Advanced processing method for open TBM passing through water-rich fault zone based on parallel pilot tunnel

Abstract

The present invention relates to a method for pre-emptive treatment of water-rich fault zones by an open-type TBM based on parallel pilot tunnels, comprising the following steps: S1: parallel pilot tunnel arrangement; S101: pilot tunnel position determination; S102: tunnel type design; S103: bottom slope adjustment; S2: lateral drilling and drainage and pressure relief; S201: lateral drilling and drainage hole arrangement; S202: drainage hole structure determination; S203: drainage treatment; S3: lateral grouting reinforcement; S301: grouting hole layout; S302: grouting hole segmentation; S303: grouting implementation; S304: testing and inspection. The method for pre-emptive treatment of water-rich fault zones by an open-type TBM based on parallel pilot tunnels can improve the standardization and feasibility of preventing sudden mud and water gushing from water-rich faults, enhance treatment efficiency, strengthen the water blocking and consolidation effects of pre-emptive grouting, effectively reduce the risk of sudden water gushing disasters, and have considerable economic benefits.

Description

Technical Field

[0001] The present invention belongs to the technical field of tunnels and underground engineering, and particularly relates to a method for advanced processing of an open TBM passing through a water-rich fault zone based on parallel pilot tunnels. Background Art

[0002] Due to route constraints, deep, long water diversion tunnels inevitably pass through water-rich fault zones, leading to frequent geological disasters such as mud and water inrush. These sudden, high-velocity, high-pressure, and destructive mud and water inrush events are often accompanied by secondary hazards such as tunnel collapse, ground subsidence, and water source depletion.

[0003] How to effectively prevent and control the geological disaster of mud and water inrush when TBM tunnels penetrate water-rich faults is a prominent technical challenge plaguing both academic and engineering communities. TBM face pre-drainage and pre-grouting are currently the most widely used preventative measures. However, their shortcomings include limited space, passive drainage, fragmented processes, and uncontrollable risks. Specifically, the following are some of the key issues:

[0004] (1) The TBM equipment is large, and the drilling rig has a limited operating range in the narrow space behind the shield, making advance grouting and drainage difficult. The number of holes drilled by the airborne advance drilling rig behind the shield is limited and the spacing is large, which makes it difficult to meet the requirements of advance curtain grouting. In addition, the drilling angle and depth are limited, making it difficult to cover the deep water channel of the fault. If the full-circle excavation studio method is adopted, it will be difficult, time-consuming and inefficient.

[0005] (2) TBM advance drilling is limited by the angle, making it difficult to accurately locate the lateral water channel, resulting in a detection blind spot; the TBM cutterhead and other components block the grouting blind spot in front of the tunnel face;

[0006] (3) There is a risk that the grouting behind the shield will flow back to the contact surface between the cutterhead shield and the surrounding rock, which will increase the propulsion resistance of the TBM or even cause it to become completely stuck.

[0007] (4) The shield rear advance grouting and TBM excavation require alternating shutdown operations. Frequent switching of processes leads to reduced efficiency, which restricts the continuous and efficient operation of the TBM.

[0008] (5) The drainage capacity of the TBM face is limited (usually <500 m³ / h), and the equipment is easily submerged when encountering high-pressure water inrush. Summary of the Invention

[0009] The present invention is proposed to solve the above-mentioned shortcomings, and its purpose is to provide an advanced treatment method for open TBM passing through water-rich fault zones based on parallel pilot tunnels. This method can improve the standardization and feasibility of preventing mud and water bursts in water-rich faults, improve treatment efficiency, enhance the water blocking and consolidation effects of advanced grouting, effectively reduce the risk of sudden burst disasters, and have considerable economic benefits.

[0010] In order to achieve the above purpose, the present invention adopts the following scheme:

[0011] A method for advanced processing of an open TBM passing through a water-rich fault zone based on parallel pilot tunnels includes the following steps:

[0012] S1: Parallel pilot tunnel arrangement

[0013] S101: Determine pilot tunnel location: Excavate a parallel pilot tunnel in the open TBM equipment bridge area. Based on the main tunnel orientation and the occurrence of the water-rich fault fracture zone, select a parallel pilot tunnel located on the side where groundwater is discharged toward the main tunnel.

