Tunnel structure capable of adaptively compensating thaw collapse of butt joint section of shield

Abstract

The utility model discloses a shield butt joint section thaw collapse self-adaptive compensation tunnel structure, which relates to the technical field of tunnel construction, and comprises a telescopic corrugated pipe which is arranged along a longitudinal seam of a tunnel and is pre-buried between a steel arc-shaped component of a tunnel lining and a lining concrete layer; the freezing pipes are annularly arranged, obliquely driven into the stratum by a depth exceeding the tunnel and used for forming a freezing curtain; and the grouting pipes are arranged along the shield butt joint section, are concentrated in the 90-degree range of the lower portion of the tunnel and are used for compensating melt settlement. According to the tunnel lining structure, deformation caused by stratum freezing and thawing can be effectively absorbed and adapted through the embedded telescopic corrugated pipe, it is guaranteed that the tunnel lining structure cannot be damaged due to excessive stress when facing complex geological conditions, and the freezing pipe system obliquely driven into the stratum forms a firm freezing curtain; and after freezing is stopped, the freezing pipe is cut off, and the hole is sealed through filling and grouting, so that the overall sealing performance and durability of the tunnel structure are enhanced.

Description

TECHNICAL FIELD

[0001] The utility model relates to tunnel construction technical field especially is tunnel structure of self -adaptation compensation of shield butt joint section thawing and sinking. BACKGROUND

[0002] In the process of shield tunnel construction, especially in the area with complex geological conditions and abundant underground water, the freeze-thaw action of stratum often leads to different degrees of deformation and settlement problems of tunnel structure. These problems not only affect the safety and stability of tunnel construction, but also may cause hidden troubles for long-term use after the completion of the tunnel. The traditional construction method often has difficulty in effectively dealing with these challenges, mainly in the following aspects:

[0003] The uneven deformation caused by the freeze-thaw of stratum may lead to excessive stress on the tunnel lining structure, thereby causing cracks or other forms of damage; in the area with abundant underground water, lack of effective waterproof measures easily leads to the infiltration of underground water into the construction area, increasing the construction difficulty and safety risk; in some cases, the temporary support measures are insufficient to provide sufficient stability guarantee, especially after the end of the freezing stage, how to effectively close the hole and ensure the overall sealing becomes a big problem. SUMMARY

[0004] The utility model provides a tunnel structure of self -adaptation compensation of shield butt joint section thawing and sinking, including telescopic bellows, along tunnel longitudinal joint setting, pre -buried between the steel arc -shaped component of tunnel lining and inner lining concrete layer;

[0005] The freezing pipe is arranged in a ring shape and is obliquely punched into the stratum with a depth exceeding the outer tunnel, and is used for forming a frozen curtain.

[0006] The grouting pipe is arranged along the shield butt joint section and is concentrated in the lower part of the tunnel within a range of 90°, and is used for compensating the thawing and sinking settlement.

[0007] Preferably, one end of the freezing pipe is welded with a ring-shaped plate.

[0008] Preferably, the freezing pipe is sealed by a sealing plate after cement slurry is injected therein.

[0009] Preferably, the grouting pipe is provided with 4 rows, and each row is provided with 7 grouting pipes.

[0010] Preferably, the bottom of the grouting pipe is connected with the shield shell through full welding of the structure layer of the tunnel, and a connecting pipe is installed on the other end of the grouting pipe through an external pipe clamp, and a ball valve is installed on the connecting pipe.

[0011] Preferably, a waterproof steel plate is welded on the outside of the grouting pipe, and the waterproof steel plate is located in the structure layer.

[0012] Preferably, an isolation material is arranged at the contact part of the connecting pipe and the structure layer.

[0013] Preferably, the outer connecting pipe hoop is provided with a plug, and one side of the outer connecting pipe hoop is provided with a gasket.

[0014] Preferably, the grouting pipe is pre-filled with dense concrete, and a cement-water glass double-liquid slurry is used to seal the hole after grouting is completed.

[0015] Preferably, the grouting pipe is filled with micro-expansion cement mortar to flatten the surface near the ball valve.

