral tube groups arranged in sequence from one end of the arched support to the other end, the number of the steel floral tubes in each steel floral tube group is M, M is larger than or equal to 2, the grouting process comprises M grouting sub-steps, in each sub-step, one steel floral tube in each steel floral tube group is grouted in the direction from bottom to top, and at least one steel floral tube is arranged between the steel floral tubes grouted in the two adjacent grouting sub-steps.
7. The construction passing method of a tunnel collapse section according to claim 4, wherein in the step S35, the concentration of the slurry to be injected is gradually changed from thin to thick.
8. The construction passing method of a tunnel collapse section according to any one of claims 1 to 7, wherein in the step S50, the excavation method reserves a core earthwork for the three steps.
9. The construction passing method of the tunnel collapsed section according to any one of claims 1 to 7, wherein the step S60 specifically comprises the following steps:
s61, pouring lightweight concrete from the ground surface;
and S62, arranging a clay layer on the surface of the lightweight concrete.
10. The construction passing method of a tunnel collapse section according to any one of claims 1 to 7, further comprising the following steps performed before the step S20:
and S10, scanning and calculating the collapse cavity area by using a three-dimensional laser scanner, and determining the size, the area and the roof fall condition of the collapse cavity area.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114961795A (en) * | 2022-05-30 | 2022-08-30 | 中国建筑一局(集团)有限公司 | A kind of construction method of tunnel vault karst cave |
| CN116677417A (en) * | 2023-08-03 | 2023-09-01 | 中铁十六局集团有限公司 | Treatment device and treatment method for tunnel collapse cavity |
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| CN116677417A (en) * | 2023-08-03 | 2023-09-01 | 中铁十六局集团有限公司 | Treatment device and treatment method for tunnel collapse cavity |
| CN116677417B (en) * | 2023-08-03 | 2023-09-22 | 中铁十六局集团有限公司 | Treatment device and treatment method for tunnel collapse cavity |
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