CN116677417A - Treatment device and treatment method for tunnel collapse cavity - Google Patents
Treatment device and treatment method for tunnel collapse cavity Download PDFInfo
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- CN116677417A CN116677417A CN202310967207.5A CN202310967207A CN116677417A CN 116677417 A CN116677417 A CN 116677417A CN 202310967207 A CN202310967207 A CN 202310967207A CN 116677417 A CN116677417 A CN 116677417A
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- 238000000034 method Methods 0.000 title claims abstract description 27
- 238000011282 treatment Methods 0.000 title claims description 26
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 98
- 239000010959 steel Substances 0.000 claims abstract description 98
- 239000004576 sand Substances 0.000 claims abstract description 46
- 238000007664 blowing Methods 0.000 claims abstract description 29
- 239000004575 stone Substances 0.000 claims abstract description 23
- 241000269793 Cryothenia peninsulae Species 0.000 claims abstract description 21
- 239000011381 foam concrete Substances 0.000 claims abstract description 13
- VYPSYNLAJGMNEJ-UHFFFAOYSA-N Silicium dioxide Chemical compound O=[Si]=O VYPSYNLAJGMNEJ-UHFFFAOYSA-N 0.000 claims description 50
- 238000010276 construction Methods 0.000 claims description 22
- 239000004567 concrete Substances 0.000 claims description 12
- 239000011435 rock Substances 0.000 claims description 12
- 238000003780 insertion Methods 0.000 claims description 8
- 230000037431 insertion Effects 0.000 claims description 8
- 239000002245 particle Substances 0.000 claims description 7
- 239000000741 silica gel Substances 0.000 claims description 7
- 229910002027 silica gel Inorganic materials 0.000 claims description 7
- 238000002955 isolation Methods 0.000 claims description 5
- 230000000149 penetrating effect Effects 0.000 claims description 4
- 230000015271 coagulation Effects 0.000 claims description 3
- 238000005345 coagulation Methods 0.000 claims description 3
- 230000015572 biosynthetic process Effects 0.000 claims description 2
- 239000002689 soil Substances 0.000 abstract description 7
- 239000000463 material Substances 0.000 description 16
- 230000008569 process Effects 0.000 description 12
- 238000009412 basement excavation Methods 0.000 description 6
- 230000009471 action Effects 0.000 description 3
- 238000009826 distribution Methods 0.000 description 3
- 238000003825 pressing Methods 0.000 description 3
- 239000000243 solution Substances 0.000 description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 2
- 230000009189 diving Effects 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000011221 initial treatment Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 238000007569 slipcasting Methods 0.000 description 2
- 208000027418 Wounds and injury Diseases 0.000 description 1
- 230000004888 barrier function Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 238000004891 communication Methods 0.000 description 1
- 230000006378 damage Effects 0.000 description 1
- 230000000994 depressogenic effect Effects 0.000 description 1
- 230000002708 enhancing effect Effects 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 208000014674 injury Diseases 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 238000005086 pumping Methods 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 239000002352 surface water Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
Classifications
-
- 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
-
- 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
-
- 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
- E21D11/05—Lining with building materials using compressible insertions
-
- 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
- E21D11/15—Plate linings; Laggings, i.e. linings designed for holding back formation material or for transmitting the load to main supporting members
- E21D11/152—Laggings made of grids or nettings
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Mechanical Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The application relates to a device and a method for treating a tunnel collapse cavity, wherein the device for treating the tunnel collapse cavity comprises the following components: the bearing bracket is positioned at the middle upper part of the collapse cavity and the buffer layer is positioned at the bottom of the collapse cavity, and comprises steel flower pipes which are arranged in a divergent manner and can be embedded into the side wall of the collapse cavity; grouting anchors are arranged at the pithead part at the middle upper part of the collapse cavity, are distributed and arranged in the circumferential direction of the pithead part, are arranged in gaps between adjacent steel flower pipes, and are used for grouting and fixing the top of the collapse cavity through the grouting anchors and the steel flower pipes; the bearing bracket is provided with a net piece, coarse aggregate soil and stones are covered on the net piece, and foam concrete is filled in the coarse aggregate soil and stones; the bottom of the collapse cavity is provided with an initial support and a secondary lining of the tunnel, a gap is arranged between the bearing support and the tunnel, a sand blowing opening is reserved on the secondary lining, and the buffer layer is formed by blowing sand to the upper side of the initial support through the sand blowing opening.
Description
Technical Field
The application relates to the technical field of tunnel excavation, in particular to a device and a method for treating a tunnel collapse cavity.
Background
In the construction process of the tunnel, due to the characteristics of different geology, collapse can occur at the unsupported section of the surrounding rock of the tunnel construction face to form an unstable permeable collapse cavity area, and if the collapse cavity is not treated in time, the risk of further expanding the collapse area exists. And, the unstable structure of subsidence cavity lateral part can drop to the face region at any time, influences the preliminary bracing of face and the follow-up construction of tunnel.
