CN110630277B - Protection structure of existing tunnel under shield short-distance crossing working condition and construction method - Google Patents
Protection structure of existing tunnel under shield short-distance crossing working condition and construction method Download PDFInfo
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- CN110630277B CN110630277B CN201911022433.6A CN201911022433A CN110630277B CN 110630277 B CN110630277 B CN 110630277B CN 201911022433 A CN201911022433 A CN 201911022433A CN 110630277 B CN110630277 B CN 110630277B
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- 238000010276 construction Methods 0.000 title claims abstract description 26
- 239000002184 metal Substances 0.000 claims abstract description 100
- 239000011152 fibreglass Substances 0.000 claims abstract description 68
- 230000001681 protective effect Effects 0.000 claims abstract description 47
- 239000002689 soil Substances 0.000 claims abstract description 46
- 238000005086 pumping Methods 0.000 claims abstract description 23
- 238000007789 sealing Methods 0.000 claims description 13
- 239000011083 cement mortar Substances 0.000 claims description 12
- 230000003014 reinforcing effect Effects 0.000 claims description 12
- 238000000034 method Methods 0.000 claims description 11
- 230000008569 process Effects 0.000 claims description 9
- 239000007787 solid Substances 0.000 claims description 9
- 229920001971 elastomer Polymers 0.000 claims description 7
- 229920002635 polyurethane Polymers 0.000 claims description 7
- 239000004814 polyurethane Substances 0.000 claims description 7
- 238000003825 pressing Methods 0.000 claims description 4
- 230000001105 regulatory effect Effects 0.000 claims description 4
- 125000006850 spacer group Chemical group 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 32
- 230000002787 reinforcement Effects 0.000 abstract description 13
- 230000009977 dual effect Effects 0.000 abstract 1
- 239000011148 porous material Substances 0.000 description 9
- 239000004575 stone Substances 0.000 description 9
- 239000002002 slurry Substances 0.000 description 7
- 230000009471 action Effects 0.000 description 6
- 238000009412 basement excavation Methods 0.000 description 4
- 238000010586 diagram Methods 0.000 description 4
- 239000002245 particle Substances 0.000 description 4
- 238000011084 recovery Methods 0.000 description 4
- 239000000243 solution Substances 0.000 description 4
- 230000003139 buffering effect Effects 0.000 description 3
- 238000009792 diffusion process Methods 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 239000003292 glue Substances 0.000 description 3
- 230000006978 adaptation Effects 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
- 238000001125 extrusion Methods 0.000 description 2
- 238000002347 injection Methods 0.000 description 2
- 239000007924 injection Substances 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 239000012466 permeate 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
- 230000008094 contradictory effect Effects 0.000 description 1
- 230000006837 decompression Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000007667 floating Methods 0.000 description 1
- 239000011521 glass Substances 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
- 238000007569 slipcasting Methods 0.000 description 1
- 238000004078 waterproofing Methods 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- 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
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- 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)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Life Sciences & Earth Sciences (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Chemical & Material Sciences (AREA)
- Inorganic Chemistry (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a protection structure and a construction method of an existing tunnel under a shield short-distance crossing working condition, belonging to the technical field of subway tunnel structure reinforcement and protection, wherein the protection structure is arranged at a duct piece grouting hole; the protective cover is fixed on the inner surface of the duct piece, and the pumping pipe is communicated with the protective cover and the vacuum pump; an open metal sleeve is arranged in the protective cover, the top end of the open metal sleeve is in contact with the protective cover, the bottom of the open metal sleeve is connected with one end of the metal pipe section, the metal pipe section is embedded in the grouting hole, and a pressure relief opening is formed in the annular direction near the grouting hole of the open metal sleeve; 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 release piston; the pressure release 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 the 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 a circumferential 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 reinforcement and protection of subway tunnel structures, and particularly relates to a protection structure and a construction method of an existing tunnel under a shield short-distance crossing working condition, which are suitable for protecting the structure of the existing tunnel under the shield short-distance crossing working condition, and are particularly suitable for deformation prevention and control of the existing tunnel under the actions of non-uniform grouting and soil extrusion additional load in the circumferential direction.
Background
The urban subway has convenient travel, can effectively relieve urban traffic congestion, and a plurality of domestic cities start to belong to own subway engineering construction. With the development of subway lines, more and more working conditions of shield short-distance crossing of the existing tunnel appear in the shallow stratum space of the city.
