CN110630277A - Protective structure and construction method for existing tunnel under short-distance crossing working condition of shield - Google Patents
Protective structure and construction method for existing tunnel under short-distance crossing working condition of shield Download PDFInfo
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- CN110630277A CN110630277A CN201911022433.6A CN201911022433A CN110630277A CN 110630277 A CN110630277 A CN 110630277A CN 201911022433 A CN201911022433 A CN 201911022433A CN 110630277 A CN110630277 A CN 110630277A
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- 230000001681 protective effect Effects 0.000 title claims abstract description 66
- 238000010276 construction Methods 0.000 title claims abstract description 18
- 239000002184 metal Substances 0.000 claims abstract description 103
- 239000011152 fibreglass Substances 0.000 claims abstract description 62
- 239000002689 soil Substances 0.000 claims abstract description 45
- 238000005086 pumping Methods 0.000 claims abstract description 25
- 230000002787 reinforcement Effects 0.000 claims abstract description 8
- 230000003014 reinforcing effect Effects 0.000 claims description 19
- 238000007789 sealing Methods 0.000 claims description 14
- 238000000034 method Methods 0.000 claims description 13
- 239000011083 cement mortar Substances 0.000 claims description 12
- 230000008569 process Effects 0.000 claims description 11
- 239000007787 solid Substances 0.000 claims description 9
- 239000004575 stone Substances 0.000 claims description 8
- 230000035515 penetration Effects 0.000 claims description 7
- 229920002635 polyurethane Polymers 0.000 claims description 7
- 239000004814 polyurethane Substances 0.000 claims description 7
- 238000012805 post-processing Methods 0.000 claims description 3
- 239000007769 metal material Substances 0.000 claims description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 abstract description 29
- 230000009977 dual effect Effects 0.000 abstract 1
- 239000011148 porous material Substances 0.000 description 9
- 230000009471 action Effects 0.000 description 7
- 239000011521 glass Substances 0.000 description 6
- 239000011440 grout Substances 0.000 description 6
- 238000007569 slipcasting Methods 0.000 description 6
- 229910000831 Steel Inorganic materials 0.000 description 5
- 239000012466 permeate Substances 0.000 description 5
- 239000010959 steel Substances 0.000 description 5
- 238000009412 basement excavation Methods 0.000 description 4
- 230000000694 effects Effects 0.000 description 4
- 239000002245 particle Substances 0.000 description 4
- 230000003139 buffering effect Effects 0.000 description 3
- 238000009792 diffusion process Methods 0.000 description 3
- 238000002347 injection Methods 0.000 description 3
- 239000007924 injection Substances 0.000 description 3
- 239000000463 material Substances 0.000 description 3
- 238000012986 modification Methods 0.000 description 3
- 230000004048 modification Effects 0.000 description 3
- 238000011084 recovery Methods 0.000 description 3
- 239000011435 rock Substances 0.000 description 3
- 238000004026 adhesive bonding Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 2
- 230000006835 compression Effects 0.000 description 2
- 238000007906 compression Methods 0.000 description 2
- 238000013461 design Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000001125 extrusion Methods 0.000 description 2
- 230000000149 penetrating effect Effects 0.000 description 2
- 239000002002 slurry Substances 0.000 description 2
- 239000000243 solution Substances 0.000 description 2
- 230000005641 tunneling Effects 0.000 description 2
- 230000008859 change Effects 0.000 description 1
- 238000005056 compaction Methods 0.000 description 1
- 230000008602 contraction Effects 0.000 description 1
- 230000008094 contradictory effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 229920001971 elastomer Polymers 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 238000003825 pressing Methods 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 230000001105 regulatory effect Effects 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- 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
- E21D11/08—Lining with building materials with preformed concrete slabs
-
- 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
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
- E21D20/021—Grouting with inorganic components, e.g. cement
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/0026—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by constructional features of the bolts
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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
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Geology (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Chemical & Material Sciences (AREA)
- Inorganic Chemistry (AREA)
- Environmental & Geological Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a protective structure and a construction method of an existing tunnel under the working condition of short-distance crossing of a shield, belonging to the technical field of subway tunnel structure reinforcement and protection, wherein the protective structure is arranged at a segment grouting hole; the protective cover is fixed on the inner surface of the pipe piece, and the pumping pipe is communicated with the protective cover and the vacuum pump; an opening metal sleeve is arranged in the protective cover, the top end of the opening metal sleeve is contacted with the protective cover, the bottom of the opening metal sleeve is connected with one end of a metal pipe section, the metal pipe section is embedded in the grouting hole, and a pressure relief opening is arranged on the opening metal sleeve in the circumferential direction at a position close to the grouting hole; a pressure spring is arranged in the opening metal sleeve, the top end of the pressure spring is fixed on the protective cover, and the bottom end of the pressure spring is connected with a pressure relief piston; the pressure relief piston is arranged in the metal pipe section; outside the tunnel, one end of the glass fiber reinforced plastic hollow anchor rod is connected with a metal pipe section in the grouting hole, and a reserved small hole is formed in the surface of the glass fiber reinforced plastic hollow anchor rod in the annular direction. The invention has the dual functions of water pressure relief and soil pressure relief, and utilizes the glass fiber reinforced plastic hollow anchor rod for connection and reinforcement.