The conventional construction for treating the collapse cavity comprises backfilling, filling the whole collapse cavity area with foam concrete, broken stone or plain soil, and grouting after filling the collapse cavity. The construction mode is used for completely filling the collapse cavity, on one hand, the backfill amount and the construction amount of the backfill are increased, on the other hand, the backfill material of the collapse cavity can not fall into the tunnel face area for the second time, and as the tunnel construction process comprises the procedure processes of the tunnel face, the primary support and the secondary lining, when the primary support is carried out on the tunnel face area corresponding to the collapse cavity, the fallen backfill material is required to be excavated for the second time, repeated operation is formed, the normal process of tunnel construction is seriously influenced, and the falling safety risk is formed.
In order to improve the geological environment of the subsidence cavity area and ensure the stability of surrounding rocks around the subsidence cavity, the area of the subsidence cavity needs to be considered for targeted treatment operation, so that the loss of manpower and material resources caused by complete backfilling is avoided, and meanwhile, the construction safety is improved.
Disclosure of Invention
The application aims to provide a treatment device and a treatment method for a tunnel collapse cavity, which can enable a tunnel excavation area to keep a certain gap with a backfill treatment area by selectively backfilling the top area of the collapse cavity, and prevent an unstable structure at the gap from falling off by arranging a buffer area after secondary lining of the tunnel, thereby reducing material consumption, avoiding repeated excavation operation, enhancing the structural stability of the collapse cavity and ensuring the structural safety of the tunnel.
To achieve the above object, in a first aspect, the present application provides a tunnel collapse cavity treatment device, including: the bearing support is positioned at the middle upper part of the collapse cavity and the buffer layer is positioned at the bottom of the collapse cavity, and comprises steel flower pipes which are arranged in a divergent manner and can be embedded into the side walls of the collapse cavity;
grouting anchor rods are arranged at the pithead part at the upper part of the collapse cavity, are distributed and arranged in the circumferential direction of the pithead part, are arranged in gaps between adjacent steel flower pipes, and are used for grouting and fixing the top of the collapse cavity through the grouting anchor rods and the steel flower pipes;
the bearing support is provided with a net sheet, coarse aggregate earth and stones are covered on the net sheet, and foam concrete is filled in the coarse aggregate earth and stones;
the bottom of cavity that collapses is provided with the primary support and the secondary lining in tunnel, bear the weight of the support with be provided with the clearance between the tunnel, it blows the sand mouth to reserve on the secondary lining, the buffer layer passes through blow the sand mouth to blow the sand formation in the top of primary support.
In an alternative embodiment, the bearing bracket comprises an inner ring flat frame, an outer ring flat frame and a connecting strut, and the steel flower pipe is movably arranged between the inner ring flat frame and the outer ring flat frame in a declining way.
In an alternative embodiment, the steel flower pipe comprises a connecting section, the connecting section is detachably lapped on the inner ring flat frame and is abutted to the lower part of the outer ring flat frame, a tension spring is connected between the outer ring flat frame and the connecting section, and the tension spring is arranged on the pipe walls of two sides of the connecting section relative to the outer ring flat frame.
In an alternative embodiment, the grouting anchor is obliquely inserted into the side wall of the upper middle part of the collapse cavity, and the horizontal distance between the insertion end of the grouting anchor and the side wall is not more than 50cm.
In an alternative embodiment, the insertion end of the grouting anchor rod is arranged above the position of the steel floral tube, so that the steel floral tube and the grouting anchor rod are in a vertically staggered state.
In an alternative embodiment, grouting holes are formed in the grouting anchor rod and the steel floral tube, grouting is performed on the grouting anchor rod and the steel floral tube through a concrete conveying pump, the concrete conveying pump is connected with a hose, the hose is connected with the grouting anchor rod and the steel floral tube, and concrete which is conveyed into the grouting hole enters the inner part of the side wall of the upper part of the collapse cavity through grouting Kong Chong.
In an alternative embodiment, the mesh is fully distributed on the bearing support and welded and fixed with the bearing support, the coarse aggregate soil and stone is filled in the space between the bearing support and the pit mouth part of the collapse cavity, and the foam concrete is filled in the gap between the coarse aggregate soil and stone.
In an alternative embodiment, after primary support and secondary lining of the tunnel are performed on the bottom of the collapsed cavity, a closed cavity is formed by the gap between the bearing support and the top of the tunnel, and the buffer layer is arranged on the bottom of the closed cavity.
In a second aspect, the present application also provides a method for treating a tunnel collapse cavity, which is performed according to the device for treating a tunnel collapse cavity, and includes the following steps:
lifting a bearing support at the face part at the bottom of the collapse cavity, wherein the bearing support comprises steel flower pipes which are divergently arranged, and when the bearing support is lifted to the top of the collapse cavity, the bearing support is pressed down to enable the divergently distributed steel flower pipes to be embedded into the side wall of the collapse cavity;
obliquely driving grouting anchor rods into the pithead part at the upper part of the collapse cavity, wherein the grouting anchor rods are distributed and arranged in the circumferential direction of the pithead part and are arranged in gaps between adjacent steel flower pipes;
grouting the top side wall of the collapse cavity through the steel flowtube and the grouting anchor rod to strengthen surrounding rocks at the middle upper part of the collapse cavity;
after top grouting is completed, installing a net sheet on the bearing support, covering coarse aggregate earth and stones on the net sheet, and then filling foam concrete into the coarse aggregate earth and stones to complete coagulation and fixation of the upper part in the collapse cavity;
primary support and secondary lining of the tunnel are carried out on the face part at the bottom of the collapse cavity, so that a closed cavity is formed between the bearing bracket and the tunnel;
a sand blowing opening is reserved at the top of the secondary lining, sand is blown to the upper part of the primary support through the sand blowing opening, a buffer layer positioned at the bottom of the closed cavity is formed, and the buffer layer is used for preventing unstable rock mass on the side wall of the collapsed cavity from falling and injuring the secondary lining;
and after the blowing of the sand is completed, the sand blowing opening is blocked, and the treatment of the collapse cavity of the tunnel is completed.
