A method and system for self-adaptive adjustment of slurry liquid level height in a slurry shield tunneling chamber

Abstract

The present application relates to the technical field of slurry shield tunneling in complex strata, and particularly relates to a slurry shield excavation chamber slurry liquid level self-adaptive adjusting method and system. The self-adaptive adjusting method adjusts the slurry liquid level according to the position of the silty sand layer on the working face, and comprises: full-liquid full-chamber tunneling when the thickness of the soil layer between the top of the silty sand layer and the top of the working face is less than or equal to a predetermined thickness value; when the thickness of the soil layer between the top of the silty sand layer and the top of the working face is greater than the predetermined thickness value, the slurry liquid level is higher than a critical point, and the height difference between the slurry liquid level and the critical point is not less than the predetermined thickness value. Through the present application, the problem of cutter head mud cake is effectively alleviated, and the problem of air pressure leaking out of the working face soil layer with a large permeability coefficient and causing serious engineering accidents such as working face collapse and instability is avoided.

Description

Technical Field

[0001] This invention relates to the field of slurry shield tunneling technology in complex strata, and particularly to a method and system for adaptive adjustment of the slurry level in the excavation chamber of a slurry shield tunnel. Background Technology

[0002] The information disclosed in this background section is intended only to enhance understanding of the overall background of the invention and is not necessarily to be construed as an admission or in any way implying that such information constitutes prior art known to those skilled in the art.

[0003] With the development of urban underground space and the advancement of tunnel boring machine (TBM) technology, ultra-large slurry shield tunneling is widely used in projects such as river-crossing tunnels, undersea tunnels, and urban tunnels. Slurry shield tunnels involve various complex geological formations, including soft-over-hard, hard-over-soft, and highly viscous strata. However, when large-diameter slurry shields are excavating in complex geological conditions, the cutterhead is highly susceptible to mud cake formation, leading to reduced cutter penetration, significantly increased thrust and torque, and a substantial decrease in tunneling efficiency. Therefore, mud cake formation on the cutterhead during large-diameter slurry shield tunneling in complex geological conditions is a significant challenge in current TBM construction.

[0004] Existing methods for addressing cutterhead mud cake formation include soil improvement, water jet scouring, and the semi-compartment air pressure method. For the semi-compartment air pressure method in slurry shield tunneling, the excavation chamber contains half mud and half air. The stability of the tunnel face is maintained by the combined pressure of the mud and air. When the cutterhead passes through the upper open area, centrifugal force can cause the soil adhering to the cutterhead to detach to some extent, effectively alleviating mud cake formation. However, there is currently limited research on this method, and there are no strict guidelines for adjusting the mud level in the excavation chamber. This means that the mud level cannot be flexibly adjusted for different complex geological formations, and may even lead to serious engineering accidents such as tunnel face collapse and instability. Summary of the Invention

[0005] To address the shortcomings of existing technologies, the purpose of this invention is to provide a method and system for adaptive adjustment of the mud level in the excavation chamber of a slurry shield tunnel.

[0006] To achieve the above objectives, the embodiments of the present invention provide the following technical solutions:

[0007] An adaptive adjustment method for the mud level height in a slurry shield tunneling excavation chamber, adjusting the mud level height according to the position of the fine sand layer on the tunnel face, includes: when the thickness of the soil layer between the top of the fine sand layer and the top of the tunnel face is less than or equal to a predetermined thickness value, full-level excavation is carried out; when the thickness of the soil layer between the top of the fine sand layer and the top of the tunnel face is greater than the predetermined thickness value, the mud level is higher than a critical point, and the height difference between the mud level and the critical point is not lower than the predetermined thickness value; wherein, the determination of the critical point includes: judging the permeability coefficient k of each layer in the soil layer from top to bottom until a soil layer n with k greater than a predetermined value appears, and the top of soil layer n is taken as the critical point; otherwise, the top of the fine sand layer is taken as the critical point.

