A shield tunnel hole horizontal freezing reinforcement structure and construction method

Abstract

The application discloses a shield tunnel hole horizontal freezing reinforcement structure and a construction method, wherein an advanced grouting hole (7) is arranged on a shield shell (10), a shield tail protection structure (12) is arranged at a shield tail connecting position of the shield shell (10) and the shield tunnel segment (2), a shield body plugging protection structure (11) is arranged on the surface of the shield shell (10), a segment rear plugging structure (13) and a secondary grouting protection structure (14) are arranged outside the shield tunnel segment (2), a horizontal geological drilling hole (8) is arranged on a slurry bin partition plate (4), and a supplementary drilling hole (9) is arranged on a shield cutter disc center rotation area (3). The application overcomes the defects of the prior art, i.e. the need of occupying a certain range of water area for construction when drilling from the water surface, the influence of conditions such as a shipping lane and maritime affairs, and the difficulty in implementation, and has the advantages of simple technological process, convenient operation and low construction risk.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of civil engineering shield, more particularly to a horizontal freezing reinforcement structure in shield tunnel hole and a construction method. BACKGROUND

[0002] Shield tunnel construction technology has been rapidly developed in urban subway, municipal highway, water diversion and other types of engineering practices due to its efficiency, safety and reliability, especially the slurry balance shield is widely used in underwater tunnel construction when crossing rivers or seas. However, such underwater tunnels often have characteristics such as high water pressure, long distance, complex geological conditions, etc. Especially when encountering hard rock stratum, it is necessary to replace the cutter to ensure the safety of shield tunneling. In addition, under high water pressure, the main drive seal of the shield machine may leak when tunneling in broken and uneven soft and hard strata, and the main drive seal needs to be replaced in the mud chamber under normal pressure to ensure the safety of the shield machine.

[0003] Under the condition of underwater shield tunnel encountering broken zone and uneven soft and hard strata, the shield face is often in an unstable state, and the water and soil pressure of the shield face is large. The efficiency of replacing the cutter in the conventional pressure chamber is very low. Replacing the main drive seal requires continuous operation in the chamber for a long time, and the conventional pressure chamber cannot realize the replacement of the main drive seal. Under such conditions, the soil around the shield cutter head is usually frozen and reinforced by punching from the water surface, and then the cutter is replaced and the seal structure is repaired under normal pressure. Water surface treatment requires a certain range of water area construction, which is affected by conditions such as navigation and maritime affairs, and is difficult to implement.

[0004] Therefore, there is an urgent need for a structure to solve the above problems. SUMMARY

[0005] The present application aims to overcome the deficiencies of the background art and proposes a horizontal freezing reinforcement structure in shield tunnel hole.

[0006] The purpose of the present application is achieved by the following technical scheme: a horizontal freezing reinforcement structure in shield tunnel hole, comprising a shield machine, a shield segment, a shield cutter head center rotation area, a slurry chamber partition, a cutter head, a slurry chamber and a shield shell; the slurry shield machine comprises a shield cutter head center rotation area, a slurry chamber partition, a cutter head in contact with the face, a slurry chamber connected with the cutter head and a shield shell;

[0007] The shield shell is provided with an advanced grouting hole, and the shield segment and the shield shell are connected at the shield tail, and a shield tail protection structure is arranged at the shield tail,

[0008] The surface of the shield shell is provided with a shield body plugging protection structure, and the outer side of the shield segment is provided with a segment rear plugging structure and a secondary grouting protection structure;

[0009] The mud sump partition is provided with a horizontal geological drilling hole, and the shield cutter head central rotation area is provided with a supplementary drilling hole.

[0010] In the above technical solution, the supplementary drilling hole penetrates the shield cutter head central rotation area and the mud sump partition and does not interfere with the cutter head.

[0011] In the above technical solution, the advanced grouting hole, the horizontal geological drilling hole and the supplementary drilling hole are drilled to the soil design depth as the horizontal freezing structure hole, and the freezing pipe is arranged to freeze and reinforce the soil around the shield cutter head.