In an alternative embodiment, after blowing sand to the upper part of the primary support, the construction of the flexible isolation layer is further included, wherein the construction of the flexible isolation layer comprises the step of introducing flexible silica gel particles through the sand blowing port, and the flexible silica gel particles are fed into the closed cavity through a pneumatic conveying pipeline connected in a penetrating way in the sand blowing port.
In an alternative embodiment, the method further comprises an initial treatment procedure, wherein the initial treatment procedure comprises the steps of enclosing a water interception ditch and road reconstruction on the surface of the subsidence cavity so as to facilitate interception of surface water and traffic of concrete transportation and pumping vehicles.
According to the application, the bearing support is arranged at the upper part of the collapse cavity, and the buffer layer is arranged at the bottom of the collapse cavity, so that the top area of the collapse cavity can be selectively backfilled, the construction amount and the operation amount of the whole backfilling are effectively reduced on the premise of ensuring the fixation of grouting at the upper part of the collapse cavity, and the further expansion of the collapse area is avoided.
Through carrying out the primary support and the secondary lining of tunnel at the face position of cavity bottom of collapsing, can constitute sealed cavity between tunnel and bearing support, combine in the top of primary support promptly at cavity bottom of collapsing set up the buffer layer, can cushion the unstable thing that drops on sealed cavity interval lateral wall, prevent that it from causing the injury to tunnel lining, effectively protected the tunnel structure.
The method has the advantages that the backfilling mode is selected, the backfilling grouting is performed on the upper middle portion of the collapse cavity, the structural stability of the upper middle portion of the collapse cavity is effectively enhanced, secondary excavation required by the fallen backfilling materials during primary support of the tunnel face area is avoided, the construction efficiency is improved and the invalid operation amount is reduced on the premise that the construction safety is guaranteed.
The bearing support can play a role in supporting selective backfill materials, and can embed a steel flower pipe into the side wall of the collapse cavity, and the top of the collapse cavity is fixed by grouting by combining a grouting anchor rod driven into the upper part of the collapse cavity so as to enhance the structural stability of the collapse cavity.
Additional features and advantages of the application will be set forth in the detailed description which follows.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present application, the drawings that are needed in the embodiments will be briefly described below, it being understood that the following drawings only illustrate some embodiments of the present application and therefore should not be considered as limiting the scope, and other related drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.
FIG. 1 is a schematic structural view of a tunnel collapse cavity treatment device according to the present application;
FIG. 2 is a schematic view of a bearing bracket according to the present application;
FIG. 3 is a schematic view of the structure of a steel flowtube on a bearing support;
FIG. 4 is a schematic structural view of a mesh;
FIG. 5 is a flow chart of a construction method for handling a tunnel collapse cavity.
Icon:
1-collapsing the cavity;
2-a bearing bracket; 21-mesh; 22-an inner ring flat frame; 23-an outer ring flat frame; 24-connecting struts; 25-a tension spring;
3-a buffer layer;
4-steel flower pipe; 41-connecting segments; 42-a feed inlet; 43-a discharge tip port; 44-a side wall discharge port;
5-grouting an anchor rod;
6-coarse aggregate earth and stone;
7-tunneling; 71-primary support; 72-secondary lining; 73-blowing sand mouth; 74-a flexible barrier layer;
8-a concrete delivery pump; 81-hose.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present application more clear, the technical solutions of the embodiments of the present application will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present application. It will be apparent that the described embodiments are some, but not all, embodiments of the application. The components of the embodiments of the present application generally described and illustrated in the figures herein may be arranged and designed in a wide variety of different configurations.
In the description of the present application, it should be noted that, the azimuth or positional relationship indicated by the terms "inner", "outer", etc. are based on the azimuth or positional relationship shown in the drawings, or the azimuth or positional relationship that is commonly put in use of the product of this application, are merely for convenience of describing the present application and simplifying the description, and do not indicate or imply that the device or element to be referred to must have a specific azimuth, be configured and operated in a specific azimuth, and therefore should not be construed as limiting the present application. Furthermore, the terms "first," "second," and the like, are used merely to distinguish between descriptions and should not be construed as indicating or implying relative importance.
In the description of the present application, it should also be noted that, unless explicitly specified and limited otherwise, the terms "disposed", "connected" and "connected" are to be construed broadly, and may be, for example, fixedly connected, detachably connected or integrally connected; can be directly connected or indirectly connected through an intermediate medium, and can be communication between two elements. The specific meaning of the above terms in the present application will be understood in specific cases by those of ordinary skill in the art.