[0008] Preferably, the predetermined thickness value is 500 mm, and the predetermined value is 10. -7 m / s.

[0009] Preferably, the determination of the critical point includes: if there are multiple different strata between the top of the silty sand layer and the top of the working face, including soil layer 1, soil layer 2... soil layer n, the permeability coefficient k of each soil layer is determined sequentially from top to bottom; if the permeability coefficient k of soil layer 1 is greater than 10... -7 If the permeability coefficient of soil layer 1 is k≤10 m / s, then the slurry shield tunneling chamber adopts full-bore excavation with full liquid level; -7 m / s, continue to judge soil layer 2. If the permeability coefficient k of soil layer 2 is greater than 10 -7 If the permeability coefficients of soil layers 1 and 2 are both m / s, then the top of soil layer 2 is taken as the critical point; if the permeability coefficients of soil layers 1 and 2 both satisfy k≤10 -7 If the permeability coefficient of soil layer 2 is m / s and there is no soil layer 3, then the bottom of soil layer 2 is taken as the critical point. If soil layer 3 is present, proceed to the next step; and so on, until finally judging soil layer n. If the permeability coefficient k of soil layer n is greater than 10... -7 m / s, then the top of soil layer n is taken as the critical point; if the permeability coefficients of soil layers 1 to n all satisfy k≤10 -7 If the speed is m / s, then the bottom of soil layer n is taken as the critical point.

[0010] Preferably, when the tunnel boring machine is performing non-full-load tunneling, if the specific gravity of the discharged slurry is equal to that of the delivered slurry, the cutterhead speed is increased.

[0011] Preferably, when the tunnel boring machine is performing non-full-capacity tunneling, if the air pressure in the excavation chamber is released or the original air compressor is damaged, additional sufficient air pressure is provided to the air chamber, and at the same time, mud is sprayed onto the part of the air chamber that is in contact with the tunnel face. Under the action of air pressure, the mud penetrates into the tunnel face to form a mud film.

[0012] This invention also provides an adaptive adjustment system for the adaptive adjustment method of mud level height in the excavation chamber of a slurry shield tunneling machine as described above, comprising: an air compressor, a slurry delivery device, a slurry discharge device, and a monitoring device. The air compressor is used to provide sufficient and constant air pressure to the air chamber, the slurry delivery device is used to pump sufficient mud into the slurry chamber, the slurry discharge device is used to discharge the mud from the slurry chamber, and the monitoring device is used to monitor the mud level height in the excavation chamber.

[0013] Preferably, the air compression device includes an air compressor, an air supply pipe, and an exhaust pipe. One end of the air supply pipe is connected to the air compressor, and the other end is connected to an air chamber. One end of the exhaust pipe is connected to the air compressor, and the other end is connected to an air chamber.

[0014] Preferably, the slurry feeding device includes a slurry feeding pump and a slurry feeding pipe, one end of the slurry feeding pipe being connected to the slurry feeding pump and the other end being connected to the mud and water tank; the slurry discharge device includes a slurry discharge pump and a slurry discharge pipe, one end of the slurry discharge pipe being connected to the slurry discharge pump and the other end being connected to the mud and water tank.

[0015] Preferably, it also includes a central control system and a cutter head speed control device for adjusting the cutter head speed. A slurry feeding hydrometer is installed on the slurry feeding pipe, and a slurry discharge hydrometer is installed on the slurry discharge pipe. The cutter head speed control device, the slurry feeding hydrometer, and the slurry discharge hydrometer are all electrically connected to the central control system.

[0016] Preferably, the device also includes an emergency device, which includes a backup air compressor and a mud spraying device. The air compressor is connected to the mud spraying device via a pipeline. The mud spraying device is used to spray mud onto the part of the air chamber that contacts the working face to form a mud film.