The shield short-distance crossing construction risk is high, and the stratum is usually reinforced by adopting an advanced pre-grouting method. The slurry injected into the soil layer has high control requirement, the injection amount is too small to play a role in expected reinforcement, and the excessive injection amount easily causes the slurry to be mixed, so that the diffusion process, the diffusion range and the filling compaction degree of the slurry are difficult to accurately control. Therefore, in actual engineering, the short-distance crossing of the shield often has deformation influence on the circumferential direction and the longitudinal direction of the existing tunnel due to advanced grouting, and certain protective measures are needed to be adopted to protect the existing tunnel. At present, more existing tunnel protection measures are applied, including measures of circumferential grouting reinforcement, fixed anchor rods, pressure relief holes and the like. The diffusion range of the circumferential grouting is difficult to control, a large amount of slurry is often required to be injected to reinforce a certain area, and extra pollution is caused to the environment; the anchor rod is arranged under the multi-line overlapping condition, so that the subsequent excavation of a newly built shield tunnel can be influenced; the pressure relief holes are arranged to release water pressure, so that floating deformation of the shield tunnel is relieved, and the pressure relief device is simple and can be further developed functionally.
In summary, the prior art generally has the problems of poor protection effect, influence on the subsequent shield excavation, imperfect functions and the like, and needs to be solved by improved technology.
Disclosure of Invention
The invention aims to overcome the defects in the prior art and provides a protection structure and a construction method of an existing tunnel under the condition that a shield passes through in a short distance.
In order to achieve the technical purpose, the invention adopts the following technical scheme:
The utility model provides a shield constructs protection architecture of existing tunnel under closely pass through operating mode, this protection architecture sets up in section of jurisdiction slip casting hole department; 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;
Inside the tunnel, a protective cover is fixed on the inner surface of the duct piece and covers the grouting holes, one end of a pumping pipe is communicated with the protective cover, and the other end of the pumping pipe is communicated with a vacuum pump; an open metal sleeve is arranged in the protective cover, the top end of the open metal sleeve is in contact with the protective cover, the bottom of the open metal sleeve is connected with one end of the metal pipe section, the metal pipe section is embedded in the grouting hole, and a pressure relief opening is formed in the annular direction near the grouting hole of the open metal sleeve; 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 release piston; the pressure release 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 the 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 a circumferential direction.
Preferably, a plurality of polyurethane waterproof rings are arranged at the contact position 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 point, and the metal anchor point can be connected through threads.
Preferably, the anchor point is made of a hard metal material.
Preferably, the pressure release piston is cylindrical, the height of the pressure release piston is the same as the wall thickness of the pipe piece, and the outer diameter of the pressure release piston is slightly smaller than the inner diameter of the metal pipe section.
Preferably, the pressure release piston comprises an upper solid sealing layer and a lower glue permeable layer, and the two layers can be fixed through cementing.
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 open metal sleeve, the outer diameter of the pressure release piston is slightly smaller than the inner diameters of the metal pipe section and the open metal sleeve, and the pressure release piston slides in the metal pipe section and the open metal sleeve.
Preferably, 3-4 rings are arranged on each ring of the glass fiber reinforced plastic hollow anchor rod, and the distance between each two rings is 10-20cm.
Preferably, the protective cover is fixed inside the duct piece through rivets, the protective cover is fully attached to the duct piece, and certain sealing treatment is carried out at the gap. The protective cover can be made of toughened transparent glass.