Description
Technical Field
The invention belongs to the technical field of subway tunnel structure reinforcement and protection, and particularly relates to a protective structure and a construction method of an existing tunnel under the working condition of short-distance crossing of a shield, which are suitable for protecting the structure of the existing tunnel under the working condition of short-distance crossing of the shield, and are particularly suitable for deformation prevention and control under the action of uneven grouting and soil extrusion additional load applied to the annular direction of the existing tunnel.
Background
The urban subway is convenient to go out, urban traffic congestion can be effectively relieved, and many domestic cities begin subway engineering construction. With the development of subway wire nets, more and more working conditions that the shield passes through the existing tunnel in a short distance appear in the urban shallow stratum space.
The shield is large in construction risk in short-distance crossing, and the stratum is often reinforced by adopting an advanced pre-grouting method. The grout injected into the soil layer has high control requirement, the injection amount is too small to achieve the expected reinforcing effect, the injection amount is too large to easily cause the grout to flow randomly, and the diffusion process, the diffusion range and the filling compaction degree of the grout are difficult to accurately control. Therefore, in practical engineering, the short-distance crossing of the shield often has deformation influence on the existing tunnel in the circumferential direction and the longitudinal direction due to advanced grouting, and certain protective measures need to be taken to protect the existing tunnel. The existing tunnel protection measures which are applied more at present comprise measures of reinforcing by annular grouting, arranging a fixed anchor rod, a pressure relief hole and the like. The diffusion range of the annular grouting is difficult to control, and a large amount of grout is often injected to reinforce a certain area, so that additional pollution is caused to the environment; the arrangement of the anchor rods under the multi-line overlapping working condition can influence the subsequent excavation of the newly-built shield tunnel; set up the pressure release hole and often just let out water pressure, alleviate the come-up deformation of shield tunnel, and pressure relief device itself is simple, can further develop in the functionality.
In summary, the prior art generally has the problems of poor protection effect, influence on subsequent adjacent shield excavation, incomplete functions and the like, and needs to be solved by improving the technology urgently.
Disclosure of Invention
The invention aims to overcome the defects in the prior art and provides a protective structure and a construction method of an existing tunnel under the working condition of short-distance crossing of a shield.
In order to realize the technical purpose, the invention adopts the following technical scheme:
a shield constructs the protective structure of the existing tunnel under the short-range crossing working condition, the protective structure is set up in the grouting hole of the segment; the device comprises a protective cover, a pressure spring, a pumping pipe, an opening metal sleeve, a pressure relief opening, a pressure relief piston, a metal pipe section, a glass fiber reinforced plastic hollow anchor rod, a reserved small hole and a vacuum pump;
in the tunnel, a protective cover is fixed on the inner surface of the segment and covers the grouting holes, one end of the pumping pipe is communicated with the protective cover, and the other end of the pumping pipe is communicated with a vacuum pump; an opening metal sleeve is arranged in the protective cover, the top end of the opening metal sleeve is contacted with the protective cover, the bottom of the opening metal sleeve is connected with one end of a metal pipe section, the metal pipe section is embedded in the grouting hole, and a pressure relief opening is arranged on the opening metal sleeve in the circumferential direction at a position close to the grouting hole; a pressure spring is arranged in the opening metal sleeve, the top end of the pressure spring is fixed on the protective cover, and the bottom end of the pressure spring is connected with a pressure relief piston; the pressure relief piston is arranged in the metal pipe section;
outside the tunnel, one end of the glass fiber reinforced plastic hollow anchor rod is connected with a metal pipe section in the grouting hole, and a reserved small hole is formed in the surface of the glass fiber reinforced plastic hollow anchor rod in the annular direction.
Preferably, a plurality of polyurethane waterproof rings are arranged at the contact part of the outer surface of the metal pipe section and the pipe piece.