[0012] In the above technical solution, the horizontal geological drilling hole and the supplementary drilling hole extend into the front 3-4 meters of the cutter head, and the advanced grouting hole extends into the front 4-6 meters of the cutter head.

[0013] In the above technical solution, the shield tail protection structure adopts mud, and the mud is injected into the tail of the shield machine to wrap the shield tail sealing of the shield machine.

[0014] In the above technical solution, the pipe piece rear sealing structure adopts polyurethane to make a hoop and is arranged on the two rings of shield pipe pieces behind the shield tail.

[0015] In the above technical solution, the pipe piece rear secondary grouting protection structure adopts grouting to perform secondary grouting on the adjacent ten rings of shield pipe pieces through the hoisting hole, and to seal the water coming from the rear of the shield body.

[0016] The second object of the present application is to provide a reinforcing method: a method for reinforcing the horizontal freezing structure in the shield tunnel hole, which comprises the following steps:

[0017] ① Before drilling construction, double liquid slurry is injected into the soil in front of the cutter head through the advanced grouting hole in the shield machine to reinforce the soil around the cutter head, mud is injected into the tail of the shield machine through the radial hole of the shield machine to form a seal for the shield tail of the shield machine and form a shield tail protection structure,

[0018] Polyurethane is injected into the position of the two rings of shield pipe pieces behind the tail of the shield machine through the hoisting hole to make a hoop, secondary grouting is performed on the adjacent ten rings of shield pipe pieces through the hoisting hole, and water coming from the rear of the shield machine is sealed to form a secondary grouting protection structure.

[0019] ② The cutter head in the shield machine is rotated to a pre-specified position to ensure that the horizontal geological drilling hole and the supplementary drilling hole can avoid the cutter head when drilling to the working face.

[0020] ③, use the advance grouting hole reserved in the shield shell, horizontal geological drilling and the supplementary drilling in the center rotation area of the shield cutter to make the freezing hole construction, make the hole sealing device before opening, drill in the tunnel, arrange the hole position according to the positioning, adopt the pipe following drilling technology, drill the freezing hole to the design depth, strictly monitor the hole deflection during the drilling, and correct the deflection in time when the deflection is found;

[0021] ④, after the construction of all the freezing holes is completed, the horizontal temperature measuring hole can be constructed by using the grouting opening on the shield machine, and the pressure relief hole can be constructed by using the cutter center flushing opening on the cutter;

[0022] ⑤, before the freezing construction, a certain amount of oily polyurethane can be injected into the slurry chamber through the reserved valve in the slurry chamber, so that the mud and water in the slurry chamber are squeezed out of the chamber, and the excavation amount of the frozen soil in the slurry chamber in the later period is reduced;

[0023] ⑥, freezing construction: during the active freezing process, the salt water temperature and the salt water flow are strictly controlled, and the operation parameters of the freezing system are adjusted if necessary;

[0024] ⑦, after the freezing curtain is completely closed and the freezing wall reaches the design thickness and is completely cemented with the shield body, the maintenance freezing stage is entered;

[0025] ⑧, normal pressure into the chamber: excavate the frozen soil in the slurry chamber;

[0026] ⑨, repair the cutter structure, replace the cutter and repair the main drive sealing structure of the shield under normal pressure;

[0027] ⑩, after the repair is completed, the frozen pipe is unfrozen and removed, the emergency construction of the shield machine is completed, and the shield machine is restored to the tunneling state.

[0028] In the above technical scheme: in step ⑧, during the excavation of the slurry chamber, if the temperature of the frozen wall of the excavation surface rises quickly, the freezing pipe can be installed on the frozen wall of the excavation surface in sections.

[0029] In the above technical scheme: in step ⑥, whether the frozen soil curtain is formed and whether the frozen wall reaches the design thickness and strength are judged according to the measured temperature data, the freezing effect can be judged by entering the chamber under pressure if necessary, and the freezing pipe can be installed in the area with weak freezing effect to strengthen the freezing.