The second object of the invention is to provide a construction method of an existing tunnel protection structure under the condition of short-distance crossing of a shield, which comprises the following steps:
1) Marking grouting hole positions to be treated on the pipe pieces in advance before construction; the tunnel is circumferentially distributed with a plurality of grouting holes, and the shield passes through the central axis as the center, and multiple rings are respectively taken from left to right, and reinforced and protected by ring or spacer rings;
2) Installing a glass fiber reinforced plastic hollow anchor rod: the tail part of the glass fiber reinforced plastic hollow anchor rod is connected with a metal pipe section in a threaded manner, the treated glass fiber reinforced plastic hollow anchor rod is driven into a soil layer behind a wall through a grouting hole by utilizing pressing equipment, and cement mortar is filled in a circumferential gap between the metal pipe section and the grouting hole for sealing;
3) Grouting and reinforcing the glass fiber reinforced plastic hollow anchor rod: the grouting hole on one side far away from the shield crossing is directly filled with cement mortar to fill the glass fiber reinforced plastic hollow anchor rod after the glass fiber reinforced plastic hollow anchor rod is installed, so that surrounding soil layers are reinforced;
4) Installing an internal protection structure: the grouting hole near one crossing side of the shield is needed to be provided with a pressure release piston inside the metal pipe section, then an opening metal sleeve is fixed on the metal pipe section through threaded connection, and the shield is arranged in place after the initial elasticity of the pressure spring is regulated;
5) The pressure relief device works: connecting the pumping pipe to a vacuum pump, and starting the vacuum pump to start working in the shield crossing process;
6) Post-treatment: after the influence caused by the shield crossing is stable, the vacuum pump is closed, the protective cover, the pressure spring, the pumping pipe, the opening metal sleeve and the pressure release piston are removed, cement mortar is directly injected into the glass fiber reinforced plastic hollow anchor rod, and the grouting hole is sealed and filled.
The beneficial effects of the invention are as follows:
1) Perfecting the pressure relief device and regulating the water-soil pressure
The protection structure integrates the functions of water pressure relief and soil pressure relief, and adopts a two-stage pressure relief mode. As the pressure spring contracts, the pressure release piston moves upwards, the solid sealing layer is separated from the inner surface of the duct piece, the glue permeable stone layer is exposed, water in the soil layer begins to be discharged, and pressure release of excess pore water pressure is carried out; if the water and soil pressure applied to the outside of the duct piece is too high, the pressure spring is further compressed when the water and soil pressure cannot meet the requirement through the water release pressure alone, the pressure release piston continues to move upwards until the rubber permeable stone layer is completely separated from the inner surface of the duct piece, the whole pressure release piston is exposed, soil particles and water are discharged, and meanwhile, the soil pressure and the water pressure in the outer soil layer are released; when the external water and soil pressure is recovered to be normal, the pressure spring gradually rebounds under the action of the initial elastic force, the pressure release piston is pressed back into the grouting hole, and the automatic pressure release process is completed.
2) Special glass fiber reinforced plastic anchor rod beneficial to pressure relief and reinforcement
The glass fiber reinforced plastic hollow anchor rod is provided with reserved small holes along the circumferential direction, and penetrates into a soil layer, so that the excess pore water pressure and the soil layer additional stress of the soil layer in a certain circumferential range of the existing tunnel can be adjusted in the pressure release process; in the grouting process, the reserved small holes are used as grouting holes, the original centralized grouting mode is split into small hole grouting, and the injected grouting liquid can uniformly permeate into surrounding soil layers, so that the reinforcing effect of the glass fiber reinforced plastic hollow anchor rod and the surrounding soil layers is better, and meanwhile, the secondary influence of grouting is avoided. In addition, the glass fiber reinforced plastic anchor rod is used as an environment-friendly material, the environment cannot be polluted when the glass fiber reinforced plastic anchor rod is left in soil, and the glass fiber reinforced plastic anchor rod 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 meanwhile, the influence on the follow-up excavation of adjacent shield pipelines is avoided.
3) The reinforcing structure is preset, so that the crossing hazard is reduced
Whether the pressure relief device or the anchor rod structure is installed before the shield passes through, the pressure relief device or the anchor rod structure can be flexibly designed and matched according to the requirements of actual working conditions, the pressure relief device or the anchor rod structure respectively plays roles of buffering pressure, tensile resistance and reinforcing a soil layer in the passing through process, and the influence and harm of the shield passing through in a short distance to the existing tunnel are reduced.
4) Quick assembly and convenient recovery
The protective cover, the pressure spring, the pumping pipe, the opening metal sleeve and the pressure release piston are all prefabricated in a factory, the site assembly is quick, the construction is convenient, and after the shield passes through stably, the whole or part of the shield can be recovered, 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;
FIGS. 3-5 are schematic diagrams of a pressure relief device workflow;
FIG. 6 is a schematic diagram of an existing tunnel reinforcement scheme under shield close-range upward-penetration conditions;
FIG. 7 is a schematic diagram of an existing tunnel reinforcement scheme under shield short-distance downward working conditions;
FIG. 8 is a schematic view of the reinforcement structure of the present invention disposed longitudinally along an existing tunnel;
FIG. 9 is a schematic diagram of a pressure relief flow of the present invention;
Reference numerals illustrate: 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 release piston 8; a solid sealing layer 9; a layer of glue permeable stone 10; a metal pipe section 11; a glass fiber reinforced plastic hollow anchor rod 12; a small hole 13 is reserved; anchor point 14; grouting holes 15; a vacuum pump 16.