Preferably, the other end of the glass fiber reinforced plastic hollow anchor rod is provided with a metal anchor tip, and the glass fiber reinforced plastic hollow anchor rod and the metal anchor tip can be connected through threads.
Preferably, the anchor tip is made of a hard metal material.
Preferably, the pressure relief piston is cylindrical, the height of the pressure relief piston is the same as the wall thickness of the pipe piece, and the outer diameter of the pressure relief piston is slightly smaller than the inner diameter of the metal pipe section.
Preferably, the pressure relief piston comprises an upper solid sealing layer and a lower glued transparent stone layer, and the two layers can be fixed through gluing.
Preferably, the metal pipe section is embedded in the grouting hole, the outer diameter of the metal pipe section is slightly smaller than the inner diameter of the grouting hole, the metal pipe section is in threaded connection with the glass fiber reinforced plastic hollow anchor rod and the opening metal sleeve, the outer diameter of the pressure relief piston is slightly smaller than the inner diameters of the metal pipe section and the opening metal sleeve, and the pressure relief piston slides in the metal pipe section and the opening metal sleeve.
Preferably, each ring of the glass fiber reinforced plastic hollow anchor rod is provided with 3-4 rings, and the distance between every two rings is 10-20 cm.
Preferably, the protective cover is fixed inside the pipe piece through a rivet, the protective cover is fully attached to the pipe piece, and certain sealing treatment is carried out at a gap. The protective cover material can be toughened transparent glass.
The second purpose of the invention is to provide a construction method of the existing tunnel protection structure under the shield short-distance crossing working condition, which comprises the following steps:
1) marking the position of a grouting hole to be treated on a duct piece in advance before construction; a plurality of grouting holes are distributed in the tunnel annularly, multiple rings are taken from the left and the right respectively by taking the central axis of penetration of the shield as the center, and reinforcement protection is carried out by the rings or the spacing rings one by one;
2) installing the glass fiber reinforced plastic hollow anchor rod: connecting a metal pipe section to the tail part of the glass fiber reinforced plastic hollow anchor rod through threads, driving the treated glass fiber reinforced plastic hollow anchor rod into a wall rear soil layer through a grouting hole by utilizing pressing-in equipment, and filling cement mortar into an annular gap between the metal pipe section and the grouting hole for sealing;
3) grouting and reinforcing the glass fiber reinforced plastic hollow anchor rod: after the glass fiber reinforced plastic hollow anchor rod is installed, cement mortar is directly injected to fill the glass fiber reinforced plastic hollow anchor rod, and a surrounding soil layer is reinforced;
4) installing an internal protection structure: a pressure relief piston is required to be arranged inside a metal pipe section close to a grouting hole on one side through which the shield passes, then an opening metal sleeve is fixed on the metal pipe section through threaded connection, and a protective cover is arranged in place after the initial elasticity of a pressure spring is adjusted;
5) the pressure relief device works: connecting the pumping pipe to a vacuum pump, and starting the vacuum pump to work in the shield crossing process;
6) and (3) post-processing: after the influence caused by the penetration of the shield is stable, the vacuum pump is closed, the protective cover, the pressure spring, the pumping pipe, the opening metal sleeve and the pressure relief piston are removed, cement mortar is directly injected to fill the glass fiber reinforced plastic hollow anchor rod, and the grouting hole is sealed.
The invention has the beneficial effects that:
1) perfecting pressure relief device and regulating water and soil pressure
The protection structure integrates the functions of water pressure relief and soil pressure relief, and adopts a two-stage pressure relief mode. Along with the contraction of the pressure spring, the pressure relief piston moves upwards, the solid sealing layer is separated from the inner surface of the pipe piece, the rubber permeable stone layer is exposed, the water in the soil layer begins to be discharged, and the pressure relief of the excess pore water pressure is carried out; if the soil and water pressure on the outside of the segment is too high, and the requirement cannot be met only by the sluicing pressure, the pressure spring can be further compressed, the pressure relief piston continues to move upwards until the glued permeable rock layer is completely separated from the inner surface of the segment, the whole pressure relief piston is exposed, soil particles and moisture begin to be discharged, and the soil pressure and the water pressure in the outside soil layer are released simultaneously; after the external water and soil pressure recovers to be normal, the pressure spring rebounds gradually under the action of initial elastic force, the pressure relief piston is pressed back to the inside of the grouting hole, and the automatic pressure relief process is completed.
