A tunnel shield machine without blocking and a construction method thereof

Abstract

The application provides a tunnel shield machine without jamming and a construction method thereof. The head of a shield body is provided with a cutter head, and the lateral outer wall of the cutter head is provided with a lateral spiral annular blade. A deformation buffer zone is arranged between a tunnel rock wall and the outer shell of the shield body. The deformation buffer zone comprises a liquid filling layer and a liquid containing cavity. The liquid filling layer and the liquid containing cavity are divided into a plurality of liquid lining capsules by a plurality of partition leaves. The liquid lining capsule comprises a rubber capsule, a liquid, a transverse partition plate between the liquid containing cavity and the liquid filling layer, a high-strength spring arranged on the outer side wall of the transverse partition plate and capable of supporting the rubber capsule, a stress sheet and an automatic pressure relief valve arranged on the inner side wall of the transverse partition plate. An electromagnetic net is clamped in the rubber capsule of the upper semicircular arch of the deformation buffer zone. An electric valve and a baffle are arranged on the liquid backfilling port. The liquid filling layer has a certain deformation capacity. When the surrounding rock pressure is too large, the liquid is discharged, the surrounding rock is deformed, the force in a certain direction is removed, the confining pressure of the outer shell of the shield body is reduced, and the shield body is prevented from being jammed.

Description

Technical Field

[0001] This invention relates to the field of tunnel boring machines, and in particular to a tunnel boring machine that does not jam and its construction method. Background Technology

[0002] In areas with harsh geological conditions, high ground stress, and weak surrounding rock, large deformations of the surrounding rock can cause excessive friction on the shield machine, leading to jamming. This can easily occur at the outer shell of the shield. In practical engineering, this problem is unavoidable, and commonly used solutions include:

[0003] 1) Forcibly advancing and dragging the shield;

[0004] 2) At the stuck point, remove part of the device, manually dig holes to enlarge them, line the surrounding rock above the shield tail, and then remove the broken rock layer between the lining support and the shield body to allow the shield body to get out of trouble.

[0005] Existing methods have drawbacks. First, forced advancement can damage the shield, causing significant economic losses. Second, shield deformation caused by forced advancement affects the quality of subsequent tunnel excavation, necessitating component replacement within the tunnel and impacting project progress. Third, manual borehole enlargement is difficult due to limited construction space. Fourth, lining and support can disturb the surrounding rock mass, making it unsuitable in areas with high requirements for underground foundation stability or where other structures are nearby. Due to these limitations in practical engineering, a non-jamming tunnel boring machine (TBM) and its construction method have been invented. This technology specifically addresses TBM jamming during tunnel boring by adding a deformation buffer zone on the outside of the shield. This allows for unblocking without disturbing the surrounding rock mass or damaging the shield. A fluid filling layer provides space for surrounding rock deformation; as the surrounding rock pressure changes, the fluid can be backfilled or released, effectively preventing the TBM from jamming, ensuring continuous tunneling, and guaranteeing project efficiency. Summary of the Invention

[0006] To address the aforementioned technical problems, this invention provides a non-jamming tunnel boring machine (TBM) and its construction method. This new technology is designed for tunnel boring machine construction in areas with harsh geological environments, high ground stress, and weak surrounding rock. It utilizes the deformable capacity of the fluid filling layer. When the surrounding rock pressure becomes excessive, the fluid is released, causing deformation of the surrounding rock and relieving the force in a certain direction. This reduces the confining pressure on the shield shell, ensuring the shield does not jam. This invention overcomes the shortcomings of existing jamming methods, achieving jam-free operation during tunnel boring, thus improving engineering efficiency. It has broad application prospects and is widely applicable in underground tunnel boring machine projects in high ground stress areas.

[0007] To achieve the aforementioned technical features, the present invention aims to provide a non-jamming tunnel boring machine, comprising a shield body, a cutterhead at one end of the shield body, and retractable lateral spiral annular blades on the outer side of the cutterhead; a deformation buffer zone exists between the tunnel wall and the outer shell of the shield body; the deformation buffer zone includes a fluid filling layer and a fluid receiving cavity, which are divided into multiple fluid lining capsules by several partitions; each fluid lining capsule includes a rubber bladder, fluid, a transverse partition between the fluid receiving cavity and the fluid filling layer, a high-strength spring on the outer wall of the transverse partition to support the rubber bladder, and a stress plate and an automatic pressure relief valve on the inner wall of the transverse partition; an electromagnetic mesh is sandwiched in the semi-circular rubber bladder of the deformation buffer zone, and an electric valve and a baffle are provided at the fluid backfill inlet.

[0008] The shield body consists of a front shield, a middle shield, and a tail shield. The outer shell of the shield body has a certain strength, and its length is H and its diameter is D.

[0009] The cutterhead and the lateral spiral ring blades cut the soil during the tunneling process. The blades are made of high-speed steel and carbon steel.

[0010] The deformation buffer zone is cylindrical and located between the tunnel wall and the outer shell of the shield, providing a certain space for the deformation of the surrounding rock.