The treatment device for the tunnel collapse cavity is mainly used for treating the permeable collapse cavity in the non-shield tunnel excavation process, specifically, the backfilling mode is selected in a targeted mode for the collapse cavity, the material amount and the labor amount of overall backfilling are reduced, and the secondary excavation of the falling backfilling material is avoided when primary support and secondary lining are carried out in the face area at the bottom of the collapse cavity.
Referring to fig. 1, the treatment device for the tunnel collapse cavity mainly fills, grouting and reinforces the top of the collapse cavity 1, improves the structural stability of rock mass at the upper part of the collapse cavity 1, and sets a buffer layer 3 at the bottom of the collapse cavity 1 to prevent unstable rock mass in the collapse cavity 1 from dropping and injuring the tunnel 7.
The main structure of the treatment device comprises a bearing bracket 2 which is positioned at the middle upper part of the collapse cavity 1 and is used for blocking the collapse cavity 1, a closed cavity is formed between the bearing bracket 2 and a tunnel 7 which is secondarily lined 72, and a buffer layer 3 which is positioned at the bottom of the collapse cavity 1.
The main function of the bearing support 2 is to bear backfill materials for plugging the middle and upper parts of the collapse cavity 1, meanwhile, the self-erection of the bearing support 2 is fixed at the top of the collapse cavity 1, and the bearing support 2 is fixed at the middle and upper parts of the collapse cavity 1 through a steel flower pipe 4 which can be embedded into the side wall of the collapse cavity 1.
The steel flower pipes 4 are divergently arranged on the circumference of the bearing support 2, and in the process of installing the bearing support 2, the tunnel 7 face area at the bottom of the collapse cavity 1 is cleaned first, and earthwork falling to the face when the collapse cavity 1 is formed is cleaned. Then the bearing support 2 is lifted from bottom to top by the tunnel 7 face part at the bottom of the collapse cavity 1, the steel flower pipe 4 obliquely extends downwards from inside to outside on the bearing support 2, and meanwhile, the tension spring 25 for preventing the steel flower pipe 4 from being folded downwards after touching the side wall of the collapse cavity 1 is arranged on the bearing support 2, so that the steel flower pipe 4 can be kept in a divergent and outwards-stretched state in the whole lifting process of the bearing support 2, and the tail end of the steel flower pipe 4 is abutted on the side wall of the collapse cavity 1.
When the bearing bracket 2 is lifted to the top of the collapse cavity 1, the bearing bracket 2 is pressed down to apply pressure, so that the end part of the steel flower pipe 4 is fully inserted into the side wall of the collapse cavity 1 under the action of the pressing down force, and the fixing of the bearing bracket 2 at the upper part in the collapse cavity 1 is realized.
The tail end of the steel floral tube 4 is of a wedge-shaped tip structure, and can slide on the side wall of the collapse cavity 1, meanwhile, when the bearing support 2 is pressed down, the tip structure is conveniently embedded and inserted into the side wall of the collapse cavity 1, and the fixing of the steel floral tube 4 on the upper part of the collapse cavity 1 is realized.
After the bearing support 2 is fixed at the collapsed top, grouting anchor rods 5 are arranged at the pithead part at the middle upper part of the collapsed cavity 1, the grouting anchor rods 5 are distributed and arranged in the circumferential direction of the pithead part and are arranged in gaps between adjacent steel flower pipes 4, and the top of the collapsed cavity 1 is fixed by grouting through the grouting anchor rods 5 and the steel flower pipes 4.
By grouting the steel floral tube 4 and the grouting anchor rod 5 at the same time, the geological structure of the middle and upper parts of the collapse cavity 1 can be fixed, the subsequent expansion of the collapse cavity 1 is prevented, the geological environment of the collapse cavity 1 area is improved, the stability of surrounding rocks around the collapse cavity 1 is ensured, and the backfilling and plugging operation of the middle and upper parts of the collapse cavity 1 in the later period is facilitated.
After the grouting operation is finished, the mesh 21 is arranged on the bearing support 2, the coarse aggregate earth and stone 6 is covered on the mesh 21, foam concrete is filled in the coarse aggregate earth and stone 6, and the sealing of the pithead at the middle upper part of the collapse cavity 1 is finished.
After the above operation, the primary support 71 and the secondary lining 72 are performed on the tunnel 7 face portion at the bottom of the collapse cavity 1, so that a closed gap is formed between the bearing support 2 and the tunnel 7 to form a closed cavity, and by constructing the closed cavity, the construction operation amount of the overall backfilling of the collapse cavity 1 can be reduced, and the repeated operation in the normal construction process of the tunnel 7 can be avoided.
In order to prevent the unstable side wall structure in the closed cavity from dropping and injuring the tunnel 7, the tunnel 7 needs to be constructed with the buffer layer 3 after the secondary lining 72 is performed, and the dropped rock mass and other structures can be buffered to prevent the influence on the structure of the tunnel 7.
When the secondary lining 72 is performed, the sand blowing port 73 is reserved, so that the sand blowing port 73 blows sand above the primary support 71, and the sand buffer layer 3 is formed above the primary support 71, namely at the bottom of the closed cavity, so that impact energy caused by falling of an unstable structure is effectively buffered, and the structure of the tunnel 7 is effectively protected.