Detailed Description
The invention is further described below with reference to examples. The following examples are presented only to aid in the understanding of the invention. It should be noted that it will be apparent to those skilled in the art that various modifications and adaptations of the invention can be made without departing from the principles of the invention and these modifications and adaptations are intended to be within the scope of the invention as defined in the following claims.
In addition, the technical solutions of the embodiments may be combined with each other, but it is necessary to base that the technical solutions can be realized by those skilled in the art, and when the technical solutions are contradictory or cannot be realized, the combination of the technical solutions should be considered to be absent and not within the scope of protection claimed in the present application.
As shown in fig. 1 to 8, the present embodiment provides a protection structure for an existing tunnel under a short-distance crossing condition of a shield, where the protection structure is disposed at a duct piece grouting hole 15; the hydraulic pressure pump comprises a protective cover 1, a pressure spring 2, a pumping pipe 3, rivets 4, an open metal sleeve 5, a polyurethane waterproof ring 6, a pressure relief opening 7, a pressure relief piston 8, a solid sealing layer 9, a rubber 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 point 14, a grouting hole 15 and a vacuum pump 16; inside the tunnel, the protective cover 1 is fixed on the inner surface of the duct piece through rivets 4 and covers grouting holes 15, one end of the pumping pipe 3 is connected with the protective cover 1, and the other end is connected with a vacuum pump 16; an open metal sleeve 5 is arranged in the protective cover 1, the top end of the open metal sleeve 5 is in contact with the protective cover 1, the bottom is connected with a metal pipe section 11, and a rectangular pressure relief opening 7 is arranged in the annular direction at a position close to the grouting hole 15 of the open metal sleeve 5; the 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 the pressure release 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 point 14, and the surface of the glass fiber reinforced plastic hollow anchor rod 12 is provided with reserved small holes 13 in a circumferential manner.
Before the shield passes through at a short distance, the structure shown in figure 1 is pre-installed on the inner surface of the duct piece. When the pressure of external excess pore water and additional load of soil body act on the pressure release piston, the lower surface of the pressure release piston 8 is extruded, the pressure spring 2 is compressed, and the pressure release piston 8 moves upwards; because the upper layer of the pressure release piston 8 is a solid sealing layer 9, water and soil are not allowed to pass through, and the lower layer is a rubber permeable stone layer 10, water can be allowed to permeate through, and the two layers are fixed through cementing. After the solid sealing layer 9 on the upper layer of the pressure release piston 8 completely exposes out of the inner surface of the pipe piece, the vacuum pump 16 is started, moisture is partially pressed into the protective cover 1 under the action of external pressure, the moisture is discharged through the pumping pipe 2, the excess pore water pressure outside the pipe piece begins to drop, when the pure water release pressure cannot meet the requirement, the external pressure continues to compress the pressure spring 2, and the pressure release piston 8 further moves upwards; when the rubber permeable stone layer 10 is completely exposed out of the inner surface of the duct piece, water pressure and soil pressure are simultaneously released, and water and soil pressed in from the outside are discharged through the pumping pipe 2; after the pressure is relieved, the water and soil pressure outside the pipe piece is reduced to a normal level, and under the action of the initial stress of the pressure spring 2, the pressure relief piston 8 is reset to block the grouting holes 15; after the influence caused by crossing is stable, the recovery pressure relief device is removed, cement mortar is injected into the glass fiber reinforced plastic hollow anchor rod 12, and the grouting holes 15 are sealed and filled.
As shown in fig. 1, a metal pipe section 11 is embedded and fixed in a grouting hole 15, and two polyurethane isolating rings 6 are circumferentially arranged on the contact surface of the metal pipe section 11 and used for waterproofing; 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 11 is connected with the open metal sleeve 5 through threads, and the pressure release piston 8 can move up and down in the open 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 duct piece through the rivet 4, the inside of the protective cover 1 is connected with the open metal sleeve 5 and the pressure spring 2, small holes are reserved on the side surface of the protective cover 1, and the protective cover is connected with the pumping pipe 3 and the vacuum pump 16, so that soil particles and water discharged into the protective cover 1 can be conveniently extracted subsequently; the top of the glass fiber reinforced plastic hollow anchor rod 12 is provided with anchor points 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, and the reserved small holes 13 are used as pressure relief holes in the early stage and used as grouting holes in the later stage of internal grouting process.