[0011] The fluid filling layer is composed of several septa divided into multiple arc-shaped cylindrical chambers filled with fluid. The cross-section of the fluid filling layer is circular, and its annular rubber bladder is divided into multiple fan-shaped annular chambers. The inside of the fan-shaped annular chamber is a fluid filling area with a thickness of d.

[0012] The rubber bladder is hollow and cylindrical, with a certain capacity for expansion and deformation. It is also wear-resistant, puncture-proof against the edges of surrounding rock, anti-aging, and corrosion-resistant. It is made of asbestos fiber rubber.

[0013] The fluid used is fine sand or magnetized waste iron slag. The fluid in the lower half of the tunnel is fine sand with a diameter of 0.25mm-0.35mm; the fluid in the upper half of the tunnel is waste iron slag and iron powder.

[0014] The fluid-containing cavity is located between the fluid-filling layer and the outer shell of the shield. The fluid-containing cavity has a certain strength and a thickness of d. Its cross-section is concentric with the fluid-filling layer and is composed of multiple arc-shaped chambers.

[0015] The transverse partitions of the fluid containment cavity and the fluid filling layer are welded to the fluid containment cavity and have a certain strength. There are two types of transverse partitions: the first type is to use an arc-shaped transverse partition directly above the tunnel, or the second type is to use two arc-shaped plates on both sides of the tunnel, with a certain overlap at the low potential energy.

[0016] An automatic pressure relief valve is installed at the high potential energy point inside each fluid-lined capsule. When the stress plate of the fluid filling layer and the fluid receiving cavity reaches a certain peak value, the automatic pressure relief valve will open automatically. After a certain amount of fluid is discharged from the fluid filling layer into the fluid receiving cavity, the pressure decreases, and the automatic pressure relief valve will close automatically.

[0017] The upper semi-circular ring of the deformation buffer contains an electromagnetic mesh sandwiched in a rubber bladder. When energized, it generates a magnetic field that can magnetize waste iron slag and iron powder, generating an adsorption force that draws the fluid in the fluid receiving cavity back into the fluid filling layer.

[0018] One method of backfilling involves an electric valve located on both sides of the transverse partition in the rubber lining above the tunnel where the gravitational potential energy is low. When energized, the electric valve opens, and the electromagnetic attraction of the fluid is used to achieve fluid backfilling. When de-energized, the valve is demagnetized and closes.

[0019] Alternatively, in another backfilling method, the baffle is located at the overlapping point of two arc-shaped plates. Under the action of gravity, the fluid can freely pass through the baffle and return to the fluid filling layer. When the fluid filling layer is filled with fluid, the baffle and the transverse partition block push against each other.

[0020] During tunneling, stress gauges are used to predict the stress in the surrounding rock. If the stress shows a significant increasing trend, pre-treatment is carried out.

[0021] Replace the large-diameter cutterhead and lateral spiral ring blades in a timely manner to expand the excavation radius, or manually depressurize the fluid lining capsule along the tunneling direction to perform necking treatment.

[0022] A method for tunnel boring machine (TBM) construction using a non-jamming TBM includes the following steps:

[0023] Step 1: Prepare the shield body, cutterhead, lateral spiral ring blades, deformation buffer zone, fluid filling layer, fluid receiving cavity, rubber bladder, fluid, transverse baffle, high-strength spring, stress plate, automatic pressure relief valve, electromagnetic mesh, electric valve and baffle.

[0024] Step 2: In the open-cut section, the shield equipment is assembled. The shield body and cutterhead components are hoisted to the arc-shaped guide platform between the shafts for assembly. Pipe connections and accessory installation are completed. The shield machine is assembled, debugged and accepted.

[0025] Step 3: The fluid is injected into each chamber of the rubber bladder. The lower semi-circular arch chamber of the tunnel is filled with fine sand as fluid. The upper semi-circular arch chamber should be able to inject fluid against gravity. An electromagnetic mesh is sandwiched at the top of the chamber. Waste iron slag and iron powder are used as fluid. The electromagnetic mesh is energized to achieve fluid filling.

[0026] Step 4: Weld a transverse partition to the outside of the fluid receiving cavity. Install an automatic pressure relief valve and an electric valve on the transverse partition. Attach stress plates to the outside of the transverse partition. Tightly fix the fluid filling layer to the outside of the fluid receiving cavity.

[0027] Step 5: Tunneling begins, trial excavation optimizes tunneling parameters, and the tunnel boring machine is pushed out of the wall opening of the starting working shaft using the shield jacks, and excavation begins according to the preset route;

[0028] Step 6: During the tunneling process, if a roof collapse or rockfall occurs, or if the surrounding rock deforms in soft rock sections with high or low stress, and the shield machine gets stuck, the stress plate at the bottom of the rubber bladder can be used to determine whether the jamming is caused by excessive frictional resistance on the sidewall of the shield.