[0017] One or more technical solutions provided in the embodiments of the present invention have at least the following technical effects or advantages:

[0018] 1. The slurry level height self-adaptive adjustment method of the slurry excavation chamber of the slurry shield tunneling machine of the present invention can adaptively adjust the slurry level height of the excavation chamber of the shield tunneling machine for different complex strata. According to the method, the slurry level height of the excavation chamber of the shield tunneling machine can be self-adaptively adjusted. It provides a set of technical specifications and procedures for non-full chamber excavation of ultra-large slurry shield tunneling machines. It effectively alleviates the problem of mud cake formation on the cutterhead and avoids the problem of air pressure leakage from the soil layer with a large permeability coefficient at the tunnel face, which could lead to serious engineering accidents such as tunnel face collapse and instability.

[0019] 2. When the specific gravity of the discharged slurry is roughly equal to that of the delivered slurry, by adjusting and increasing the speed of the cutter head, the cutter head, under the action of centrifugal force, can promote the automatic detachment of the slag adhering to the cutter head when passing through the air chamber's air-free area, thereby effectively alleviating the phenomenon of mud cake formation.

[0020] 3. When the air chamber is unexpectedly depressurized, additional sufficient air pressure is provided to the air chamber, and mud is sprayed onto the part of the air chamber that is in contact with the working face. Under the action of air pressure, the mud penetrates into the working face to form a mud film, thereby reducing the phenomenon of air pressure being released from the working face, so that the air chamber can maintain its original air pressure balance and ensure the stability of the working face.

[0021] Advantages of additional aspects of the invention will be set forth in the description which follows, and in part will be obvious from the description, or may be learned by practice of the invention.

[0022] To make the above-mentioned objects, features and advantages of the present invention more apparent and understandable, preferred embodiments are described below in detail with reference to the accompanying drawings. Attached Figure Description

[0023] The accompanying drawings, which form part of this invention, are used to provide a further understanding of the invention. The illustrative embodiments of the invention and their descriptions are used to explain the invention and do not constitute an improper limitation of the invention.

[0024] Figure 1 This is a schematic diagram of the adaptive adjustment method according to an embodiment of the present invention;

[0025] Figure 2 This is a schematic diagram of the adaptive adjustment system according to an embodiment of the present invention;

[0026] In the diagram: 1. Air compression device; 1-1. Air compressor; 1-2. Air supply pipeline; 1-3. Exhaust pipeline; 1-4. Air supply valve; 1-5. Exhaust valve; 2. Slurry delivery device; 2-1. Slurry pump; 2-2. Slurry hydrometer; 2-3. Slurry pipeline; 2-4. Slurry valve; 3. Slurry discharge device; 3-1. Slurry discharge pump; 3-2. Slurry discharge hydrometer; 3-3. Slurry discharge pipeline; 3-4. Slurry discharge valve; 4. Monitoring device; 4-1. Liquid level monitor; 4-2. Air pressure monitor; 5. Cutterhead speed control device; 6. Emergency device; 6-1. Backup air compressor; 6-2. Slurry spraying device; 7. Central control system;

[0027] The distances or dimensions between parts have been exaggerated to show their positions; the diagram is for illustrative purposes only. Detailed Implementation

[0028] It should be noted that the following detailed description is illustrative and intended to provide further explanation of the invention. Unless otherwise specified, all technical and scientific terms used in this invention have the same meaning as commonly understood by one of ordinary skill in the art to which this invention pertains.

[0029] It should be noted that the terminology used herein is for the purpose of describing particular embodiments only and is not intended to limit the scope of exemplary embodiments according to the invention. As used herein, unless otherwise expressly indicated by the invention, the singular form is intended to include the plural form as well. Furthermore, it should be understood that when the terms "comprising" and / or "including" are used in this specification, they indicate the presence of features, steps, operations, devices, components, and / or combinations thereof.

[0030] Definitions:

[0031] Silty sand refers to a sandy soil layer in which the content of particles with a diameter of less than 0.075 mm exceeds 50% of the total weight. It has poor stability and high permeability.