By the treatment device for the tunnel collapse cavity, the cost of manpower and material resources for completely backfilling the collapse cavity 1 can be effectively reduced, and the safety of the tunnel 7 in the later construction and use process is ensured.
Referring to fig. 2-3, in combination with fig. 4, in one particular embodiment, the carrier 2 includes an inner ring flat frame 22, an outer ring flat frame 23, and connecting struts 24, and the inner ring flat frame 22, the outer ring flat frame 23, and the connecting struts 24 form an integral structure of the carrier 2, which can provide reliable support for the coarse aggregate concrete 6 and the foam concrete to be filled later.
After lifting in place and pressing down the carrier 2 as already described above, it is possible to fix the steel floral tube 4 embedded in the side wall of the collapsed cavity 1, requiring that the steel floral tube 4 be movably arranged on the carrier 2.
Specifically, the steel flower pipe 4 is movably and declined between the inner ring flat frame 22 and the outer ring flat frame 23, so that the end part of the steel flower pipe 4 is abutted against the side wall of the collapse cavity 1 in the lifting process of the bearing bracket 2, and the end part of the steel flower pipe 4 is more matched with the side wall of the collapse cavity 1 in a movable mode, thereby being beneficial to the upward sliding of the steel flower pipe 4 in the abutting state with the side wall.
In view of being convenient for the steel flower pipe 4 to play a role in connecting and supporting and fixing the bearing bracket 2, further, the steel flower pipe 4 comprises a connecting section 41 positioned at the position of the bearing bracket 2, and the connecting section 41 is detachably lapped on the inner ring flat frame 22 and is abutted against the lower part of the outer ring flat frame 23 to form the other frame state of the steel flower pipe 4 on the bearing bracket 2.
After the steel floral tube 4 is embedded and fixed on the side wall of the collapse cavity 1, the connecting section 41 can support the bearing bracket 2 under the action of the lever, so that the bearing bracket can reliably bear the subsequent backfilled coarse aggregate earth and stone 6 and filled foam concrete.
The mobility of the steel tube 4 is specifically such that it embeds in the side wall of the collapsed cavity 1 when the carrier stent 2 is depressed, while at the same time not being able to disengage the end of the steel tube 4 from its tight abutting relationship with the side wall of the collapsed cavity 1 when lifted. It is therefore necessary to take account of the mobility of the steel tube 4 and its relative fixing on the support frame 2 within a certain range during the lifting of the support frame 2.
In order to meet the above requirement, a tension spring 25 is connected between the outer ring flat frame 23 and the connecting section 41, specifically, when the side wall of the collapse cavity 1 blocks the end of the steel flower pipe 4 during lifting of the bearing bracket 2, the tension spring 25 can keep the steel flower pipe 4 in a relatively constant outward-stretching state by self-contraction elasticity, and the tail end of the steel flower pipe 4 can slide upwards in a state of abutting against the side wall of the collapse cavity 1 in the lifting process in combination with the arrangement mode that the steel flower pipe 4 obliquely extends downwards from inside to outside.
In order to ensure a reliable elastic force, the tension springs 25 are arranged on the two side walls of the connecting section 41 opposite to the outer ring flat frame 23, so that the outward stretching state of the steel tube 4 on the bearing bracket 2 can be ensured to the greatest extent.
After lifting in place, the tension spring 25 is in the maximum stretching state, the tension spring 25 can be restored to deform by pressing down the bearing bracket 2, meanwhile, the steel flower pipe 4 is embedded into the side wall of the collapse cavity 1 through the linkage effect, and the steel flower pipe 4 connecting section 41 which is lapped on the upper part of the inner ring flat frame 22 and is abutted against the lower part of the outer ring flat frame 23 is combined, so that the steel flower pipe 4 is clamped with the inner ring flat frame 22 and the outer ring flat frame 23 to form the supporting and fixing of the bearing bracket 2 under the action of the steel flower pipe 4.
The inner ring flat frame 22 and the outer ring flat frame 23 are specifically welded and assembled by screw steel, respectively comprise polygonal structures with the same number of sides, and are combined and connected through a connecting strut 24.
In order to enhance the overall structural stability of the bearing bracket 2, the connecting struts 24 are dispersed and distributed in the circumferential direction of the inner ring flat frame 22 and the outer ring flat frame 23, and each connecting strut 24 is simultaneously connected with the corner parts of the inner ring flat frame 22 and the outer ring flat frame 23.
The dispersed and distributed connecting struts 24 are gathered and cross-connected in the center of the bearing bracket 2 to form a bracket on the inner side of the inner ring flat frame 22, so that effective bearing of the subsequent backfill materials can be formed.
In order to ensure that the steel flower pipes 4 effectively support the bearing bracket 2, each steel flower pipe 4 is arranged in the middle of each side edge on the inner ring flat frame 22 and the outer ring flat frame 23, and interference between the steel flower pipes 4 and the connecting support rods 24 can be avoided, so that bearing force is distributed more uniformly on the inner ring flat frame 22 and the outer ring flat frame 23.