[0029] Step 7: During tunneling, a jamming phenomenon occurred, and significant changes in the stress gauge values ​​were observed. When the surrounding rock pressure reached a certain peak, the automatic pressure relief valve automatically opened, releasing a certain amount of fluid from the fluid filling layer into the fluid receiving cavity. The extracted space allows for deformation of the surrounding rock to relieve the force in that direction, achieving unloading and reducing shield-side friction. Subsequent chambers in the same direction of advancement unload sequentially as they pass this point. Under the jacking of the jacks, tunneling continues. After passing this location, if this location is below the tunnel... In the semi-circular arch section, the surrounding rock pressure decreases, the deformation of the fluid filling layer gradually recovers, and the fluid in the fluid receiving cavity automatically returns to the fluid filling layer. If this location is in the upper semi-circular arch section of the tunnel, the electromagnetic mesh generates a magnetic field after being energized, which magnetizes the waste iron slag and iron powder fluid, generating a strong attraction force that draws the fluid in the fluid receiving cavity back to the fluid filling layer. After the power is cut off, the baffle closes. If this location is directly above the tunnel, the electric valve opens when energized, the electromagnetic mesh draws the fluid back to the fluid filling layer when energized, and the electric valve closes when the power is cut off and the magnetization is deactivated.

[0030] Step 8: When the stress value on the front shield changes significantly, predict the deformation of the surrounding rock in advance, replace the cutterhead blades in time, and use top pressure to extend the lateral spiral ring blades to expand the excavation diameter and reserve space for the deformation of the surrounding rock to release the pressure of the surrounding rock; or manually depressurize the fluid lining capsules along the excavation direction and perform necking treatment.

[0031] Step 9: The tunnel boring machine (TBM) advances along the designed axis in the stratum. At the same time, soil is excavated and lining segments are installed. Waterproof sealing strips are attached around the segments. The segments are transported to the area below the segment installation work area by the segment trolley. The segment assembly machine places the segments in fixed positions. The tail of the TBM is equipped with brushes and sealing grease to prevent grout from seeping into the TBM. The gaps behind the lining are grouted simultaneously. After each segment is assembled, the grouting pipe at the tail of the TBM grouts the gaps behind it and continues the tunnel boring. If the machine jams, repeat steps 6 to 8.

[0032] Step 10: In areas with harsh geological conditions, high ground stress, and weak surrounding rock, when the surrounding rock undergoes large deformation and the shield machine experiences excessive friction and jamming, some of the fluid is released through the fluid filling layer to allow space for the surrounding rock to deform. After the surrounding rock deforms, the force in that direction can be relieved, reducing the confining pressure on the shield shell and resolving the jamming. After the jamming is resolved, the released fluid is used to backfill from the fluid receiving cavity into the fluid filling layer by utilizing the magnetic attraction of the electromagnetic mesh or the gravity of the fluid. When encountering changes in confining pressure, this process is repeated to achieve a tunnel shield machine that does not jam.

[0033] The present invention has the following beneficial effects:

[0034] 1. This invention addresses the problem of machine jamming in underground tunnel shield engineering in harsh environments, high ground stress, and weak surrounding rock areas. The existing solutions have drawbacks. This invention innovatively proposes a machine-free tunnel shield machine and its construction method. This technology is a new technology for tunnel shield construction in areas with excessive surrounding rock pressure, and can achieve machine-free tunnel shield construction.

[0035] 2. This invention uses a lateral spiral ring blade. When a significant increase in surrounding rock pressure is predicted, the lateral spiral ring blade can be extended by pressing down, increasing the drilling radius, increasing the reserved space for surrounding rock deformation, and releasing the surrounding rock pressure. This can reduce the possibility of the shield machine getting stuck due to the surrounding rock. It is suitable for areas where the surrounding rock pressure in front of the shield machine suddenly increases, and it is also suitable for sections with poor foundations.

[0036] 3. The present invention adopts a deformation buffer zone set on the outside of the shield body. When the surrounding rock pressure is too high, there is a certain space for the surrounding rock to deform, reducing the force of the surrounding rock along the deformation direction. When the surrounding rock pressure recovers, the deformation buffer zone can recover accordingly. To a certain extent, it can avoid the impact of poor foundation on the tunnel shield and flexibly respond to changes in tunnel confining pressure.

[0037] 4. This invention uses an asbestos fiber rubber bladder, which has a certain expansion and deformation capacity, and is wear-resistant, prevents punctures from the edges of the surrounding rock, is anti-aging, and corrosion-resistant. It is suitable for the outside of the shield machine during tunneling and has a protective effect on the shield body.

[0038] 5. This invention uses multiple fluid-lined capsules, which can realize segmented pressure relief and segmented backfilling, accurately monitor the confining pressure of each segment, and is highly operable.

[0039] 6. The fluid lining capsule structure of the present invention has an automatic pressure relief function, which can contain the discharged sand inside and can complete fluid backfilling during tunneling, making it convenient to operate in practice.

[0040] 7. This invention uses fine sand as the fluid in the lower semi-circular arch of the tunnel, which has good bearing capacity. It is discharged from the high gravitational potential energy area through an automatic pressure relief valve and backfilled into the fluid filling layer from the low potential energy area, and can be reused.