[0030] The present application has the following advantages:

[0031] 1. In the prior art, when a risk accident occurs in a submarine or river-crossing tunnel, emergency measures such as emergency cutter replacement, cutter repair and main drive sealing replacement of the shield machine are needed to restore the normal tunneling of the shield machine. However, due to the complex underwater geological conditions and high water pressure, it is difficult to form the construction conditions of normal pressure into the chamber. The present application provides an effective measure for normal pressure into the chamber under high water pressure, which ensures the stability of the rock and soil layer of the working face and effectively blocks the water inflow from the front and rear.

[0032] The structure measure for ensuring the stability of the rock-soil layer of the working face is: the advance grouting hole, the horizontal geological drilling hole and the supplementary drilling hole are drilled to the designed depth of the soil body as the horizontal freezing structure hole, and the freezing pipe is arranged, the freezing pipe freezes and reinforces the soil body around the cutter head of the shield machine;

[0033] The measure for ensuring the effective plugging of the water from the rear side is: the secondary grouting protection structure behind the segment adopts grouting, the secondary lining grouting is carried out through the hoisting hole near the tenth ring shield segment, and the water from the rear side of the shield body is plugged, the plugging structure behind the segment adopts the polyurethane ring hoop and is arranged on the two segments behind the shield tail.

[0034] 2. According to the application, a complete and reliable construction method is provided, the overall process is simple, no offshore operation is involved, the construction risk in the hole is low, and the safety of the shield machine can be ensured.

[0035] 3. Conventional freezing reinforcement needs to drill holes from the water surface to the soil body around the cutter head and then implement freezing, but due to the complex offshore construction process, especially when located in the channel area, the water surface construction scheme is basically infeasible. The freezing reinforcement system and the construction method provided by the application are constructed in the hole, do not occupy the sea surface or the water area of the river, and have high construction feasibility. BRIEF DESCRIPTION OF DRAWINGS

[0036] Figure 1 It is a longitudinal arrangement schematic diagram of the structure of the application.

[0037] Figure 2 It is a transverse section arrangement schematic diagram of the freezing pipe at the cutter head of the application.

[0038] Figure 3 It is a transverse section arrangement schematic diagram of the freezing pipe at the front 2.5 meters of the cutter head of the application.

[0039] In the figure: shield machine 1, shield segment 2, shield cutter head center rotation area 3, slurry bin partition plate 4, cutter head 5, slurry bin 6, advance grouting hole 7, horizontal geological drilling hole 8, supplementary drilling hole 9, shield shell 10, shield body plugging protection structure 11, shield tail protection structure 12, segment rear plugging structure 13, secondary grouting protection structure behind the segment 14, grout inlet 15, cutter head center flushing port 16. DETAILED DESCRIPTION

[0040] The technical solutions in the embodiments of the application will be clearly and completely described below with reference to the drawings in the embodiments of the application. Obviously, the described embodiments are only part of the embodiments of the application, rather than all the embodiments of the application. Based on the embodiments in the application, all other embodiments obtained by those skilled in the art without creative labor fall within the protection scope of the application.

[0041] REFERENCE Figures 1-2The shield tunnel hole horizontal freezing reinforcement structure comprises a shield machine 1, a shield segment 2, a shield cutter center rotation area 3, a slurry chamber partition plate 4, a cutter 5, a slurry chamber 6 and a shield shell 10.

[0042] The shield shell 10 is provided with an advanced grouting hole 7, the shield segment 2 is connected with the shield shell 10, and a shield tail protection structure 12 is arranged at the tail of the shield segment 2,

[0043] The shield shell 10 is provided with a shield body plugging protection structure 11, and the shield segment 2 is provided with a segment rear plugging structure 13 and a secondary grouting protection structure 14.

[0044] The slurry chamber partition plate 4 is provided with a horizontal geological drilling hole 8, and the shield cutter center rotation area 3 is provided with a supplementary drilling hole 9.