[0016] Compared with the prior art, the shield butt joint section melting sinking self-adaptive compensation tunnel structure provided by the embodiment of the utility model has the advantages that:

[0017] 1. The pre-buried telescopic corrugated pipe can effectively absorb and adapt to the deformation caused by the freezing and thawing of the stratum, ensures that the tunnel lining structure will not be damaged due to excessive stress when facing complex geological conditions, the freezing pipe system obliquely punched into the stratum forms a solid freezing curtain, not only provides necessary temporary support for construction, but also effectively prevents underground water from seeping in, greatly reduces the construction risk, and after stopping freezing, the freezing pipe is cut off and filled with grouting to seal the hole, further enhances the overall sealing property and durability of the tunnel structure. The series of measures jointly ensure the safety and stability of the tunnel structure during construction, and reduce potential safety hazards.

[0018] 2. The grouting pipe arranged within the 90° range of the lower part of the tunnel injects reinforcing materials into the stratum, compensates for the ground subsidence caused by freezing and thawing, maintains the stability of the tunnel structure, the whole system is reasonably designed, easy to operate, convenient for later maintenance and management, greatly prolongs the service life of the tunnel, and also reduces the long-term operation cost. BRIEF DESCRIPTION OF DRAWINGS

[0019] In order to more clearly illustrate the technical scheme of the embodiment of the utility model, the following will briefly introduce the drawings needed to be used in the embodiment, and it should be understood that the following drawings only show some embodiments of the utility model, and should not be regarded as a limitation to the scope, and for those skilled in the art, other related drawings can also be obtained without creative labor on the basis of these drawings.

[0020] Figure 1 It is an overall structural schematic diagram of the embodiment of the utility model;

[0021] Figure 2 It is a top view of the telescopic corrugated pipe installation state of the embodiment of the utility model;

[0022] Figure 3 It is a telescopic corrugated pipe structure schematic diagram of the embodiment of the utility model;

[0023] Figure 4 The arrangement elevation view of the grouting pipe of the embodiment of the present application;

[0024] Figure 5 The structure section schematic view of the grouting pipe of the embodiment of the present application;

[0025] Figure 6 The structure schematic view of the grouting pipe of the embodiment of the present application;

[0026] Figure 7 The structure plugging schematic view of the grouting pipe of the embodiment of the present application;

[0027] Figure 8 The structure schematic view of the freezing pipe of the embodiment of the present application.

[0028] Reference signs:

[0029] 1, tunnel; 11, structure layer; 2, stretchable corrugated pipe; 3, freezing pipe; 31, annular plate; 32, sealing plate; 33, cement slurry; 4, grouting pipe; 41, waterproof steel plate; 42, external pipe clamp; 43, connecting pipe; 44, isolation material; 45, ball valve; 46, plug; 47, gasket; 48, micro-expansion cement mortar. DETAILED DESCRIPTION

[0030] Some embodiments of the present application will be described in detail below with reference to the accompanying drawings. In the case of no conflict, the following embodiments and features in the embodiments can be combined with each other.

[0031] Please refer to Figures 1-8 The tunnel structure of the embodiment of the present application provides a shield butt joint section thawing and sinking self-adaptive compensation, which comprises a stretchable corrugated pipe 2 arranged along the longitudinal joint of a tunnel 1 and pre-buried between a steel arc-shaped member and an inner lining concrete layer of a tunnel 1 lining. When installed, a certain initial compression amount is given to adapt to possible subsequent ground deformation. The stretchable corrugated pipe 2 is used to absorb and adapt to the deformation caused by ground freezing and thawing, so as to prevent the tunnel 1 lining structure from being damaged due to excessive stress.

[0032] The freezing pipe 3 is annularly arranged and obliquely punched into the ground with a depth exceeding 1.5 times of the outer diameter of the tunnel 1, and is used to form a freezing curtain.

[0033] One end of the freezing pipe 3 is welded with an annular plate 31, and M10 cement slurry 33 is injected into the pipe. The injection amount is appropriate to fill the pipe opening of the freezing pipe 3 flat, and the filling length is not less than 1500 mm. A 10 mm thick sealing plate 32 is used to plug the pipe opening of the freezing pipe 3.