The grouting anchor 5 is obliquely inserted into the side wall of the upper part of the collapse cavity 1 after the bearing bracket 2 is fixed on the side wall of the upper part of the collapse cavity 1 through the steel floral tube 4 in another specific embodiment through the grouting anchor 5 and the angle of grouting of the upper part of the collapse cavity 1 through the steel floral tube 4.
The grouting anchor rod 5 is specifically inserted into the pithead part of the collapse cavity 1, is inserted from outside to inside in an inclined downward extending manner, performs grouting fixation on the area of the pithead part through the port of the insertion end of the grouting anchor rod 5, and stabilizes the geology of the pithead part. Specifically, the horizontal distance between the insertion end of the grouting anchor rod 5 and the side wall of the collapsed cavity 1 is not more than 50cm, so that grouting material is prevented from penetrating through the side wall of the pithead part, and material leakage is reduced.
The tip of steel pipe 4 includes ejection of compact tip port 43, is provided with lateral wall discharge gate 44 on the lateral wall that is close to the tip, and linkage segment 41 includes feed inlet 42, and ejection of compact tip port 43, lateral wall discharge gate 44 all communicate with each other with feed inlet 42, can be through feed inlet 42 to steel pipe 4 slip casting, make the thick liquids of injection fill into the lateral wall of caving in cavity 1 through ejection of compact tip port 43, lateral wall discharge gate 44, have effectively constituted the slip casting fixed to steel pipe 4 grafting position.
Through the grouting operation of the steel pipe 4 and the grouting anchor rod 5, the geology of the upper part of the middle part of the collapse cavity 1 can be stabilized, and further the subsequent backfilling and fixing of the upper part of the collapse cavity 1 are facilitated.
In this embodiment, the insertion end of the grouting anchor 5 is disposed above the position of the steel pipe 4, so as to form a state in which the steel pipe 4 and the grouting anchor 5 are vertically staggered.
It should be noted that, based on the divergent distribution of the steel tubes 4 on the carrying brackets 2, during the lifting of the carrying brackets 2, the rotation of the carrying brackets 2 is avoided as much as possible, so that the grouting anchors 5 can be arranged in the gaps of adjacent steel tubes 4.
The grouting anchor rod 5 is combined with the inserting mode of downwards extending from outside to inside and the embedding state of downwards extending from inside to outside of the steel flower pipe 4, so that grouting performed on a three-dimensional space can be facilitated, grouting fixation is performed on the top of the collapse cavity 1 more fully, and a grouting blank area is reduced.
After the steel floral tube 4 and the grouting anchor 5 are inserted in place, grouting is carried out on the grouting anchor 5 and the steel floral tube 4 through a concrete conveying pump 8, grouting holes are formed in the grouting anchor 5 and the steel floral tube 4, a discharge tip port and a side wall discharge port form a grouting hole of the steel floral tube 4, and a port at the insertion end of the grouting anchor 5 forms a grouting hole of the grouting anchor 5.
The concrete delivery pump 8 is connected with a hose 81, the hose 81 is connected with the grouting anchor rod 5 and the steel pipe 4, and the delivered concrete enters the inner part of the side wall of the middle upper part of the collapse cavity 1 through grouting Kong Chong, so that grouting fixation of the middle upper part of the collapse cavity 1 is realized.
After the grouting fixation is completed, the material which is backfilled later is carried by arranging a net piece 21 on the carrying bracket 2. The mesh 21 specifically comprises a reinforcing steel mesh 21 formed by welding reinforcing steel bars, is fully distributed on the bearing support 2 and welded and fixed with the bearing support 2, the coarse aggregate soil and stones 6 are fully filled in the space between the bearing support 2 and the pithead part of the collapse cavity 1, and the gap between the coarse aggregate soil and stones 6 is fully filled with foam concrete, so that the plugging operation of the middle upper part of the collapse cavity 1 is completed.
After this, the bottom area of the collapsed cavity 1 needs to be treated. Specifically, after the plugging operation is completed, the tunnel 7 face portion at the bottom of the collapse cavity 1 is subjected to primary support 71 and secondary lining 72, and since the near-end region of the face portion has completed the primary support 71, the face portion at the bottom of the collapse cavity 1 can be subjected to primary support 71 and secondary lining 72 simultaneously by the diving platform operation during the operation, so that the construction efficiency is improved, and the treatment effect on the bottom of the collapse cavity 1 is ensured.
After the primary support 71 and the secondary lining 72 are performed, a closed cavity is formed by the space gap between the bearing support 2 and the top of the tunnel 7, and in order to protect the self structure of the tunnel 7 and prevent the unstable structure of the side wall in the closed space from dropping and injuring the tunnel 7, the buffer layer 3 needs to be considered to be arranged at the bottom of the closed cavity.
Specifically, the buffer layer 3 is specifically formed by a sand layer, the secondary lining 72 is reserved with a sand blowing port 73, the sand is blown into the closed cavity through the sand blowing port 73, so that blown fine sand is precipitated above the primary support 71, and when an unstable structure in the closed space falls, the impact energy of falling objects can be absorbed and released through the sand layer, so that the falling objects are effectively buffered, and the body structure of the tunnel 7 is effectively protected.