[0041] 8. This invention uses waste iron slag and iron powder as the fluid in the upper semi-circular arch of the tunnel. It is discharged through an automatic pressure relief valve. The electromagnetic grid is energized to generate attraction on the fluid, realizing backfilling. The waste slag is reused, which is low-cost and environmentally friendly.

[0042] 9. The transverse partition between the fluid receiving cavity and the fluid filling layer of this invention is arranged in a staggered manner, and by utilizing energy conversion and with the help of electrical energy, the fluid can be discharged, backfilled and reused in a cyclical manner.

[0043] 10. The device proposed in this invention has a simple structure, low cost, and convenient operation. It can easily realize the shield tunneling construction and engineering quality assurance in areas with excessive surrounding rock pressure. It is widely used in shield tunneling projects in areas with high ground stress and has broad engineering practical significance and application prospects. Attached Figure Description

[0044] The present invention will be further described below with reference to the accompanying drawings and embodiments.

[0045] Figure 1 This invention relates to a side view of a tunnel boring machine.

[0046] Figure 2 This is a structural diagram of the fluid filling layer involved in the present invention.

[0047] Figure 3 This is a cross-sectional view of the deformation buffer involved in this invention.

[0048] Figure 4 This is a schematic diagram of the depressurization of the top fluid-lined capsule of the present invention.

[0049] Figure 5 This is a schematic diagram of the fluid backfilling of the top fluid lining capsule of the present invention.

[0050] Figure 6 This is a schematic diagram of the depressurization and backfilling of the bottom fluid lining capsule of the present invention.

[0051] Figure 7 This is a structural diagram of the fluid-lined capsule with an upper semi-circular arch as described in this invention.

[0052] In the diagram: 1. Shield body; 2. Cutterhead; 3. Lateral spiral ring blade; 5. Fluid filling layer; 6. Fluid receiving cavity; 8. Rubber bladder; 9. Fluid; 10. Transverse partition; 11. High-strength spring; 12. Stress plate; 13. Automatic pressure relief valve; 14. Electromagnetic mesh; 15. Electric valve; 16. Baffle. Detailed Implementation

[0053] The embodiments of the present invention will be further described below with reference to the accompanying drawings.

[0054] Example 1:

[0055] See Figure 1-7 A non-jamming tunnel boring machine includes a shield body 1, a cutterhead 2 at one end of the head of the shield body 1, and retractable lateral spiral annular blades 3 on the outer side of the cutterhead 2; a deformation buffer zone exists between the tunnel rock wall and the outer shell of the shield body 1; the deformation buffer zone includes a fluid filling layer 5 and a fluid receiving cavity 6, the fluid filling layer 5 and the fluid receiving cavity 6 are divided into multiple fluid lining capsules by several partitions, the fluid lining capsule includes a rubber bladder 8, fluid 9, a transverse partition 10 between the fluid receiving cavity 6 and the fluid filling layer 5, a high-strength spring 11 that can support the rubber bladder 8 is provided on the outer side wall of the transverse partition 10, and a stress plate 12 and an automatic pressure relief valve 13 are provided on the inner side wall of the transverse partition 10; an electromagnetic mesh 14 is sandwiched in the semi-circular arched rubber bladder 8 of the deformation buffer zone, and an electric valve 15 and a baffle 16 are provided at the fluid backfill port. By adopting the above structure and utilizing the deformation capacity of the fluid filling layer, when the surrounding rock pressure is too high, the surrounding rock deforms by releasing the fluid, thus relieving the force in a certain direction and reducing the confining pressure on the shield shell, ensuring that the shield does not jam. This improves the shortcomings of existing jamming handling methods, realizes jam-free operation during tunnel shield tunneling, and improves engineering efficiency. It is widely used in underground tunnel shield engineering in high ground stress areas and has broad engineering practical significance and application prospects.

[0056] Furthermore, the shield body 1 consists of a front shield, a middle shield, and a tail shield. The outer shell of the shield body has a certain strength, with a length of H and a diameter of D. The cutterhead 2 and the lateral spiral annular blades 3 cut the soil during the tunneling process. The blades are made of high-speed steel and carbon steel. The purpose of using the lateral spiral annular blades 3 is that when a significant increase in surrounding rock pressure is predicted, the blades can be extended by applying pressure, thereby increasing the borehole radius and increasing the space reserved for surrounding rock deformation.

[0057] Furthermore, the deformation buffer zone is cylindrical and located between the tunnel wall and the outer shell of the shield 1, providing a certain space for the deformation of the surrounding rock. The purpose of setting up the deformation buffer zone is to provide space for the surrounding rock to deform when the surrounding rock pressure is too high, thereby reducing the force along the deformation direction; when the surrounding rock pressure recovers, the deformation buffer zone can recover accordingly, which can, to a certain extent, avoid the impact of poor foundation on the tunnel shield.