As shown in fig. 2, the open metal sleeve 5, the pressure release piston 8 and the metal pipe section 11 are separated from each other. A plurality of rectangular pressure relief openings 7 are arranged at the lower part of the upper opening metal pipe sleeve 5 along the circumferential direction; two polyurethane waterproof rings 6 are arranged on the surface of the lower metal pipe section 11 along the circumferential direction, and the lower part is connected with a 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 pipe section are slightly larger than the outer diameter of the pressure release piston 8.
As shown in fig. 3, when the external soil layer is affected by the adjacent shield excavation, the excess pore water pressure and the additional load of the soil body in the soil body squeeze the lower surface of the pressure release piston 8 inside through the reserved small holes 13 on the surface of the glass fiber reinforced plastic hollow anchor rod 12, and when the external pressure is greater than the initial pressure of the pressure spring 2, the pressure spring 2 starts to shrink, and the pressure release piston 8 moves upwards; before the upper solid sealing layer 9 of the pressure release piston 8 is not completely exposed out of the inner surface of the duct piece, the whole pressure release 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 release piston 8 further moves upwards, and after the solid sealing layer 9 completely exposes the inner wall of the duct piece, the rubber permeable stone layer 10 contacts with the inner wall, and under the action of the external pressure, water can flow into the protective cover 1 through the rubber permeable stone layer 10; at this time, the vacuum pump 16 is started to pump out the discharged water through the pumping pipe 3, so that the excess pore water pressure outside the pipe piece is reduced.
As shown in fig. 5, when the water pressure cannot meet the requirement by only discharging, the compression spring 2 is continuously compressed, the pressure release piston 8 further moves upwards, and after the rubberized permeable stone layer 10 completely exposes out of the inner wall of the duct piece, part of water and soil particles are pressed into the protective cover 1 under the action of external pressure; at this time, the vacuum pump 16 pumps out part of the water and soil particles discharged through the pumping pipe 3, thereby reducing the water and soil pressure outside the pipe piece.
The construction method of the existing tunnel protection structure under the shield short-distance crossing working condition, as shown in fig. 9, comprises the following steps:
1) The reinforcement scheme is designed: as shown in fig. 6, under the condition that the shield passes through the existing tunnel at a short distance, 6 grouting holes 15 are analyzed according to the circumferential direction of the segment, and the sequential names are a, b, c, d, e, f according to 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 the pressure relief devices in the grouting holes 15 and are used for buffering excess pore water pressure and soil additional load caused by upper shield tunneling; a. and e, f, only installing the glass fiber reinforced plastic hollow anchor rod 12 in the grouting holes 15, and then directly injecting cement mortar to fill the glass fiber reinforced plastic hollow anchor rod 12, wherein the surface of the glass fiber reinforced plastic hollow anchor rod 12 is provided with the reserved small holes 13, so that the injected slurry can uniformly infiltrate into surrounding soil layers, and the reinforcing effect of the glass fiber reinforced plastic hollow anchor rod 12 and the surrounding soil layers is better.
As shown in fig. 7, under the condition that the shield passes through the existing tunnel at a short distance, 6 grouting holes 15 are analyzed according to the circumferential direction of the pipe piece, and the grouting holes are sequentially named a, b, c, d, e, f according to the clockwise direction. The grouting holes 15 at the positions a, b and f are provided with corresponding protection structures for buffering excess pore water pressure and soil additional load caused by lower shield tunneling; c. and d, e, only installing the glass fiber reinforced plastic hollow anchor rod 12 in the grouting holes 15, and then directly injecting cement mortar to fill the glass fiber reinforced plastic hollow anchor rod 12, wherein the surface of the glass fiber reinforced plastic hollow anchor rod 12 is provided with the reserved small holes 13, so that the injected slurry can uniformly infiltrate into surrounding soil layers, and the reinforcing effect of the glass fiber reinforced plastic hollow anchor rod 12 and the surrounding soil layers is better.