[0032] The permeability coefficient refers to the unit flow rate under a unit hydraulic gradient in an isotropic medium. It represents the ease with which fluid passes through the pore skeleton and is an indicator that comprehensively reflects the permeability of soil. It is also known as the hydraulic conductivity coefficient and is symbolized as k.

[0033] As described in the background section, there are no strict specifications for adjusting the slurry level in the excavation chamber. The slurry level cannot be flexibly adjusted for different complex geological formations. If the properties of the soil layer in front of the tunnel face are not comprehensively considered and the slurry level in the excavation chamber is lowered, air pressure may leak from the soil layer with a high permeability coefficient, thus losing the supporting and stabilizing effect of air pressure on the tunnel face, and potentially leading to serious engineering accidents such as tunnel face collapse and instability. To solve the above technical problems, this invention proposes an adaptive adjustment method for the slurry level in the excavation chamber of a slurry shield tunneling machine. Figure 1 As shown, it includes the following steps:

[0034] S1. First, considering the complex geological distribution at the tunnel face, the excavation chamber liquid level mode is selected based on the location of the silty sand layer (high permeability layer) at the tunnel face. If the silty sand layer is located at the top of the tunnel face or the distance between the top of the silty sand layer and the top of the tunnel face is ≤500mm, the slurry shield tunneling excavation chamber adopts the full liquid level mode (full chamber excavation); if the silty sand layer gradually moves down from the top of the tunnel face, and the distance between the top of the silty sand layer and the top of the tunnel face is >500mm, proceed to the next step of judgment.

[0035] S2. When the distance between the top of the fine sand layer and the top of the tunnel face is >500mm, the mud level is higher than the critical point and the height difference between the mud level and the critical point should be ≥500mm. That is, the lowest point of the mud level is 500mm higher than the critical point. The highest point can be adjusted according to the actual situation (such as mud cake situation, excavation chamber pressure parameters, tunneling parameters, etc.). The lowering part of the mud level in the excavation chamber is supplied with air pressure by an air compression device to keep the tunnel face stable.

[0036] Determining the critical point includes:

[0037] If there are multiple different soil layers (soil layer (1), soil layer (2), soil layer (3)... soil layer (n)) between the top of the silty sand layer and the top of the working face, then the permeability coefficient k of each soil layer should be determined sequentially from the working face downwards:

[0038] a. If the permeability coefficient k of soil layer (1) is greater than 10 -7 If the permeability coefficient of the soil layer (1) is k≤10 m / s, then the slurry shield excavation chamber adopts the full liquid surface mode (full chamber excavation); -7 If the soil density is m / s and there is no soil layer (2), then the bottom of the soil layer (1) is taken as the critical point. If there is a soil layer (2), then proceed to the next step.

[0039] b. Continue to judge the soil layer (2). If the permeability coefficient k of soil layer (2) is greater than 10... -7 If the permeability coefficients of soil layers (1) and (2) are both k ≤ 10 m / s, then the bottom of soil layer (1) (i.e., the top of soil layer 2) is taken as the critical point, and the mud level in the excavation chamber can be lowered accordingly (non-full-span excavation); if the permeability coefficients of soil layers (1) and (2) both satisfy k ≤ 10 -7 If the soil volume is m / s and there is no soil layer (3), then the bottom of the soil layer (2) is taken as the critical point, and the mud level in the excavation chamber can be lowered accordingly (non-full chamber excavation). If there is a soil layer (3), then proceed to the next step.

[0040] c. Continue to assess soil layer (3). If the permeability coefficient k of soil layer (3) is greater than 10... -7 If the permeability coefficients of soil layers (1) to (3) all satisfy k≤10 m / s, then the bottom of soil layer (2) (i.e., the top of soil layer 3) is taken as the critical point, and the mud level in the excavation chamber can be reduced accordingly (non-full-span excavation); -7 If the soil volume is m / s and there is no soil layer (4), then the bottom of the soil layer (3) is taken as the critical point, and the mud level in the excavation chamber can be lowered accordingly (non-full chamber excavation). If there is a soil layer (4), then proceed to the next step.