[0045] The supplementary drilling hole 9 penetrates the shield cutter center rotation area 3 and the slurry chamber partition plate 4 and does not interfere with the cutter 5, so that the structure of the cutter 5 is not damaged during the freezing hole drilling construction, and the later shield tunneling is not affected.

[0046] The advanced grouting hole 7, the horizontal geological drilling hole 8 and the supplementary drilling hole 9 are drilled into the soil to the designed depth, and a freezing pipe is arranged, so that the soil around the cutter 5 is frozen and reinforced.

[0047] The horizontal geological drilling hole 8 and the supplementary drilling hole 9 extend into the front of the cutter 3-4 m, and the advanced grouting hole 7 extends into the front of the cutter 4-6 m.

[0048] The shield tail protection structure 12 uses mud, and mud is injected at the tail of the shield machine 1, so that the shield tail sealing of the shield machine 1 is wrapped, the shield tail sealing structure is protected, and the later shield tunneling construction is not affected.

[0049] The segment rear plugging structure 13 uses polyurethane to make a hoop and is arranged on the two-ring shield segment 2 behind the shield tail, so that the water stop hoop can effectively ensure the freezing effect of the soil in the cutter range.

[0050] The segment rear secondary grouting protection structure 14 uses grouting to perform secondary lining grouting on the adjacent ten-ring shield segment 2 through a hoisting hole, and blocks the water behind the shield body.

[0051] The second object of the present application is to provide a construction method, and the construction method of the shield tunnel hole horizontal freezing reinforcement structure comprises the following steps.

[0052] ① Before drilling, a dual-liquid grout is injected into the soil in front of the cutterhead 5 through the advanced grouting hole 7 inside the tunnel boring machine 1 to reinforce the soil around the cutterhead 5. Shield mud is injected through the radial holes of the tunnel boring machine 1 to protect the shield body. Mud is injected into the tail of the tunnel boring machine 1 to seal the shield tail and form the shield tail protection structure 12.

[0053] Polyurethane is injected into the two rings of shield tunnel segments 2 behind the tail of shield machine 1 through the hoisting hole to form ring hoops. Secondary grouting is carried out on the adjacent ten rings of shield tunnel segments 2 through the hoisting hole to seal the water coming from behind shield machine 1.

[0054] ② Rotate the cutterhead 5 in the tunnel boring machine 1 to the pre-designated position to ensure that the horizontal geological borehole 8 and the supplementary borehole 9 can avoid the cutterhead 5 when drilling towards the working face; then remove as many pipelines and components inside the shield shell as possible that affect the drilling construction to provide space for the drilling construction.

[0055] ③ Drilling construction: Freezing holes are constructed using the pre-reserved advanced grouting holes 7, horizontal geological boreholes 8, and supplementary boreholes 9 in the central rotation area 3 of the shield cutterhead. Before drilling, the borehole opening is sealed. Drilling is carried out in the tunnel. The holes are arranged according to the positioning. The pipe-following drilling technology is used to drill the freezing holes to the design depth. During the drilling process, the borehole inclination is strictly monitored. If any deviation is found, it is corrected in time.

[0056] ④ After all the freezing holes are constructed, the horizontal temperature measuring hole can be constructed using the grout inlet 15 on the shield machine 1, and the pressure relief hole can be constructed using the central flushing port 16 on the cutterhead 5.

[0057] ⑤ Before freezing construction, a certain amount of oily polyurethane can be injected into the mud and water chamber 6 through the reserved valve in the mud and water chamber 6 to squeeze the mud and water in the mud and water chamber 6 out of the chamber, thereby reducing the amount of frozen soil excavation in the mud and water chamber later.

[0058] ⑥ Freezing construction: During the active freezing process, strictly control the brine temperature and brine flow rate, and adjust the operating parameters of the freezing system as necessary;

[0059] ⑦ After the frozen curtain is completely enclosed, the frozen wall reaches the designed thickness and is completely bonded to the shield body, the maintenance freezing stage begins;

[0060] ⑧. Normal pressure entry into the silt: Excavate the frozen soil inside the slurry silt chamber 6;

[0061] 9. Repair the cutterhead structure and replace the cutters under normal pressure conditions; repair the main drive sealing structure of the tunnel boring machine.