[0058] Furthermore, the fluid filling layer 5 is composed of multiple arc-shaped cylindrical chambers filled with fluid 9, divided by several septa. The cross-section of the fluid filling layer 5 is annular, and its annular rubber bladder 8 is divided into multiple fan-shaped annular chambers. The interior of each fan-shaped annular chamber is a fluid filling area with a thickness of d. The purpose of the fluid filling layer 5 is to accurately monitor the surrounding rock pressure of each segment, to provide precise and efficient local pressure relief, and to allow different fluids to be filled in different locations. The purpose of the fluid receiving cavity 6 is to contain the fluid leaking from the fluid lining capsule, providing space for surrounding rock deformation. The leaked fluid can be backfilled and will not be lost.

[0059] Furthermore, the rubber bladder 8 is a hollow cylindrical shape, possessing a certain capacity for expansion and deformation. It is also wear-resistant, puncture-resistant from sharp rock edges, anti-aging, and corrosion-resistant, and is made of asbestos fiber rubber. The use of asbestos fiber rubber in the rubber bladder 8 is chosen because this material has a certain degree of elasticity, wear resistance, long service life, high mechanical strength, and the ability to withstand significant pressure. It also provides protection against punctures from sharp rock edges, anti-aging properties, and corrosion resistance, making it suitable for use on the outside of a tunneling shield machine.

[0060] Furthermore, the fluid 9 is made of fine sand or magnetized waste iron slag. The fluid in the lower half of the tunnel is made of fine sand with a diameter of 0.25mm-0.35mm; the fluid in the upper half of the tunnel is made of waste iron slag and iron powder.

[0061] The fluid used in the fluid lining capsules at different locations is of different types. Fine sand is used in the lower semi-circular arch of the tunnel because fine sand has better bearing capacity than liquids and gases, and the friction between smaller sand particles is smaller. Waste iron slag and iron powder are used in the upper semi-circular arch of the tunnel because the fluid can be magnetized and attracted in a magnetic field, generating a magnetic field. The magnetic attraction is used to achieve anti-gravity backfilling, and the waste iron slag is reused, which is green, environmentally friendly and low in cost.

[0062] Furthermore, the fluid-containing cavity 6 is located between the fluid-filling layer 5 and the outer shell of the shield. The fluid-containing cavity 6 has a certain strength and a thickness of d. Its cross-section is concentric with the fluid-filling layer 5 and is composed of multiple arc-shaped chambers.

[0063] Furthermore, the transverse partition 10 of the fluid receiving cavity 6 and the fluid filling layer 5 is welded to the fluid receiving cavity 6, providing a certain strength. The transverse partition 10 has two forms: first, an arc-shaped transverse partition is used directly above the tunnel; second, two arc-shaped plates are used on both sides of the tunnel, with a certain overlap at the low potential energy point. The overlap of the two plates is set at the low potential energy point so that the automatic pressure relief valve is located at the high gravitational potential energy point. The discharged fluid converts the gravitational potential energy into kinetic energy and falls into the fluid filling layer, automatically completing the fluid backfilling.

[0064] Furthermore, the high-strength spring 11 is designed to support the rubber bladder, and when the confining pressure decreases, it can restore the rubber bladder to its original extrusion deformation, allowing the fluid to fall smoothly into the fluid filling layer.

[0065] Furthermore, an automatic pressure relief valve 13 is installed at the high potential energy point inside each fluid lining capsule. When the stress plate 12 of the fluid filling layer 5 and the fluid receiving cavity 6 reaches a certain peak value, the automatic pressure relief valve 13 will automatically open. After a certain amount of fluid is discharged from the fluid filling layer 5 into the fluid receiving cavity 6, the pressure decreases, and the automatic pressure relief valve 13 will automatically close.

[0066] Furthermore, an electromagnetic mesh 14 is sandwiched in the rubber bladder 8 of the upper semi-circular ring of the deformable buffer zone. When energized, it generates a magnetic field that can magnetize waste iron slag and iron powder, generating an adsorption force to draw the fluid in the fluid receiving cavity 6 back into the fluid filling layer 5. In one backfilling method, the electric valve 15 is located at the lower gravitational potential energy on both sides of the transverse partition 10 in the lining rubber bladder 8 directly above the tunnel. When energized, the electric valve 15 opens, and the electromagnetic attraction of the fluid is used to achieve fluid backfilling. When de-energized, the electric valve 15 closes. Alternatively, in another backfilling method, the baffle 16 is located at the overlapping point of two arc-shaped plates. Under the action of gravity, the fluid can freely pass through the baffle back to the fluid filling layer 5. When the fluid filling layer 5 is filled with fluid, the baffle 16 and the transverse partition 10 press against each other in opposite directions.

[0067] Furthermore, during the tunneling process, the stress of the surrounding rock is predicted by the stress plate 12. When the stress shows a significant increasing trend, it is dealt with in advance: the large-diameter cutterhead 2 and the lateral spiral ring blade 3 are replaced in time to expand the excavation radius, or the fluid lining capsule along the tunneling direction is manually depressurized and necked.