2) Specially designed glass fiber reinforced plastic anchor rod beneficial to pressure relief and reinforcement
The glass fiber reinforced plastic hollow anchor rod is provided with a reserved small hole along the annular direction and extends into a soil layer, and the soil layer in a certain range of the annular direction of the existing tunnel can be subjected to adjustment of super-pore water pressure and soil layer additional stress in the pressure relief process; and in the slip casting process, reserve the aperture and regard as the slip casting hole, shunt into the aperture slip casting with the centralized slip casting mode originally, during the grout of injection can evenly permeate to surrounding soil layer, make glass steel hollow anchor rod better with the reinforcement effect of surrounding soil layer, avoid the secondary influence of slip casting simultaneously. In addition, the glass fiber reinforced plastic anchor rod is used as an environment-friendly material and left in a soil body, so that the environment cannot be polluted, and the material is easy to cut. The glass fiber reinforced plastic anchor rod is adopted to replace a conventional anchor rod, so that the purpose of reinforcing the existing tunnel can be achieved, and influence on subsequent adjacent shield pipeline excavation can be avoided.
3) The reinforcing structure is preset to reduce the crossing hazard
No matter the pressure relief device or the anchor rod structure is installed before the shield penetrates, the flexible design and the collocation can be carried out according to the requirements of actual working conditions, the effects of pressure buffering, tensile strength and soil layer reinforcement are respectively achieved in the penetrating process, and the influence and the harm to the existing tunnel caused by the short-distance penetration of the shield are reduced.
4) The assembly is quick and convenient to recover
The protective cover, the pressure spring, the pumping pipe, the opening metal sleeve and the pressure relief piston are all prefabricated in a factory, the field assembly is rapid, the construction is convenient, and after the shield passes through the shield stably, all or part of the shield can be recycled, so that the cost is saved.
Drawings
FIG. 1 is a schematic view of the overall structure of the present invention;
FIG. 2 is a schematic view of a partial structure of a pressure relief device;
3-5 are schematic views of the working process of the pressure relief device;
FIG. 6 is a schematic diagram of an existing tunnel reinforcing scheme under a shield short-distance upward-passing working condition;
FIG. 7 is a schematic diagram of an existing tunnel reinforcing scheme under a shield short-distance downward-penetrating working condition;
FIG. 8 is a schematic view of the arrangement of the reinforcing structure of the present invention along the longitudinal direction of an existing tunnel;
FIG. 9 is a schematic view of the pressure relief process of the present invention;
description of reference numerals: a protective cover 1; a pressure spring 2; a pumping pipe 3; a rivet 4; an open metal sleeve 5; a polyurethane waterproof ring 6; a pressure relief port 7; a pressure relief piston 8; a solid sealing layer 9; cementing a permeable stone layer 10; a metal tube segment 11; a glass fiber reinforced plastic hollow anchor rod 12; a reserved small hole 13; an anchor tip 14; a grouting hole 15; a vacuum pump 16.
Detailed Description
The present invention will be further described with reference to the following examples. The following examples are set forth merely to aid in the understanding of the invention. It should be noted that, for those skilled in the art, it is possible to make various improvements and modifications to the present invention without departing from the principle of the present invention, and those improvements and modifications also fall within the scope of the claims of the present invention.
In addition, technical solutions between various embodiments may be combined with each other, but must be realized by a person skilled in the art, and when the technical solutions are contradictory or cannot be realized, such a combination should not be considered to exist, and is not within the protection scope of the present application.
As shown in fig. 1 to 8, the protection structure for an existing tunnel under a shield short-distance crossing condition provided in this embodiment is disposed at a segment grouting hole 15; the device comprises a protective cover 1, a pressure spring 2, a pumping pipe 3, a rivet 4, an opening metal sleeve 5, a polyurethane waterproof ring 6, a pressure relief opening 7, a pressure relief piston 8, a solid sealing layer 9, a glued permeable stone layer 10, a metal pipe section 11, a glass fiber reinforced plastic hollow anchor rod 12, a reserved small hole 13, an anchor tip 14, a grouting hole 15 and a vacuum pump 16; in the tunnel, a protective cover 1 is fixed on the inner surface of a segment through rivets 4 and covers a grouting hole 15, one end of a pumping pipe 3 is connected with the protective cover 1, and the other end of the pumping pipe is connected with a vacuum pump 16; an opening metal sleeve 5 is arranged in the protective cover 1, the top end of the opening metal sleeve 5 is in contact with the protective cover 1, the bottom of the opening metal sleeve 5 is connected with a metal pipe section 11, and a rectangular pressure relief opening 7 is arranged on the opening metal sleeve 5 in the position close to the grouting hole 15 along the annular direction; a pressure spring 2 is arranged in the opening metal sleeve 5, the top end of the pressure spring 2 is fixed on the protective cover 1, and the bottom end of the pressure spring is connected with a pressure relief piston 8; the metal pipe section 11 is embedded in the grouting hole 15; outside the tunnel, one end of the glass fiber reinforced plastic hollow anchor rod 12 is connected with the metal pipe section 11 in the grouting hole 15, the other end is provided with a metal anchor tip 14, and the surface of the glass fiber reinforced plastic hollow anchor rod 12 is annularly provided with a reserved small hole 13.