As shown in fig. 8, five-ring segments are taken as references along the longitudinal direction of the existing tunnel, each ring is provided with a protection structure related to the invention at intervals, 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 design position according to a reinforcing scheme; because the duct piece rings are assembled by staggered joint, 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 manner, so that the pressure relief and grouting effects are better; and taking the shield passing through the central axis as the center, taking 5 rings from left to right, and reinforcing and protecting the shield ring by ring or the spacer ring.
2) And (3) preparation of construction: before construction, preparing enough components such as a protective cover 1, a pressure release piston 8, a glass fiber reinforced plastic hollow anchor rod 12 and the like, pre-installing two polyurethane waterproof rings 6 on the surface of a metal pipe section 11 along the circumferential direction, completing assembly of the protective cover 1, a pressure spring 2, a pumping pipe 3, an opening metal sleeve 5 and the pressure release piston 8 in advance, and placing the components at a designated position nearby a construction site for later use;
3) Positioning and paying off: and marking grouting hole positions to be treated on the pipe pieces in advance before construction according to a design reinforcing scheme. During paying off, the positions of existing instruments and equipment in the existing tunnel are reasonably arranged, so that the influence on construction in the later period is avoided;
4) Installing a glass fiber reinforced plastic hollow anchor rod 12: the top of the glass fiber reinforced plastic hollow anchor rod 12 is connected with a metal anchor point 14 in a threaded manner, the tail of the glass fiber reinforced plastic hollow anchor rod 12 is connected with a metal pipe section 11 in a threaded manner, the treated glass fiber reinforced plastic hollow anchor rod 12 is driven into a soil layer after a wall through a grouting hole 15 by utilizing pressing equipment, the pressing is slowly carried out, whether the driving angle is deviated or not is checked at any time, deviation is corrected in time, after the glass fiber reinforced plastic hollow anchor rod 12 is completely driven into, the metal pipe section 11 is just installed and embedded into the grouting hole 15 of a pipe section ring, and after the installation position is checked, a certain cement mortar is filled in a circumferential gap between the metal pipe section 11 and the grouting hole 15;
5) Grouting and reinforcing the glass fiber reinforced plastic hollow anchor rod 12: according to the reinforcement scheme, after the glass fiber reinforced plastic hollow anchor rod 12 is installed, part of grouting holes 15 are positioned, cement mortar is directly injected to fill the glass fiber reinforced plastic hollow anchor rod 12, and as the reserved small holes 13 are arranged on the surface of the glass fiber reinforced plastic hollow anchor rod 12, the injected slurry can uniformly infiltrate into surrounding soil layers, so that the reinforcement effect of the glass fiber reinforced plastic hollow anchor rod 12 and the surrounding soil layers is better;
6) Installing an internal protection structure: according to the reinforcement scheme, a protection structure is installed at a designated position, firstly, a pressure release piston 8 is installed 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 regulated, a transparent protective cover 1 is installed in place, and the transparent protective cover is fixed on the inner wall of a pipe piece through rivets 4;
7) Decompression work: the pumping pipe 3 is connected to the vacuum pump 16, the vacuum pump 16 is started in the shield crossing process, and the pressure relief device starts to work, so that the influence of excess pore water pressure caused by shield crossing and additional load generated by soil layer extrusion is reduced;
8) Post-treatment and component recovery: after the influence caused by shield crossing is stable, the vacuum pump 16 is closed, the pressure relief device constructional elements 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 the cement mortar is directly injected to fill the glass fiber reinforced plastic hollow anchor rod 12, the grouting holes 15 are sealed and filled, and finally certain recovery treatment is carried out on the removed constructional elements.
The foregoing description is only of the preferred embodiments of the present invention and is not intended to limit the scope of the invention, and all equivalent structures or equivalent processes using the descriptions and drawings of the present invention or directly or indirectly applied to other related technical fields are included in the scope of the invention.