[0041] d. Continue in this manner until the final soil layer (n) is judged. If the permeability coefficient k of soil layer (n) is greater than 10... -7 If the permeability coefficients of soil layers (1) to (n) are all within m / s, then the bottom of soil layer (n-1) (i.e., the top of soil layer n) is taken as the critical point, and the mud level in the excavation chamber can be lowered accordingly (non-full-span excavation); if the permeability coefficients of soil layers (1) to (n) all satisfy k≤10 -7 If the speed is m / s, then the bottom of the soil layer (n) (i.e. the top of the silty sand layer) is taken as the critical point, and the mud level in the excavation chamber can be lowered accordingly (non-full chamber excavation).

[0042] S3. When the tunnel boring machine (TBM) is performing non-full-capacity excavation, the excavation effect is further optimized by varying the specific gravity difference between the delivered and discharged slurry. If the specific gravity of the discharged slurry is generally greater than that of the delivered slurry, it indicates that the slurry has a good capacity to carry away excavated material, and most of the excavated material is carried out by the slurry, requiring no further operation. If the specific gravity of the discharged slurry is roughly equal to that of the delivered slurry, it indicates that a large amount of excavated material remains in the excavation chamber, potentially leading to mud cake formation. In this case, the cutterhead speed can be increased by adjusting the control system. Under the centrifugal force of rotation, as the cutterhead passes through the air chamber's open area, the excavated material adhering to the cutterhead can be automatically detached to some extent, effectively alleviating the mud cake formation phenomenon.

[0043] S4. When the tunnel boring machine is performing non-full-capacity excavation, and the air pressure in the excavation chamber suddenly drops due to uncontrollable factors or the original air compressor fails, the emergency device should be activated immediately. First, quickly turn on the backup air compressor to provide additional sufficient air pressure to the air chamber. At the same time, turn on the mud spraying device to spray mud onto the part of the air chamber that is in contact with the tunnel face. Under the action of air pressure, the mud penetrates into the tunnel face to form a mud film, thereby reducing the phenomenon of air pressure dropping from the tunnel face and enabling the air chamber to maintain its original air pressure balance to ensure the stability of the tunnel face.

[0044] To achieve the adaptive adjustment method for the liquid level height in the excavation chamber of an ultra-large slurry shield tunnel in complex geological formations, as described above, this embodiment also provides an adaptive adjustment system, such as... Figure 2 As shown, the tunnel boring machine (TBM) is modified by installing an air compressor 1, a slurry delivery device 2, a slurry discharge device 3, a monitoring device 4, a cutterhead speed control device 5, an emergency device 6, and a central control system 7. Through these devices, under the combined effect of air pressure and slurry pressure to ensure the stability of the tunnel face, and based on the adaptive adjustment method of the slurry level in the excavation chamber, non-full-capacity tunneling of the ultra-large slurry shield can be achieved. This alleviates the phenomenon of mud cake formation on the cutterhead of the TBM when tunneling in complex strata, and at the same time avoids the problem of air pressure leaking out from the soil layer with a high permeability coefficient at the tunnel face, which could lead to serious engineering accidents such as tunnel face collapse and instability.

[0045] The air compression device 1 includes an air compressor 1-1, an air supply pipe 1-2, an exhaust pipe 1-3, an air supply valve 1-4, and an exhaust valve 1-5. The air compressor 1-1 can provide sufficient and constant air pressure to the excavation chamber through the air supply pipe 1-2 to maintain the stability of the working face; the exhaust pipe 1-3 can be used to discharge air and reduce the air pressure in the excavation chamber, so as to facilitate the adjustment of the air pressure in the excavation chamber and the height of the mud level.