Before the shield passes through the inner surface of the pipe piece in a short distance, a structure shown in figure 1 is installed in advance. When the pressure relief piston 8 is under the action of external excess pore water pressure and soil additional load, the lower surface of the pressure relief piston 8 is extruded, the pressure spring 2 is compressed, and the pressure relief piston 8 moves upwards; because the upper layer of the pressure relief piston 8 is a solid sealing layer 9, water and soil are not allowed to pass through, the lower layer is a glued permeable rock layer 10, water can be allowed to permeate, and the two layers are fixed through gluing. When the solid sealing layer 9 on the upper layer of the pressure relief piston 8 is completely exposed out of the inner surface of the duct piece, the vacuum pump 16 is started, water is partially divided into the protective cover 1 under the action of external pressure and is discharged through the pumping pipe 2, the excess pore water pressure outside the duct piece begins to drop, when the pure water pressure cannot meet the requirement, the external pressure continues to compress the pressure spring 2, and the pressure relief piston 8 further moves upwards; when the glued permeable rock layer 10 is completely exposed out of the inner surface of the segment, water pressure and soil pressure are released simultaneously, and water and soil pressed in from the outside are discharged through the pumping pipe 2; after pressure relief, the water and soil pressure outside the segment is reduced to a normal level, and under the action of the initial stress of the pressure spring 2, the pressure relief piston 8 returns to the original position again to block the grouting hole 15; after the influence caused by penetration is stable, the recovery pressure relief device is dismantled, cement mortar is injected to fill the glass fiber reinforced plastic hollow anchor rod 12, and the grouting hole 15 is sealed and filled.
As shown in fig. 1, the metal pipe section 11 is embedded and fixed in the grouting hole 15, and two polyurethane isolating rings 6 are annularly arranged on the contact surface of the metal pipe section and the grouting hole for preventing water; the outside of the metal pipe section 11 is connected with the glass fiber reinforced plastic hollow anchor rod 12 through threads, the top of the metal pipe section is connected with the opening metal sleeve 5 through threads, and the pressure relief piston 8 can move up and down in the opening metal sleeve 5 and the metal pipe section 11 according to the change of external pressure; the protective cover 1 is fixed on the surface of the inner wall of the pipe piece through a rivet 4, an opening metal sleeve 5 and a pressure spring 2 are connected inside the protective cover 1, a small hole is reserved on the side surface of the protective cover 1 and is connected with a pumping pipe 3 and a vacuum pump 16, so that soil particles and water discharged into the protective cover 1 can be conveniently pumped subsequently; the top of the glass fiber reinforced plastic hollow anchor rod 12 is provided with an anchor tip 14, the surface of the glass fiber reinforced plastic hollow anchor rod is provided with reserved small holes 13 at intervals along the circumferential direction, the reserved small holes 13 are used as pressure relief holes in the front stage and are used as grouting holes in the back stage internal grouting process.
As shown in fig. 2, the open metal sleeve 5, the pressure relief piston 8 and the metal pipe segment 11 are separated from each other. A plurality of rectangular pressure relief ports 7 are arranged at the lower position of the upper opening metal pipe sleeve 5 along the annular direction; two polyurethane waterproof rings 6 are arranged on the surface of the lower metal pipe section 11 along the annular direction, and the lower part of the lower metal pipe section is connected with the glass fiber reinforced plastic hollow anchor rod 12 through threads; the upper opening metal sleeve 5 is connected with the lower metal pipe section 11 through threads, and the inner diameters of the upper opening metal sleeve and the lower opening metal sleeve are slightly larger than the outer diameter of the pressure relief piston 8.