[0062] ⑩ After the repair is completed, the frozen pipes are thawed and removed to complete the emergency construction of the shield machine to get out of trouble and resume the tunneling of the shield machine.

[0063] In step 7, if the temperature of the frozen wall of the excavation face rises quickly during the excavation of the slurry sump 6, the freezing pipes can be installed on the frozen wall of the excavation face in sections.

[0064] In step 7, whether the frozen soil curtain is formed and whether the frozen wall reaches the designed thickness and strength are determined according to the measured temperature data, and if necessary, the freezing effect can be judged by entering the sump under pressure. For the weak area of the freezing effect, the freezing pipe can be installed to strengthen the freezing.

[0065] Example 1

[0066] A river-crossing slurry shield needs to replace the cutter and repair the main drive sealing structure under high water pressure. The horizontal freezing reinforcement system provided by the application is used to freeze and reinforce the soil around the cutter head. The freezing and reinforcement range is 3 m in front of the cutter head, 1 m behind the cutter head, and 2 m outside the cutter head. The specific steps are as follows:

[0067] Step 1: Preparation before freezing construction

[0068] 1. Before drilling, through the advanced grouting hole 7 and the horizontal geological drilling hole 8 in the shield, double liquid slurry is injected into the soil in front of the cutter head 5 to reinforce the soil around the cutter head and reduce the permeability of the soil layer; through the radial hole of the shield machine, the shield mud 11 is injected to protect the shield body; the mud 12 is injected at the tail of the shield body to wrap and protect the shield tail sealing; the polyurethane 13 is injected through the hoisting hole at the position of the two ring segments behind the shield tail to form a hoop; the secondary grouting is carried out through the hoisting hole near the ten ring segments to block the water from the back of the shield, forming a secondary grouting protection structure 14.

[0069] (2) Turn the shield cutter head 5 to the designated position to ensure that the horizontal geological drilling hole 8 and the supplementary drilling hole 9 can avoid the cutter head structure when drilling into the working face; then remove the pipes and parts in the shield shell that affect drilling as much as possible to provide space for drilling.

[0070] (3) Drilling construction: use the advanced grouting hole 7, horizontal geological drilling hole 8 and center rotation area supplementary drilling hole 9 in the shield shell to do the freezing hole construction. Before drilling, the hole sealing device is done well, and the drilling position error is not more than 50 mm; drilling is carried out in the tunnel, the hole position is arranged according to the position, the follow-up pipe drilling technology is used, the freezing hole is drilled to the designed depth, the advanced grouting hole is extended to 4.5 m in front of the cutter head, and the horizontal geological drilling hole and the supplementary drilling hole are extended to 3 m in front of the cutter head; during drilling, the hole deviation is strictly monitored, and the hole deviation is not more than 100 mm.

[0071] (4) After all the freezing holes are completed, the temperature measuring holes and pressure relief holes can be constructed, and the temperature measuring holes and pressure relief holes are arranged according to the actual situation. In this embodiment, the slurry inlet 15 is used to construct the horizontal temperature measuring hole, and the temperature measuring data is used as an important basis for measuring the quality of the frozen wall; the cutter center flushing hole 16 is used to construct the pressure relief hole, which is used to release the frost heaving force generated around the shield shell during active freezing.

[0072] (5) Before the freezing construction, a certain amount of oil-based polyurethane is injected into the tank through the mud tank reserved valve to squeeze the mud and water in the slurry tank outside, thereby reducing the amount of frozen soil excavation of the slurry tank in the later period, and the injection amount is 1 / 3 of the volume of the slurry tank after the polyurethane expands.