Claims (9)
1. A construction method of an existing tunnel protection structure under a shield short-distance crossing working condition is characterized by comprising the following steps: the shield tunnel protection device comprises a protection structure of an existing tunnel under the condition that a shield passes through closely, and is arranged at a grouting hole of a 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;
Inside the tunnel, a protective cover is fixed on the inner surface of the duct piece and covers the grouting holes, one end of a pumping pipe is communicated with the protective cover, and the other end of the pumping pipe is communicated with a vacuum pump; an open metal sleeve is arranged in the protective cover, the top end of the open metal sleeve is in contact with the protective cover, the bottom of the open metal sleeve is connected with one end of the metal pipe section, the metal pipe section is embedded in the grouting hole, and a pressure relief opening is formed in the annular direction near the grouting hole of the open metal sleeve; 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 release piston; the pressure release 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 a circumferential direction;
The construction method of the existing tunnel protection structure under the shield short-distance crossing working condition comprises the following steps:
1) Marking grouting hole positions to be treated on the pipe pieces in advance before construction; the tunnel is circumferentially distributed with a plurality of grouting holes, and the shield passes through the central axis as the center, and multiple rings are respectively taken from left to right, and reinforced and protected by ring or spacer rings;
2) Installing a glass fiber reinforced plastic hollow anchor rod: the tail part of the glass fiber reinforced plastic hollow anchor rod is connected with a metal pipe section in a threaded manner, the treated glass fiber reinforced plastic hollow anchor rod is driven into a soil layer behind a wall through a grouting hole by utilizing pressing equipment, and cement mortar is filled in a circumferential gap between the metal pipe section and the grouting hole for sealing;
3) Grouting and reinforcing the glass fiber reinforced plastic hollow anchor rod: the grouting hole on one side far away from the shield crossing is directly filled with cement mortar to fill the glass fiber reinforced plastic hollow anchor rod after the glass fiber reinforced plastic hollow anchor rod is installed, so that surrounding soil layers are reinforced;
4) Installing an internal protection structure: the grouting hole near one crossing side of the shield is needed to be provided with a pressure release piston inside the metal pipe section, then an opening metal sleeve is fixed on the metal pipe section through threaded connection, and the shield is arranged in place after the initial elasticity of the pressure spring is regulated;
5) The pressure relief device works: connecting the pumping pipe to a vacuum pump, and starting the vacuum pump to start working in the shield crossing process;
6) Post-treatment: after the influence caused by the shield crossing is stable, the vacuum pump is closed, the protective cover, the pressure spring, the pumping pipe, the opening metal sleeve and the pressure release piston are removed, cement mortar is directly injected into the glass fiber reinforced plastic hollow anchor rod, and the grouting hole is sealed and filled.
2. The method for constructing an existing tunnel protection structure under the condition of short-distance crossing of a shield according to claim 1, wherein the pressure release piston comprises an upper solid sealing layer and a lower rubber permeable layer.
3. The construction method of the existing tunnel protection structure under the shield short-distance crossing working condition of claim 1, wherein a plurality of polyurethane waterproof rings are arranged at the contact position of the outer surface of the metal pipe section and the pipe piece.
4. The construction method of the existing tunnel protection structure under the shield short-distance crossing working condition of claim 1, wherein the other end of the glass fiber reinforced plastic hollow anchor rod is provided with a metal anchor point.
5. The construction method of the existing tunnel protection structure under the shield short-distance crossing working condition of claim 4, wherein the anchor point is made of a hard metal material.
6. The construction method of the existing tunnel protection structure under the shield short-distance crossing working condition of claim 1, wherein the pressure release piston is cylindrical and has the same height as the wall thickness of the duct piece.
7. The construction method of the existing tunnel protection structure under the shield short-distance crossing working condition of 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 release piston slides in the metal pipe section and the open metal sleeve.
8. The construction method of the existing tunnel protection structure under the shield short-distance crossing working condition of claim 1, wherein 3-4 rings are arranged on each ring of the glass fiber reinforced plastic hollow anchor rod, and the distance between each ring is 10-20cm.
9. The construction method of the existing tunnel protection structure under the shield short-distance crossing working condition according to claim 1, wherein the protective cover is fixed inside the duct piece through rivets, the protective cover is fully attached to the duct piece, and certain sealing treatment is carried out at a gap.
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| CN113638750B (en) * | 2021-07-13 | 2023-12-05 | 江苏思行达信息技术有限公司 | Pit tunnel operation safety protection intelligent equipment and safety protection method |
| CN113898375B (en) * | 2021-10-09 | 2024-07-12 | 大连地铁集团有限公司 | Shield segment outside osmometer mounting structure and method capable of preventing seepage water |
| CN114412527B (en) * | 2021-12-10 | 2024-08-09 | 成都现代万通锚固技术有限公司 | Multi-point grouting anchor rod and multi-point grouting process |
| CN115839244B (en) * | 2023-02-13 | 2023-04-18 | 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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