[0034] The freezing pipe 3 is welded with a ring plate 31 at one end. When the freezing is stopped, the salt water control valve of a group of freezing pipes 3 is closed, the freezing pipe 3 is cut off to the ring plate 31, the salt water in the freezing pipe 3 is discharged, and the hole is filled with grouting to seal, thereby providing temporary support through the freezing pipe 3 and preventing underground water from seeping into the construction area, ensuring the safety of the tunnel structure.

[0035] Specifically, the refrigeration equipment is connected with the freezing pipe 3 through the liquid supply pipe to form a closed salt water circulation loop. The salt water can be injected into the freezing pipe 3 through the pump. When the salt water flows in the freezing pipe 3, it will absorb the heat of the surrounding soil, thereby gradually freezing the soil. During the freezing process, the temperature change of the soil around the freezing pipe 3 needs to be monitored regularly. The temperature sensor embedded in the soil can be used to monitor the temperature data in real time to ensure that the freezing process is carried out according to the plan. When the freezing curtain reaches the design requirement, the salt water circulation can be stopped. The refrigeration equipment is closed and the salt water supply is cut off. According to the principle of “closing one group and sealing one group”, the salt water control valve of the freezing pipe 3 is closed group by group, the freezing pipe 3 is cut off to the ring plate 31, the salt water in the freezing pipe 3 is discharged, and the cut-off freezing pipe 3 is filled with grouting to seal the hole.

[0036] The circulation of salt water in the freezing pipe 3 effectively freezes the surrounding soil into a solid frozen soil wall, providing necessary temporary support and preventing underground water from seeping into the construction area, greatly improving the safety and stability of the construction. This method not only applies to the construction of tunnels 1 under complex geological conditions, but also effectively deals with the challenge of abundant underground water.

[0037] The grouting pipe 4 is arranged along the shield butt joint section and concentrated in the lower 90° range of the tunnel 1. Reinforcing material is injected into the stratum through the grouting pipe 4 to compensate for the ground subsidence caused by freezing and thawing, maintain the stability of the tunnel 1 structure, and compensate for the thawing settlement.

[0038] The grouting pipe 4 is provided with 4 rows, each row is provided with 7 grouting pipes 4, and the grouting pipes 4 are spaced 2.5×2.0m apart. The spacing can be adjusted appropriately according to the position of the shield shell and the inner lining structure steel rib plate.

[0039] The bottom of the grouting pipe 4 penetrates the structure layer 11 of the tunnel 1 and is fully welded with the shield shell to ensure the sealing property and conduct pressure test.

[0040] A connecting pipe 43 is installed at the other end of the grouting pipe 4 through an external pipe clamp 42, and a ball valve 45 is installed on the connecting pipe 43.

[0041] A waterproof steel plate 41 is welded outside the grouting pipe 4. The waterproof steel plate 41 is located in the structure layer 11 to further enhance the sealing effect.

[0042] The contact part of the connecting pipe 43 with the structure layer 11 is provided with an isolation material 44 to prevent external water from penetrating.

[0043] The outer connecting pipe collar 42 is provided with a plug 46, and a gasket 47 is arranged on one side of the outer connecting pipe collar 42 to ensure the sealing property in the grouting process.

[0044] Specifically, a 25mm drill bit is installed on a water drill to perform coring operation, calcium chloride brine is used as the circulating water to prevent the drill bit from freezing, and attention is paid to the fact that the circulating water should not drip on the shield body to wash the frozen range, and a circulating water bucket should be arranged to avoid dripping, after the coring of the grouting hole is completed, the inside is filled with dense concrete to ensure the sealing property, the ball valve 45 is closed and locked, and the non-grouting personnel should not open it.

[0045] After stopping freezing for 15 days, the natural thawing process is entered, the frozen wall thawing compensation grouting is performed according to the monitoring condition, the principle of multiple small amounts and uniformity is followed, the holes are sequentially grouted, the double-liquid grouting pump is started, and the grouting pressure and flow are adjusted according to the design requirements, the single grout cement slurry is first injected, the change of the grouting pressure and flow is observed, the cement-silicate double-liquid slurry is switched in time according to the actual condition, the best reinforcement effect is ensured, the grouting pressure is monitored in real time, and the grouting pressure is ensured to be not more than 1.5 times the hydrostatic pressure or adjusted according to the structural design requirements

[0046] After the grouting is completed, the cement-silicate double-liquid slurry is used for the last hole sealing, the long-term sealing property of the hole is ensured, after the grouting is completed, the grouting valve can be removed when the strength of the slurry reaches more than 80% of the final strength, the grouting pipe is cut off, the grouting hole is sealed with a grommet, and the surface is filled with micro-expansion cement mortar 48, so that the sealing property and the aesthetic degree are ensured.