[0073] Step two: freezing construction

[0074] (6) The freezing station is arranged on the ground, and salt water is transported into the tunnel through a pipeline. During the active freezing process, the temperature and flow of the salt water are strictly controlled, the freezing salt water temperature should not be higher than -30 DEG C, the flow of a single freezing hole is 8-10 m 3 / h, and the freezing time runs through the whole process of cutter replacement and sealing structure repair. Whether the frozen soil curtain is formed and whether the frozen wall reaches the designed thickness and strength are judged according to the measured temperature data, and if necessary, the freezing effect can be judged under pressure. For the weak freezing area, freezing pipes can be installed to strengthen the freezing.

[0075] (7) After the frozen curtain is completely closed and the frozen wall reaches the designed thickness and is completely cemented with the shield body, the maintenance freezing stage is entered.

[0076] (8) Normal pressure tank: excavate the frozen soil in the slurry tank, and if the temperature of the frozen wall of the excavation face rises quickly during the excavation process of the slurry tank, the freezing pipes can be installed on the frozen wall of the excavation face in zones to strengthen the freezing. The freezing pipes are installed around the working chamber in a ring shape, the spacing between the freezing pipes is 200 mm, the freezing pipes are installed on the side of the working chamber deviated from the cutter, and a 50 mm thick heat insulation board is laid on the surface of the freezing pipes to strengthen the heat insulation and protection of the freezing pipes.

[0077] Step three: normal pressure tank replacement cutter, repair main drive sealing structure

[0078] (9) Repair the cutter structure and replace the cutter under normal pressure, and repair the main drive sealing structure of the shield.

[0079] (10) After the repair is completed, the frozen pipes are thawed and removed, the emergency construction for the shield machine to get out of trouble is completed, and the shield machine excavation is resumed.

[0080] The application is suitable for emergency repair construction of replacing the cutter, repairing the cutter and replacing the main drive sealing of the shield in the case of risk accidents of the shield tunnel under the sea and the river. The arrangement of the frozen hole in the hole and the freezing parameters should be adjusted according to the shield machine and the stratum where the shield is located.

[0081] The above-noted items not described in detail are all prior art.

Claims

1. A shield tunnel hole internal horizontal freezing reinforcement structure, comprising a shield machine (1), a shield segment (2), a shield cutter center rotation area (3), a slurry chamber partition (4), a cutter (5), a slurry chamber (6) and a shield shell (10); the shield machine (1) comprises the shield cutter center rotation area (3), the slurry chamber partition (4), the cutter (5) in contact with the working face, the slurry chamber (6) connected with the cutter (5) and the shield shell (10); characterized in that the shield shell (10) is provided with an advanced grouting hole (7), the shield segment (2) is connected with the shield shell (10), and a shield tail protection structure (12) is arranged at a shield tail of the shield segment (2), the shield shell (10) is provided with a shield body plugging protection structure (11) on the surface, and the shield segment (2) is provided with a segment rear plugging structure (13) and a secondary grouting protection structure (14) on the outside, the slurry chamber partition (4) is provided with a horizontal geological drilling hole (8), and the shield cutter center rotation area (3) is provided with a supplementary drilling hole (9); the advanced grouting hole (7), the horizontal geological drilling hole (8) and the supplementary drilling hole (9) are drilled to the design depth of the soil body, and a freezing pipe is arranged after the drilling, and the freezing pipe freezes and reinforces the soil body around the shield cutter (5); the shield tunnel hole internal horizontal freezing reinforcement structure is suitable for the scene that an emergency cutter replacement, cutter repair and shield machine main drive sealing emergency disposal are needed to restore the normal tunneling of the shield machine when a risk accident occurs in a seabed tunnel or a river-crossing tunnel.

2. The in-situ ground freezing structure according to claim 1, wherein: the supplementary drilling hole (9) penetrates the shield cutter center rotation area (3) and the slurry chamber partition (4) and does not interfere with the cutter (5) at the same time.

3. The in-situ ground freezing structure according to claim 1, wherein: the horizontal geological drilling hole (8) and the supplementary drilling hole (9) extend into the front 3-4 meters of the cutter, and the advanced grouting hole (7) extends into the front 4-6 meters of the cutter.