The treatment device for the tunnel collapse cavity can treat the collapse cavity 1 in a selective backfilling mode, and meets the treatment of the top-bottom permeable collapse part.
The application also provides a method for treating the tunnel collapse cavity, which is carried out according to the device for treating the tunnel collapse cavity and comprises the following steps of:
the bottom of the collapse cavity 1 is cleaned, collapsed objects are cleaned outwards from the face area in the tunnel 7, the bearing support 2 is lifted from bottom to top through the pit mouth in the upper portion of the collapse cavity 1, the bearing support 2 comprises steel flower pipes 4 which are arranged in a divergent mode, when the bearing support 2 is lifted to the top of the collapse cavity 1, the bearing support 2 is pressed down, and the steel flower pipes 4 which are distributed in a divergent mode are embedded into the side wall of the collapse cavity 1.
The steel flower pipe 4 on the bearing support 2 is fixed in position in the circumferential direction, the steel flower pipe 4 is prevented from rotating when the bearing support 2 is lifted, grouting anchor rods 5 are obliquely driven into the pithead part at the upper part of the collapse cavity 1 according to the distribution relation of the steel flower pipe 4 on the bearing support 2, the grouting anchor rods 5 are specifically and dispersedly arranged in the circumferential direction of the pithead part, and the grouting anchor rods 5 are obliquely arranged in gaps between adjacent steel flower pipes 4 according to the distribution position of the steel flower pipe 4 on the bearing support 2.
Meanwhile, in the process of driving the grouting anchor rod 5, the position relation of the grouting anchor rod 5 and the steel flower pipe 4 which are distributed in a vertically staggered mode needs to be kept, and the situation that the end part of the grouting anchor rod 5 protrudes out of the side wall of the pit opening part is avoided.
Grouting is carried out on the top side wall of the collapse cavity 1 through the steel floral tube 4 and the grouting anchor rod 5 so as to strengthen surrounding rocks at the middle upper part of the collapse cavity 1, and the injected grouting material is injected into the top side wall of the collapse cavity 1 through the steel floral tube 4 and the grouting Kong Chong of the grouting anchor rod 5.
After the top of the collapse cavity 1 is grouted, a net piece 21 is installed on the bearing support 2, coarse aggregate earth and stone 6 is covered on the net piece 21, then foam concrete is filled in the coarse aggregate earth and stone 6, the coagulation and fixation of the middle upper part of the collapse cavity 1 are completed, after the operation is completed, the middle upper part of the collapse cavity 1 is blocked, the collapse area is prevented from being further enlarged, and meanwhile the subsequent treatment of the bottom of the collapse cavity 1 is facilitated.
After the plugging operation is completed, the primary support 71 and the secondary lining 72 of the tunnel 7 are carried out on the face part at the bottom of the collapse cavity 1, so that a closed cavity is formed between the bearing support 2 and the tunnel 7, and continuous construction of the primary support 71 and the secondary lining 72 can be carried out on the face part at the bottom of the collapse cavity 1 through the diving platform operation.
In order to prevent the unstable structure in the closed cavity from dropping and injuring the tunnel 7, the buffer layer 3 needs to be disposed at the bottom of the collapsed cavity 1. Specifically, a sand blowing port 73 is reserved at the top of the secondary lining 72, sand is blown to the upper side of the primary support 71 through the sand blowing port 73, and a buffer layer 3 positioned at the bottom of the closed cavity is formed and used for preventing unstable rock mass on the side wall of the collapsed cavity 1 from falling and smashing the secondary lining 72, so that the safety of the structure of the tunnel 7 is ensured.
In order to further cushion the drop, a flexible isolation layer 74 may be constructed on top of the sand layer after blowing sand over the primary support 71. Specifically, after blowing the sand, the form of flexible silica gel particles can be introduced into the closed cavity through the sand blowing port 73, so that the flexible silica gel particles are distributed on the upper part of the sand layer, and the impact energy of the falling objects is further released.
The flexible silica gel particles are fed into the closed cavity through a pneumatic conveying pipeline connected in the sand blowing port 73 in a penetrating way, after the feeding is completed, the pneumatic conveying pipeline is pulled out, and the sand blowing port 73 is plugged, so that the treatment of the tunnel collapse cavity is completed.
By the method for processing the collapse cavity of the tunnel, the expansion of the collapse area can be avoided to the greatest extent, meanwhile, the downward pressure of the material on the tunnel 7 after the collapse cavity 1 is completely backfilled can be reduced, and the safety of the tunnel 7 during operation is ensured.
The treatment device for the tunnel collapse cavity is mainly applied to the deeper upper and lower permeable collapse cavity, and the middle and upper parts of the collapse cavity are plugged, so that a closed cavity is formed between the bearing support 2 and the tunnel 7, and the overall landfill is reduced.
It should be noted that the features of the embodiments of the present application may be combined with each other without conflict.
The above description is only of the preferred embodiments of the present application and is not intended to limit the present application, but various modifications and variations can be made to the present application by those skilled in the art. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present application should be included in the protection scope of the present application.