[0068] Example 2:

[0069] A method for tunnel boring machine (TBM) construction using a non-jamming TBM includes the following steps:

[0070] Step 1: Prepare the shield body 1, cutter head 2, lateral spiral ring blade 3, deformation buffer zone, fluid filling layer 5, fluid receiving cavity 6, rubber bladder 8, fluid 9, transverse partition 10, high-strength spring 11, stress plate 12, automatic pressure relief valve 13, electromagnetic mesh 14, electric valve 15, and baffle 16.

[0071] Step 2: In the open-cut section, the shield equipment is assembled. The shield body and cutterhead components are hoisted to the arc-shaped guide platform between the shafts for assembly. Pipe connections and accessory installation are completed. The shield machine is assembled, debugged and accepted.

[0072] Step 3: The fluid is injected into each chamber of the rubber bladder 8. Fine sand is filled into the lower semi-circular arch chamber of the tunnel as the fluid. The upper semi-circular arch chamber should be able to achieve anti-gravity injection of fluid. An electromagnetic mesh 14 is sandwiched at the top of the chamber. Waste iron slag and iron powder are used as fluid. The electromagnetic mesh is energized to achieve fluid filling.

[0073] Step 4: Weld a transverse partition to the outside of the fluid receiving cavity. Install an automatic pressure relief valve 13 and an electric valve on the transverse partition. Attach stress plates to the outside of the transverse partition. Tightly fix the fluid filling layer 5 to the outside of the fluid receiving cavity 6.

[0074] Step 5: Tunneling begins, trial excavation optimizes tunneling parameters, and the tunnel boring machine is pushed out of the wall opening of the starting working shaft using the shield jacks, and excavation begins according to the preset route;

[0075] Step 6: During the tunneling process, if a roof collapse or rockfall occurs, or if the surrounding rock deforms in soft rock sections with high or low stress, and the shield machine jams, the stress plate 12 at the bottom of the rubber bladder 8 can be used to determine whether the jamming is caused by excessive frictional resistance on the sidewall of the shield.

[0076] Step 7: During the tunneling process, a jamming phenomenon occurred, and the stress value of stress plate 12 showed a large change. When the surrounding rock pressure reached a certain peak, the automatic pressure relief valve 13 would automatically open, and a certain amount of fluid from the fluid filling layer 5 would be discharged into the fluid receiving cavity 6. The space extracted could be used for surrounding rock deformation to relieve the force in that direction, thus unloading the material and reducing the friction on the shield side. Subsequent cavities in the same direction of advancement would unload sequentially when passing through this point. Under the jacking of the jacks, tunneling would continue. After passing this position, if this position is in the lower semi-circular arch of the tunnel... As the surrounding rock pressure decreases, the deformation of the fluid filling layer gradually recovers, and the fluid in the fluid receiving cavity 6 automatically returns to the fluid filling layer 5. If this location is in the upper semi-circular arch of the tunnel, the electromagnetic mesh 14 generates a magnetic field after being energized, which magnetizes the waste iron slag and iron powder fluid, generating a strong adsorption force to draw the fluid in the fluid receiving cavity 6 back to the fluid filling layer 5. After the power is cut off, the baffle 16 closes. If this location is directly above the tunnel, the electric valve 15 is energized and opened, the electromagnetic mesh 14 is energized and draws the fluid back to the fluid filling layer 5, and after the power is cut off and demagnetized, the electric valve 15 closes.

[0077] Step 8: When the stress value on the front shield changes significantly, predict the deformation of the surrounding rock in advance, replace the cutterhead blades in time, and press the lateral spiral ring blade 3 to extend, expand the excavation diameter, and reserve space for the deformation of the surrounding rock to release the pressure of the surrounding rock; or manually depressurize the fluid lining capsule along the tunneling direction and perform necking treatment.

[0078] Step 9: The tunnel boring machine (TBM) advances along the designed axis in the stratum. At the same time, soil is excavated and lining segments are installed. Waterproof sealing strips are attached around the segments. The segments are transported to the area below the segment installation work area by the segment trolley. The segment assembly machine places the segments in fixed positions. The tail of the TBM is equipped with brushes and sealing grease to prevent grout from seeping into the TBM. The gaps behind the lining are grouted simultaneously. After each segment is assembled, the grouting pipe at the tail of the TBM grouts the gaps behind it and continues the tunnel boring. If the machine jams, repeat steps 6 to 8.

[0079] Step 10: In areas with harsh geological conditions, high ground stress, and weak surrounding rock, when the surrounding rock undergoes large deformation and the shield machine experiences excessive friction and jamming, some of the fluid is released through the fluid filling layer to allow space for the surrounding rock to deform. After the surrounding rock deforms, the force in that direction can be relieved, reducing the confining pressure on the shield shell and resolving the jamming. After the jamming is resolved, the released fluid is used to backfill from the fluid receiving cavity into the fluid filling layer by utilizing the magnetic attraction of the electromagnetic mesh or the gravity of the fluid. When encountering changes in confining pressure, this process is repeated to achieve a tunnel shield machine that does not jam.