As shown in fig. 3, when an external soil layer is affected by adjacent shield excavation, the excess pore water pressure in the soil body and the additional load of the soil body extrude the lower surface of the internal pressure relief piston 8 through the reserved small hole 13 on the surface of the glass fiber reinforced plastic hollow anchor rod 12, when the external pressure is greater than the initial pressure of the pressure spring 2, the pressure spring 2 starts to contract, and the pressure relief piston 8 moves upwards; when the upper solid sealing layer 9 of the pressure relief piston 8 is not completely exposed out of the inner surface of the pipe piece, the whole pressure relief device is still in a closed state.
As shown in fig. 4, when the external pressure continues to increase, the compression spring 2 continues to be compressed, the pressure relief piston 8 further moves upwards, after the solid sealing layer 9 completely exposes out of the inner wall of the duct piece, the glued permeable stone layer 10 contacts with the inner wall, and under the action of the external pressure, moisture can flow into the protective cover 1 through the glued permeable stone layer 10; at this time, the vacuum pump 16 is turned on to pump out the discharged water through the pumping pipe 3, thereby reducing the excess pore water pressure outside the segment.
As shown in fig. 5, when the requirement cannot be met only by the drainage pressure, the compression spring 2 will be compressed continuously, the pressure relief piston 8 will move further upward, and after the glued permeable stone layer 10 is exposed out of the inner wall of the segment, part of the moisture and soil particles will be pressed into the protective cover 1 under the action of external pressure; at this time, the vacuum pump 16 pumps out part of the discharged water and soil particles through the pumping pipe 3, thereby reducing the water and soil pressure outside the segment.
The construction method of the existing tunnel protection structure under the shield short-distance crossing working condition, as shown in fig. 9, includes the following steps:
1) and (3) designing a reinforcing scheme: as shown in fig. 6, under the working condition that the shield penetrates the existing tunnel at a short distance, 6 grouting holes 15 are analyzed according to the ring direction of the segment, and the segment is sequentially named as a, b, c, d, e and f in the clockwise direction. The grouting holes 15 at the positions b, c and d are provided with corresponding pressure relief devices, and the pressure relief devices comprise a protective cover 1 and pressure relief devices inside the grouting holes 15 and are used for buffering excess pore water pressure and soil additional load caused by tunneling of an upper shield; a. and e, only installing the glass fiber reinforced plastic hollow anchor rod 12 in the grouting holes 15 at the three positions of f and e, and then directly injecting cement mortar to fill the glass fiber reinforced plastic hollow anchor rod 12, wherein the small reserved holes 13 are formed in the surface of the glass fiber reinforced plastic hollow anchor rod 12, so that the injected slurry can uniformly permeate into the surrounding soil layer, and the reinforcing effect of the glass fiber reinforced plastic hollow anchor rod 12 and the surrounding soil layer is better.
As shown in fig. 7, under the working condition that the shield penetrates the existing tunnel at a short distance, 6 grouting holes 15 are analyzed according to the annular direction of the segment, and the analysis is sequentially named as a, b, c, d, e and f in the clockwise direction. The grouting holes 15 at the three positions a, b and f are provided with corresponding protection structures for buffering the excess pore water pressure and the soil body additional load caused by the lower shield tunneling; c. d, the slip casting hole 15 of three department of e only installs glass steel hollow anchor 12, later directly pours into cement mortar and fills glass steel hollow anchor 12 into, because glass steel hollow anchor 12 surface sets up reservation aperture 13, the grout of pouring into can evenly permeate to in the soil layer around, makes glass steel hollow anchor 12 and the reinforcing effect of soil layer around better.
As shown in fig. 8, five-ring segments are taken along the longitudinal direction of the existing tunnel as reference, the protection structure related to the invention is arranged at intervals of one ring, each ring segment is provided with six grouting holes, glass fiber reinforced plastic hollow anchor rods 12 are respectively arranged, and a protection cover 1 and a corresponding protection structure are arranged at the designed position according to the reinforcing scheme; because the pipe sheet rings are assembled in a staggered joint mode, the grouting holes 15 are not in the uniform position, and the installed glass fiber reinforced plastic hollow anchor rods 12 are arranged in the soil layer in a staggered mode, so that the pressure relief and grouting effects are better; taking the shield penetrating through the central axis as a center, respectively taking 5 rings from the left and the right, and reinforcing and protecting the rings one by one or spacing rings.