[0047] In summary, the shield butt joint section thawing self-adaptive compensation tunnel structure of the embodiment of the utility model has the working principle that the telescopic corrugated pipe 2 is pre-buried, the freezing pipe 3 is installed, the annular plate 31 is obliquely punched and welded, the M10 cement mortar is injected and sealed, the grouting pipe 4 is installed, full welding connection and pressure test are performed, dense concrete is filled, the ball valve 45 is closed, after stopping freezing for 15 days, the double-liquid grouting pump is used to sequentially grout the holes, the single grout is used first and then the double-liquid slurry, the hole is sealed with the double-liquid slurry after grouting, the valve is removed when the strength reaches more than 80%, the pipe is cut off, and the surface is filled with micro-expansion cement mortar 48.

[0048] The above is only a preferred embodiment of the utility model, and is not used for limiting the utility model, and the utility model can have various changes and changes for the person skilled in the art. Any modification, equivalent replacement, improvement and the like within the spirit and principle of the utility model should be included in the protection range of the utility model.

Claims

1. A tunnel structure for adaptive settlement compensation in the shield tunneling connection section, characterized in that, include: The expandable corrugated pipe (2) is set along the longitudinal joint of the tunnel (1) and is embedded between the steel arc component of the tunnel (1) lining and the inner concrete layer. The freezing pipe (3) is laid out in a ring and simultaneously driven obliquely into the stratum to a depth beyond the tunnel (1) to form a freezing curtain; Grouting pipes (4) are laid along the shield docking section and concentrated in the lower 90° range of the tunnel (1) to compensate for melting settlement.

2. The shield tunneling section settlement adaptive compensation tunnel structure according to claim 1, characterized in that, One end of the freezing tube (3) is welded with an annular plate (31).

3. The shield tunneling section settlement adaptive compensation tunnel structure according to claim 2, characterized in that, After cement grout (33) is injected into the freezing pipe (3), it is sealed by the sealing plate (32).

4. The shield tunneling section settlement adaptive compensation tunnel structure according to claim 1, characterized in that, The grouting pipe (4) is arranged in 4 rows, with 7 grouting pipes (4) in each row.

5. The shield tunneling section settlement adaptive compensation tunnel structure according to claim 4, characterized in that, The bottom of the grouting pipe (4) penetrates the structural layer (11) of the tunnel (1) and is fully welded to the shield shell. A connecting pipe (43) is installed at the other end of the grouting pipe (4) through an outer pipe clamp (42), and a ball valve (45) is installed on the connecting pipe (43).

6. The shield tunneling section settlement adaptive compensation tunnel structure according to claim 5, characterized in that, A waterproof steel plate (41) is welded to the outside of the grouting pipe (4), and the waterproof steel plate (41) is located inside the structural layer (11).

7. The shield tunneling section settlement adaptive compensation tunnel structure according to claim 6, characterized in that, The contact area between the connecting pipe (43) and the structural layer (11) is provided with an insulating material (44).

8. The shield tunneling section settlement adaptive compensation tunnel structure according to claim 7, characterized in that, The outer pipe clamp (42) is provided with a plug (46) inside, and a washer (47) is provided on one side of the outer pipe clamp (42).

9. The shield tunneling section settlement adaptive compensation tunnel structure according to claim 8, characterized in that, The grouting pipe (4) is pre-filled with dense plain concrete, and after grouting is completed, the hole is sealed with cement-water glass double liquid grout.

10. The shield tunneling section settlement adaptive compensation tunnel structure according to claim 9, characterized in that, The surface of the grouting pipe (4) near the ball valve (45) is filled with micro-expansion cement mortar (48).

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