Claims

1. A tunnel boring machine that does not jam, characterized in that: It includes a shield body (1), with a cutterhead (2) at one end of the head of the shield body (1), and retractable lateral spiral ring blades (3) on the outer side of the cutterhead (2); a deformation buffer zone is formed between the tunnel rock wall and the outer shell of the shield body (1); the deformation buffer zone includes a fluid filling layer (5) and a fluid receiving cavity (6), which are divided into multiple fluid lining capsules by several partitions, and the fluid lining capsules include a rubber bladder (8), fluid (9), and fluid receiving cavity (6). A transverse partition (10) is provided between the fluid filling layer (5). A high-strength spring (11) is provided on the outer wall of the transverse partition (10) to support the rubber bladder (8). A stress plate (12) and an automatic pressure relief valve (13) are provided on the inner wall of the transverse partition (10). An electromagnetic mesh (14) is sandwiched in the rubber bladder (8) of the upper semi-circular arch of the deformation buffer zone. An electric valve (15) and a baffle (16) are provided at the fluid backfill port. Fine sand is used for the fluid in the lower half of the tunnel, and waste iron slag and iron powder are used for the fluid in the upper half of the tunnel. The fluid-containing cavity (6) is located between the fluid-filling layer (5) and the outer shell of the shield; The transverse partition (10) is welded to the fluid receiving cavity (6) and has a certain strength; the transverse partition (10) is located directly above the tunnel and uses an arc-shaped transverse partition, while two arc-shaped plates are used on both sides of the tunnel, with a certain overlap at the low potential energy location; The upper semicircular rubber bladder (8) of the deformation buffer contains an electromagnetic mesh (14), which generates a magnetic field when energized, and can magnetize waste iron slag and iron powder, generating an adsorption force to draw the fluid in the fluid receiving cavity (6) back to the fluid filling layer (5). The electric valve (15) is located on both sides of the transverse partition (10) in the rubber bladder (8) above the tunnel, where the gravitational potential energy is low. When the power is on, the electric valve (15) opens and the fluid is backfilled by the electromagnetic attraction of the fluid. When the power is off, the valve is demagnetized and the electric valve (15) closes. When the lower semi-circular arch is backfilled, the baffle (16) is located at the overlapping point of the two arc-shaped plates. Under the action of gravity, the fluid can freely pass through the baffle and return to the fluid filling layer (5). When the fluid filling layer (5) is filled with fluid, the baffle (16) and the transverse partition (10) are pressed against each other.

2. The tunnel boring machine that does not jam as described in claim 1, characterized in that: The shield (1) consists of a front shield, a middle shield, and a tail shield. The outer shell of the shield has a certain strength, and its length is H and its diameter is D. The cutterhead (2) and the lateral spiral ring blade (3) cut the soil during the tunneling process. The blades are made of high-speed steel and carbon steel.

3. A tunnel boring machine that does not jam as described in claim 1, characterized in that: The deformation buffer zone is cylindrical, providing a certain space for the deformation of the surrounding rock.

4. A tunnel boring machine that does not jam as described in claim 1, characterized in that: The fluid filling layer (5) is composed of several septa divided into multiple arc-shaped cylindrical chambers filled with fluid (9). The cross-section of the fluid filling layer (5) is circular. Its annular rubber bladder (8) is divided into multiple fan-shaped annular chambers. The inside of the fan-shaped annular chamber is a fluid filling area with a thickness of d. The rubber bladder (8) is hollow cylindrical, has a certain expansion and deformation capacity, and is wear-resistant, prevents punctures from the edges of the surrounding rock, is anti-aging, and corrosion-resistant. It is made of asbestos fiber rubber.

5. A tunnel boring machine that does not jam as described in claim 1, characterized in that: The diameter of the fine sand is 0.25mm-0.35mm.

6. A tunnel boring machine that does not jam as described in claim 1, characterized in that: The fluid-containing cavity (6) has a certain strength and a thickness of d. Its cross-section is concentric with the fluid-filling layer (5) and is composed of multiple arc-shaped chambers.

7. A tunnel boring machine that does not jam as described in claim 1, characterized in that: An automatic pressure relief valve (13) is installed at the high potential energy point inside each fluid lining capsule. When the stress plate (12) of the fluid filling layer (5) and the fluid receiving cavity (6) reaches a certain peak value, the automatic pressure relief valve (13) will automatically open. After a certain amount of fluid is discharged from the fluid filling layer (5) into the fluid receiving cavity (6), the pressure decreases and the automatic pressure relief valve (13) will automatically close.

8. A tunnel boring machine that does not jam as described in claim 1, characterized in that: During the tunneling process, the stress of the surrounding rock is predicted by stress gauges (12). When the stress shows a significant increasing trend, pre-treatment is carried out: Replace the large-diameter cutterhead (2) and the lateral spiral ring blade (3) in a timely manner to expand the excavation radius, or manually depressurize the fluid lining capsule along the tunneling direction and perform necking treatment.