[0046] The slurry delivery device 2 includes a slurry pump 2-1, a slurry hydrometer 2-2, a slurry delivery pipe 2-3, and a slurry delivery valve 2-4. The slurry pump 2-1 can pump sufficient slurry to the slurry tank through the slurry delivery pipe 2-3 to maintain the stability of the working face; the slurry hydrometer 2-2 and the slurry flow meter can be used to measure the specific gravity of the delivered slurry.

[0047] Compressed air and slurry are simultaneously injected into the excavation chamber of the slurry shield tunnel by air compression device 1 and slurry delivery device 2. The stability of the tunnel face is maintained by the combined action of air pressure and slurry pressure. When the cutterhead passes through the upper open area, the centrifugal force can promote the automatic detachment of the slag adhering to the cutterhead to a certain extent, thereby effectively alleviating the phenomenon of mud cake formation.

[0048] The slurry discharge device 3 includes a slurry discharge pump 3-1, a slurry discharge hydrometer 3-2, a slurry discharge pipe 3-3, and a slurry discharge valve 3-4. The slurry discharge pump 3-1 can quickly discharge the slurry in the slurry chamber through the slurry discharge pipe 3-3, and discharge the excavated soil from the cutterhead by utilizing the slurry's slag-carrying capacity. The slurry discharge hydrometer 3-2 and the slurry discharge flow meter can be used to measure the specific gravity of the discharged slurry and compare it with the specific gravity of the transported slurry, thereby determining the working status of the tunnel boring machine.

[0049] The monitoring device 4 includes a liquid level monitor 4-1 and an air pressure monitor 4-2. The liquid level monitor 4-1 can emit a laser towards the mud surface and monitor the mud level in the excavation chamber based on the laser reflection time; the air pressure monitor 4-2 can be used to monitor the air pressure in the excavation chamber.

[0050] The emergency device 6 includes a backup air compressor 6-1 and a mud spraying device 6-2. When the air pressure in the excavation chamber suddenly drops due to uncontrollable factors or the original air compressor 1-1 is damaged, the backup air compressor 6-1 can be used to provide additional air pressure to the excavation chamber, and the mud spraying device 6-2 can spray mud onto the part of the air chamber that is in contact with the working face to form a mud film, reducing the phenomenon of air pressure dropping from the working face, thereby ensuring the stability of the working face.

[0051] The central control system 7 is connected to the air compressor 1, the slurry feeding device 2, the slurry discharge device 3, the monitoring device 4, the cutter head speed control device 5, and the emergency device 6 via wires, and is used to control the operation of each device.

[0052] While the specific embodiments of the present invention have been described above in conjunction with the accompanying drawings, this is not intended to limit the scope of protection of the present invention. Those skilled in the art should understand that various modifications or variations that can be made by those skilled in the art without creative effort based on the technical solutions of the present invention are still within the scope of protection of the present invention.

[0053] Finally, it should be noted that, unless otherwise specified, the embodiments of the present invention and the various features thereof can be combined with each other, all of which are within the protection scope of the present invention. Furthermore, although the steps are listed in the order S1, S2, S3…, in some cases, the steps shown or described may be performed in a different order than that presented here.