2) Construction preparation: before construction, preparing enough structural accessories such as a protective cover 1, a pressure relief piston 8, a glass fiber reinforced plastic hollow anchor rod 12 and the like, installing two polyurethane waterproof rings 6 on the surface of a metal pipe section 11 in advance along the annular direction, completing assembly of the protective cover 1, a pressure spring 2, a pumping pipe 3, an opening metal sleeve 5 and the pressure relief piston 8 in advance, and placing the protective cover 1, the pressure spring 2, the pumping pipe 3, the opening metal sleeve 5 and the pressure relief piston 8 at a specified position near a construction;
3) positioning and paying off: according to the design of the reinforcing scheme, the positions of grouting holes to be treated are marked on the duct piece in advance before construction. During paying off, the positions of existing instruments and equipment in the existing tunnel are paid attention to, and the instruments and the equipment are reasonably arranged, so that influence on construction in the later period is avoided;
4) installing the glass fiber reinforced plastic hollow anchor rod 12: connecting a metal anchor tip 14 with the top of a glass fiber reinforced plastic hollow anchor rod 12 in a threaded manner, connecting a metal pipe section 11 with the tail of the glass fiber reinforced plastic hollow anchor rod 12 in a threaded manner, driving the processed glass fiber reinforced plastic hollow anchor rod 12 into a soil layer behind a wall through a grouting hole 15 by using pressing-in equipment, slowly pressing in, checking whether the driven angle is deviated constantly, finding that the deviation is timely corrected, just installing and embedding the metal pipe section 11 into the grouting hole 15 of a pipe sheet ring after the glass fiber reinforced plastic hollow anchor rod 12 is completely driven in, and filling certain cement mortar into an annular gap between the metal pipe section 11 and the grouting hole 15 for sealing after checking that the installation position is correct;
5) grouting and reinforcing the glass fiber reinforced plastic hollow anchor rod 12: according to the reinforcing scheme, after the glass fiber reinforced plastic hollow anchor rod 12 is installed, cement mortar is directly injected into the partial grouting holes 15 to fill the glass fiber reinforced plastic hollow anchor rod 12, and the injected slurry can uniformly permeate into the surrounding soil layer due to the reserved small holes 13 formed in the surface of the glass fiber reinforced plastic hollow anchor rod 12, so that the reinforcing effect of the glass fiber reinforced plastic hollow anchor rod 12 and the surrounding soil layer is better;
6) installing an internal protection structure: according to the reinforcing scheme, a protection structure is arranged at a specified position, firstly, a pressure relief piston 8 is arranged inside a metal pipe section 11, then, an opening metal sleeve 5 is fixed on the metal pipe section 11 through threaded connection, after the initial elasticity of a pressure spring is adjusted, a transparent protective cover 1 is arranged in place and fixed on the inner wall of the pipe section by rivets 4;
7) pressure relief work: the pumping pipe 3 is connected to a vacuum pump 16, the vacuum pump 16 is started in the process of passing through the shield, and a pressure relief device starts to work, so that the influence of excess pore water pressure caused by passing through the shield and additional load generated by soil layer extrusion is reduced;
8) post-processing and component part recovery: after the shield penetration is stable, the vacuum pump 16 is closed, pressure relief device components such as the protective cover 1, the pressure spring 2, the pumping pipe 3, the opening metal sleeve 5, the pressure relief piston 8 and the like are removed, then cement mortar is directly injected to fill the glass fiber reinforced plastic hollow anchor rod 12, the grouting hole 15 is sealed, and finally, certain recovery processing is carried out on the components after the components are detached.
The above description is only a preferred embodiment of the present invention, and not intended to limit the scope of the present invention, and all modifications of equivalent structures and equivalent processes, which are made by using the contents of the present specification and the accompanying drawings, or directly or indirectly applied to other related technical fields, are included in the scope of the present invention.
Claims (10)
1. A shield constructs the protective structure of the existing tunnel under the short-range crossing working condition, the protective structure is set up in the grouting hole of the segment; the device is characterized by comprising a protective cover, a pressure spring, a pumping pipe, an opening metal sleeve, a pressure relief opening, a pressure relief piston, a metal pipe section, a glass fiber reinforced plastic hollow anchor rod, a reserved small hole and a vacuum pump;
in the tunnel, a protective cover is fixed on the inner surface of the segment and covers the grouting holes, one end of the pumping pipe is communicated with the protective cover, and the other end of the pumping pipe is communicated with a vacuum pump; an opening metal sleeve is arranged in the protective cover, the top end of the opening metal sleeve is contacted with the protective cover, the bottom of the opening metal sleeve is connected with one end of a metal pipe section, the metal pipe section is embedded in the grouting hole, and a pressure relief opening is arranged on the opening metal sleeve in the circumferential direction at a position close to the grouting hole; a pressure spring is arranged in the opening metal sleeve, the top end of the pressure spring is fixed on the protective cover, and the bottom end of the pressure spring is connected with a pressure relief piston; the pressure relief piston is arranged in the metal pipe section;
outside the tunnel, one end of the glass fiber reinforced plastic hollow anchor rod is connected with a metal pipe section in the grouting hole, and a reserved small hole is formed in the surface of the glass fiber reinforced plastic hollow anchor rod in the annular direction.