9. A method for tunnel shield construction using a tunnel boring machine that does not jam as described in any one of claims 1-8, characterized in that, Includes the following steps: Step 1: Prepare the shield body (1), cutter head (2), lateral spiral ring blade (3), deformation buffer zone, fluid filling layer (5), fluid receiving cavity (6), rubber bladder (8), fluid (9), transverse partition (10), high-strength spring (11), stress plate (12), automatic pressure relief valve (13), electromagnetic mesh (14), electric valve (15) and baffle (16). Step 2: In the open-cut section, the shield equipment is assembled. The shield body and cutterhead components are hoisted to the arc-shaped guide platform between the shafts for assembly. Pipe connections and accessory installation are completed. The shield machine is assembled, debugged and accepted. Step 3: The fluid is injected into each chamber of the rubber bladder (8). Fine sand is filled into the lower semi-circular arch chamber of the tunnel as the fluid. The upper semi-circular arch chamber should be able to achieve anti-gravity injection of fluid. An electromagnetic mesh (14) is sandwiched at the top of the chamber. Waste iron slag and iron powder are used as the fluid. The electromagnetic mesh is energized to achieve fluid filling. Step 4: Weld a transverse partition to the outside of the fluid receiving cavity. Install an automatic pressure relief valve (13) and an electric valve on the transverse partition. Attach stress plates to the outside of the transverse partition. Tightly fix the fluid filling layer (5) to the outside of the fluid receiving cavity (6). Step 5: Tunneling begins, trial excavation optimizes tunneling parameters, and the tunnel boring machine is pushed out of the wall opening of the starting working shaft using the shield jacks, and excavation begins according to the preset route; Step 6: During the tunneling process, if the surrounding rock is deformed due to roof collapse, rockfall, or soft rock sections with high and low stress, the shield may jam. The stress plate (12) at the bottom of the rubber bladder (8) can be used to determine whether the jamming is caused by excessive frictional resistance on the sidewall of the shield. Step 7, During the tunneling process, a jamming phenomenon occurred, and it was observed that the value of the stress plate (12) changed significantly. When the surrounding rock pressure reached a certain peak, the automatic pressure relief valve (13) would automatically open, and the fluid filling layer (5) would discharge a certain amount of fluid into the fluid receiving cavity (6). The space extracted was used to allow the surrounding rock to deform and remove the force in that direction, thereby achieving unloading and reducing the friction on the shield side. When the subsequent chambers in the same direction of advance passed through this location, they were unloaded in sequence. Under the jacking of the jacks, the tunneling continued. After the shield body of the tunnel boring machine passed through the stratum where the surrounding rock was deformed and unloaded, if the unloading location was in the lower half of the tunnel... In the arch section, the surrounding rock pressure decreases, the deformation of the fluid filling layer gradually recovers, and the fluid in the fluid receiving cavity (6) automatically returns to the fluid filling layer (5); if the position is in the upper semi-circular arch section of the tunnel, the electromagnetic mesh (14) generates a magnetic field after being energized, magnetizing the waste iron slag and iron powder fluid, generating a strong adsorption force, and drawing the fluid in the fluid receiving cavity (6) back to the fluid filling layer (5). After the power is cut off, the baffle (16) closes; if the position is directly above the tunnel, the electric valve (15) is energized and opened, the electromagnetic mesh (14) is energized and draws the fluid back to the fluid filling layer (5), and after the power is cut off and demagnetized, the electric valve (15) closes; Step 8. When the stress value on the front shield changes significantly, predict the deformation of the surrounding rock in advance, replace the cutterhead blades in time, and press the lateral spiral ring blade (3) to extend, expand the excavation diameter, reserve space for the deformation of the surrounding rock to release the pressure of the surrounding rock; or manually depressurize the fluid lining capsule along the tunneling direction and perform necking treatment. Step 9: The tunnel boring machine (TBM) advances along the designed axis in the stratum. At the same time, soil is excavated and lining segments are installed. Waterproof sealing strips are attached around the segments. The segments are transported to the area below the segment installation work area by the segment trolley. The segment assembly machine places the segments in fixed positions. The tail of the TBM is equipped with brushes and sealing grease to prevent grout from seeping into the TBM. The gaps behind the lining are grouted simultaneously. After each segment is assembled, the grouting pipe at the tail of the TBM grouts the gaps behind it and continues the tunnel boring. If the machine jams, repeat steps 6 to 8. Step 10: In areas with harsh geological conditions, high ground stress, and weak surrounding rock, when the surrounding rock undergoes large deformation and the shield machine experiences excessive friction and jamming, some fluid is released through the fluid filling layer to allow space for the surrounding rock to deform. After the surrounding rock deforms, the force in that direction is relieved, reducing the confining pressure on the shield shell and resolving the jamming. After the jamming is resolved, the released fluid is refilled from the fluid receiving cavity into the fluid filling layer by utilizing the magnetic attraction of the electromagnetic mesh or the gravity of the fluid. When encountering changes in confining pressure, this process is repeated to achieve a tunnel shield machine that does not jam.

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