4. The in-situ ground freezing structure according to claim 3, wherein: the shield tail protection structure (12) uses mud, and the mud is injected into the tail of the shield machine (1) to wrap the shield tail sealing of the shield machine (1).

5. The in-situ ground freezing structure according to claim 4, wherein: the segment rear plugging structure (13) uses polyurethane to make a hoop and is arranged on the two-ring shield segment (2) behind the shield tail.

6. The in-situ ground freezing structure according to claim 3 or 4, wherein: the segment rear secondary grouting protection structure (14) uses grouting to perform secondary grouting on the adjacent ten-ring shield segment (2) through a hoisting hole, and blocks the water coming from the rear of the shield body.

7. The construction method of a horizontal frozen reinforcement structure in a shield tunnel hole according to any one of claims 1-6, characterized in that: It comprises the following steps: ①, before drilling construction, double liquid slurry is injected into the soil body in front of the cutter (5) through the advanced grouting hole (7) in the shield machine (1) to reinforce the soil body around the cutter (5), the shield body is protected by injecting balance shield mud through the radial hole of the shield machine (1), mud is injected into the tail of the shield machine (1) to form a seal for the shield tail of the shield machine (1) and form a shield tail protection structure (12), polyurethane is injected into the hoisting hole at the position of the two-ring shield segment (2) behind the tail of the shield machine (1) to make a hoop, secondary grouting is performed on the adjacent ten-ring shield segment (2) through the hoisting hole, and the water coming from the rear of the shield machine (1) is blocked, thereby forming a secondary grouting protection structure (14); ②, the cutter (5) in the shield machine (1) is rotated to a pre-specified position to ensure that the horizontal geological drilling hole (8) and the supplementary drilling hole (9) can avoid the cutter (5) when drilling towards the working face. ③, Use the reserved pre-grouting hole (7) in the shield (10), horizontal geological drilling (8) and the supplementary drilling (9) in the shield cutter center rotation area (3) as freezing hole construction, do well the hole sealing device before opening, drill in the tunnel, according to the positioning arrangement hole position, use the pipe following drilling technology, drill the freezing hole to the design depth, strictly monitor the hole deflection during drilling, correct the deviation in time when deflection is found; ④, After all the freezing hole construction is completed, the horizontal temperature measuring hole can be constructed by using the grout inlet (15) on the shield machine (1), and the cutter center flushing port (16) on the cutter (5) is used to construct the pressure relief hole; ⑤, Before freezing construction, a certain amount of oily polyurethane can be injected into the slurry chamber (6) through the reserved valve in the slurry chamber (6) to extrude the mud and water in the slurry chamber (6) to the outside, reducing the amount of slurry chamber frozen soil excavation in the later period; ⑥, Freezing construction: strictly control the temperature and flow of brine during active freezing process, and adjust the running parameters of the freezing system if necessary; ⑦, After the freezing curtain is completely closed and the frozen wall reaches the designed thickness and is completely cemented with the shield body, enter the maintenance freezing stage; ⑧, Normal pressure into the warehouse: excavate the frozen soil in the slurry chamber (6); ⑨, Repair the cutter structure and replace the cutter under normal pressure, and repair the main drive sealing structure of the shield; ⑩, After the repair is completed, the frozen pipe is removed, the emergency construction of the shield machine is completed, and the shield machine tunneling is restored.

8. The construction method of a horizontal frozen reinforcement structure in a shield tunnel hole according to claim 7, characterized in that: In step ⑧, during the excavation of the slurry chamber (6), if the temperature of the frozen wall of the excavation face rises quickly, the freezing pipe can be installed on the frozen wall of the excavation face in zones.

9. The construction method of a horizontal frozen soil wall in a shield tunnel according to claim 7, wherein: In step ⑥, according to the measured temperature data, whether the frozen soil curtain is formed, whether the frozen wall reaches the designed thickness and strength, and if necessary, the freezing effect can be judged by entering the warehouse under pressure. For the area with weak freezing effect, freezing pipe can be installed to strengthen freezing.

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