2. The protective structure for the existing tunnel under the shield short-distance crossing working condition according to claim 1, wherein the pressure relief piston comprises an upper solid sealing layer and a lower glued permeable stone layer.
3. The protective structure for the existing tunnel under the shield short-distance crossing working condition according to claim 1, wherein a plurality of polyurethane waterproof rings are arranged at the contact part of the outer surface of the metal pipe section and the pipe piece.
4. The protective structure for the existing tunnel under the working condition of close range crossing of the shield according to claim 1, wherein a metal anchor tip is arranged at the other end of the glass fiber reinforced plastic hollow anchor rod.
5. The protective structure for the existing tunnel under the shield short-distance crossing working condition according to claim 1, wherein the anchor tip is made of hard metal material.
6. The protective structure for the existing tunnel under the shield short-distance crossing working condition according to claim 1, wherein the pressure relief piston is cylindrical and has the same height as the wall thickness of the duct piece.
7. The protective structure for the existing tunnel under the shield short-distance crossing working condition according to claim 1, wherein the metal pipe section is in threaded connection with the glass fiber reinforced plastic hollow anchor rod and the open metal sleeve, and the pressure relief piston slides in the metal pipe section and the open metal sleeve.
8. The protective structure for the existing tunnel under the shield short-distance crossing working condition according to claim 1, wherein 3-4 rings of the glass fiber reinforced plastic hollow anchor rods are arranged, and the distance between each two rings is 10-20 cm.
9. The protective structure for the existing tunnel under the shield short-distance crossing working condition according to claim 1, wherein the protective cover is fixed inside the segment through rivets, the protective cover and the segment are fully attached, and certain sealing treatment is performed at a gap.
10. A construction method of an existing tunnel protection structure under the working condition of short-distance crossing of a shield is characterized by comprising the following steps: the method comprises the following steps:
1) marking the position of a grouting hole to be treated on a duct piece in advance before construction; a plurality of grouting holes are distributed in the tunnel annularly, multiple rings are taken from the left and the right respectively by taking the central axis of penetration of the shield as the center, and reinforcement protection is carried out by the rings or the spacing rings one by one;
2) installing the glass fiber reinforced plastic hollow anchor rod: connecting a metal pipe section to the tail part of the glass fiber reinforced plastic hollow anchor rod through threads, driving the treated glass fiber reinforced plastic hollow anchor rod into a wall rear soil layer through a grouting hole by utilizing pressing-in equipment, and filling cement mortar into an annular gap between the metal pipe section and the grouting hole for sealing;
3) grouting and reinforcing the glass fiber reinforced plastic hollow anchor rod: after the glass fiber reinforced plastic hollow anchor rod is installed, cement mortar is directly injected to fill the glass fiber reinforced plastic hollow anchor rod, and a surrounding soil layer is reinforced;
4) installing an internal protection structure: a pressure relief piston is required to be arranged inside a metal pipe section close to a grouting hole on one side through which the shield passes, then an opening metal sleeve is fixed on the metal pipe section through threaded connection, and a protective cover is arranged in place after the initial elasticity of a pressure spring is adjusted;
5) the pressure relief device works: connecting the pumping pipe to a vacuum pump, and starting the vacuum pump to work in the shield crossing process;
6) and (3) post-processing: after the influence caused by the penetration of the shield is stable, the vacuum pump is closed, the protective cover, the pressure spring, the pumping pipe, the opening metal sleeve and the pressure relief piston are removed, cement mortar is directly injected to fill the glass fiber reinforced plastic hollow anchor rod, and the grouting hole is sealed.
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| CN113898375A (en) * | 2021-10-09 | 2022-01-07 | 大连地铁集团有限公司 | Shield segment outer osmometer installation structure and method capable of preventing water seepage |
| CN114412527A (en) * | 2021-12-10 | 2022-04-29 | 成都现代万通锚固技术有限公司 | Multi-point grouting anchor rod and multi-point grouting process |
| CN115839244A (en) * | 2023-02-13 | 2023-03-24 | 中铁五局集团电务工程有限责任公司 | Short-distance subway shield tunnel crossing operation supporting equipment and method |
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