Claims

1. A method for adaptive adjustment of the mud level height in the excavation chamber of a slurry shield tunneling machine, characterized in that, Adjusting the mud level according to the location of the fine sand layer on the working face includes: The predetermined thickness is 500mm, and the predetermined value is 10. -7 m / s; when the thickness of the soil layer between the top of the fine sand layer and the top of the working face is less than or equal to the predetermined thickness value, full-level drilling is carried out; when the thickness of the soil layer between the top of the fine sand layer and the top of the working face is greater than the predetermined thickness value, the mud level is higher than the critical point, and the height difference between the mud level and the critical point is not lower than the predetermined thickness value. The determination of the critical point includes: judging the permeability coefficient k of each soil layer from top to bottom until a soil layer n with k greater than a predetermined value is found, and taking the top of soil layer n as the critical point; otherwise, taking the top of the silty sand layer as the critical point; if there are multiple different strata between the top of the silty sand layer and the top of the working face, including soil layer 1, soil layer 2... soil layer n, judging the permeability coefficient k of each soil layer from top to bottom; if the permeability coefficient k of soil layer 1 is greater than 10... -7 If the permeability coefficient of soil layer 1 is k≤10 m / s, then the slurry shield tunneling chamber adopts full-bore excavation with full liquid level; -7 m / s, continue to judge soil layer 2. If the permeability coefficient k of soil layer 2 is greater than 10 - 7 If the permeability coefficients of soil layers 1 and 2 are both m / s, then the top of soil layer 2 is taken as the critical point; if the permeability coefficients of soil layers 1 and 2 both satisfy k≤10 -7 If the permeability coefficient of soil layer 2 is m / s and there is no soil layer 3, then the bottom of soil layer 2 is taken as the critical point. If soil layer 3 is present, proceed to the next step; and so on, until finally judging soil layer n. If the permeability coefficient k of soil layer n is greater than 10... -7 m / s, then the top of soil layer n is taken as the critical point; if the permeability coefficients of soil layers 1 to n all satisfy k≤10 -7 If the speed is m / s, then the bottom of soil layer n is taken as the critical point.

2. The adaptive adjustment method for mud level height in the excavation chamber of a slurry shield tunneling machine as described in claim 1, characterized in that, When the tunnel boring machine is performing non-full-fill tunneling, if the specific gravity of the discharged slurry is equal to that of the delivered slurry, the cutterhead speed should be increased.

3. The adaptive adjustment method for mud level height in the excavation chamber of a slurry shield tunneling machine as described in claim 1, characterized in that, When the tunnel boring machine is excavating at a non-full capacity, if the air pressure in the excavation chamber is released or the original air compressor is damaged, additional sufficient air pressure is provided to the air chamber. At the same time, mud is sprayed onto the part of the air chamber that is in contact with the tunnel face. Under the action of air pressure, the mud penetrates into the tunnel face to form a mud film.

4. An adaptive adjustment system for the adaptive adjustment method of mud level height in the excavation chamber of a slurry shield tunneling machine as described in any one of claims 1-3, characterized in that, include: The equipment includes an air compressor, a slurry delivery device, a slurry discharge device, and a monitoring device. The air compressor provides sufficient and constant air pressure to the air chamber, the slurry delivery device pumps sufficient slurry into the slurry chamber, the slurry discharge device discharges slurry from the slurry chamber, and the monitoring device monitors the slurry level in the excavation chamber.

5. The adaptive adjustment system as described in claim 4, characterized in that, The air compression device includes an air compressor, an air supply pipe, and an exhaust pipe. One end of the air supply pipe is connected to the air compressor, and the other end is connected to an air chamber. One end of the exhaust pipe is connected to the air compressor, and the other end is connected to an air chamber.

6. The adaptive adjustment system as described in claim 4, characterized in that, The slurry delivery device includes a slurry delivery pump and a slurry delivery pipeline. One end of the slurry delivery pipeline is connected to the slurry delivery pump, and the other end is connected to the mud and water tank. The slurry discharge device includes a slurry discharge pump and a slurry discharge pipeline. One end of the slurry discharge pipeline is connected to the slurry discharge pump, and the other end is connected to the mud and water tank.

7. The adaptive adjustment system as described in claim 6, characterized in that, It also includes a central control system and a cutter head speed control device for adjusting the cutter head speed. A slurry feeding hydrometer is installed on the slurry feeding pipe, and a slurry discharge hydrometer is installed on the slurry discharge pipe. The cutter head speed control device, the slurry feeding hydrometer, and the slurry discharge hydrometer are all electrically connected to the central control system.

8. The adaptive adjustment system as described in claim 7, characterized in that, It also includes an emergency device, which includes a backup air compressor and a mud spraying device. The air compressor is connected to the mud spraying device through a pipeline. The mud spraying device is used to spray mud onto the part of the air chamber that is in contact with the working face to form a mud film.

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