Claims (10)
1. A tunnel collapse cavity treatment device, comprising: the bearing support is positioned at the middle upper part of the collapse cavity and the buffer layer is positioned at the bottom of the collapse cavity, and comprises steel flower pipes which are arranged in a divergent manner and can be embedded into the side walls of the collapse cavity;
grouting anchor rods are arranged at the pithead part at the upper part of the collapse cavity, are distributed and arranged in the circumferential direction of the pithead part, are arranged in gaps between adjacent steel flower pipes, and are used for grouting and fixing the top of the collapse cavity through the grouting anchor rods and the steel flower pipes;
the bearing support is provided with a net sheet, coarse aggregate earth and stones are covered on the net sheet, and foam concrete is filled in the coarse aggregate earth and stones;
the bottom of cavity that collapses is provided with the primary support and the secondary lining in tunnel, bear the weight of the support with be provided with the clearance between the tunnel, it blows the sand mouth to reserve on the secondary lining, the buffer layer passes through blow the sand mouth to blow the sand formation in the top of primary support.
2. The tunnel collapse cavity treatment device according to claim 1, wherein the bearing bracket comprises an inner ring flat frame, an outer ring flat frame and a connecting strut, and the steel pipe is movably arranged between the inner ring flat frame and the outer ring flat frame in a declining manner.
3. The tunnel collapse cavity treatment device according to claim 2, wherein the steel flower pipe comprises a connecting section, the connecting section is detachably lapped on the inner ring flat frame and is abutted to the lower part of the outer ring flat frame, a tension spring is connected between the outer ring flat frame and the connecting section, and the tension spring is arranged on pipe walls of two sides of the connecting section opposite to the outer ring flat frame.
4. The device for treating a tunnel collapse cavity according to claim 1, wherein the grouting anchor rod is obliquely inserted into the side wall of the upper middle portion of the collapse cavity, and the horizontal distance between the insertion end of the grouting anchor rod and the side wall is not more than 50cm.
5. The device for treating a tunnel collapse cavity according to claim 4, wherein the insertion end of the grouting anchor rod is arranged above the position of the steel flowtube, and the steel flowtube and the grouting anchor rod are distributed in a vertically staggered mode.
6. The device for treating a tunnel collapse cavity according to claim 4, wherein grouting holes are formed in the grouting anchor rod and the steel pipe, grouting is carried out on the grouting anchor rod and the steel pipe through a concrete conveying pump, the concrete conveying pump is connected with a hose, the hose is connected with the grouting anchor rod and the steel pipe, and the concrete which is conveyed in is injected into the inner side wall of the upper part of the collapse cavity through grouting Kong Chong.
7. The device for treating a tunnel collapse cavity according to claim 1, wherein the mesh is fully distributed on the bearing support and welded and fixed with the bearing support, the coarse aggregate earth and stone is filled in the space between the bearing support and the collapse cavity pithead part, and the foam concrete is filled in the gap between the coarse aggregate earth and stone.
8. The device for treating a collapsed cavity of a tunnel according to claim 1, wherein after primary supporting and secondary lining of the tunnel at the bottom of the collapsed cavity, a gap between the bearing support and the top of the tunnel is made to form a closed cavity, and the buffer layer is provided at the bottom of the closed cavity.
9. A method of treating a tunnel collapse cavity, performed by a treatment device according to any one of claims 1-8, comprising the steps of:
lifting a bearing support at the face part at the bottom of the collapse cavity, wherein the bearing support comprises steel flower pipes which are divergently arranged, and when the bearing support is lifted to the top of the collapse cavity, the bearing support is pressed down to enable the divergently distributed steel flower pipes to be embedded into the side wall of the collapse cavity;
obliquely driving grouting anchor rods into the pithead part at the upper part of the collapse cavity, wherein the grouting anchor rods are distributed and arranged in the circumferential direction of the pithead part and are arranged in gaps between adjacent steel flower pipes;
grouting the top side wall of the collapse cavity through the steel flowtube and the grouting anchor rod to strengthen surrounding rocks at the middle upper part of the collapse cavity;
after top grouting is completed, installing a net sheet on the bearing support, covering coarse aggregate earth and stones on the net sheet, and then filling foam concrete into the coarse aggregate earth and stones to complete coagulation and fixation of the upper part in the collapse cavity;
primary support and secondary lining of the tunnel are carried out on the face part at the bottom of the collapse cavity, so that a closed cavity is formed between the bearing bracket and the tunnel;
a sand blowing opening is reserved at the top of the secondary lining, sand is blown to the upper part of the primary support through the sand blowing opening, a buffer layer positioned at the bottom of the closed cavity is formed, and the buffer layer is used for preventing unstable rock mass on the side wall of the collapsed cavity from falling and injuring the secondary lining;
and after the blowing of the sand is completed, the sand blowing opening is blocked, and the treatment of the collapse cavity of the tunnel is completed.
10. The method for treating a tunnel collapse cavity according to claim 9, further comprising the construction of a flexible isolation layer after blowing sand to the upper side of the primary support, wherein the construction of the flexible isolation layer comprises the step of introducing flexible silica gel particles through the sand blowing port, and the flexible silica gel particles are fed into the closed cavity through a pneumatic conveying pipeline penetrating through the sand blowing port.
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