[0014] S102: Tunnel shape design: The parallel pilot tunnel is designed as a gate tunnel, meeting the requirements for lateral drilling, drainage holes and grouting operations in parallel pilot tunnels;

[0015] S103: Bottom slope adjustment: The bottom slope of the parallel pilot tunnel is first raised to the same level as the centerline of the main tunnel, and then excavated parallel to the main tunnel at the same slope;

[0016] S2: Lateral drilling and dewatering

[0017] S201: Lateral Drilling and Drain Hole Arrangement: Lateral drilling is performed in the parallel pilot tunnel or geological conditions are investigated using geophysical methods. If a high-risk tunnel section with water discharge is found, lateral drain holes are constructed from the sidewall of the parallel pilot tunnel into the main tunnel to divert water.

[0018] S202: Determine the drainage hole structure: Use a double-layer casing structure, and install a valve that can withstand the measured external water pressure at the opening of the lateral drainage hole;

[0019] S203: Drainage treatment: After the lateral drainage holes have effectively discharged water, the water is drained down the slope through parallel pilot tunnels and then collected into the main tunnel for centralized pumping and drainage;

[0020] S3: Lateral grouting reinforcement

[0021] S301: Grouting hole layout: A series of lateral grouting holes are drilled from the parallel pilot tunnel perpendicular to the main tunnel axis to reinforce the rock mass within the design range;

[0022] S302: Grouting hole segmentation: dividing the lateral grouting hole into grouting segments and non-grouting segments;

[0023] S303: Grouting implementation: Grouting is performed into the surrounding rock through the lateral grouting holes, and the deformation of the surrounding rock and the change of water output in the parallel pilot tunnel are monitored in real time;

[0024] S304: Test inspection: After the grouting is completed, a test inspection is carried out. If the inspection is qualified, the TBM excavates through the fault fracture zone; if the inspection fails, supplementary grouting is carried out until the qualified standard is met.

[0025] As a preferred embodiment, in step S101, the thickness of the rock mass between the parallel pilot tunnel and the main tunnel should be no less than 2 to 3 times the diameter of the main tunnel.

[0026] As a preferred embodiment, in step S102, the parallel guide tunnel is designed to be a city gate tunnel with an inner diameter of 3×3m after lining.

[0027] As a preferred embodiment, in step S103, the bottom slope of the parallel pilot tunnel is first raised at a slope of 5% to 8% to the same elevation as the centerline of the main tunnel.

[0028] As a preferred embodiment, in step S201, the lateral drainage holes are arranged obliquely upward perpendicular to the axis of the main tunnel with an inclination angle of 15~35°, and are drilled to the main seepage channel of the water-rich fault in front, intersecting with the fault or rock layer to intercept and drain the groundwater recharge in the fault zone.

[0029] As a preferred embodiment, in step S202, the diameter of the lateral drainage hole is 110mm~120mm, and the depth is 30m~50m; the double-layer casing structure includes an outer tube and a pull-out inner tube. When the orifice tube is blocked due to siltation, the inner tube can be pulled out to clean the hole and reinserted to restore backfiltration and drainage; in step S203, if it is found that the drainage is not smooth, the hole is cleaned, the hole is repaired or the hole position and angle are adjusted in time.

[0030] As a preferred embodiment, in step S301, the grouting holes are evenly distributed to intercept and drain groundwater and form a continuous curtain.

[0031] As a preferred embodiment, in step S302, the grouting section uses a steel pipe, and the non-grouting section uses a steel pipe.

[0032] As a preferred embodiment, in step S303, the grouting material is cement or cement-water glass double liquid slurry; the grouting pressure is the measured groundwater pressure at the grouting location plus 2 MPa to 4 MPa.

[0033] As a preferred embodiment, in step S304, a water pressure test is performed 3 days after the grouting is completed, and the qualified standard is a permeability < 5Lu.

[0034] Compared with the prior art, the present invention has the following beneficial effects:

[0035] Aiming at the situation where an open TBM passes through a water-rich fault zone, the present invention proposes an advanced treatment method based on coordinated drainage and grouting of parallel pilot tunnels. By revealing geological conditions, lateral drainage and pressure relief, and grouting reinforcement, the standardization, feasibility, and treatment effect of mud and water inrush prevention and control are systematically improved, providing an innovative path for the safe construction of tunnels in water-rich fault zones.

[0036] First, the present invention is based on the arrangement of parallel pilot tunnels to further reveal the geological conditions of the fault fracture zone, provide an accurate basis for the formulation of subsequent construction measures, effectively guide the layout of lateral drainage holes and grouting holes, and improve the targeted nature of the measures.

[0037] Secondly, the present invention achieves drilling, drainage and grouting through lateral drilling of parallel pilot tunnels, thus solving the problem of space limitation of open TBM. The lateral radiation holes of the pilot tunnel method can cover the entire section of the main tunnel and a larger range on both sides at multiple angles, and proactively identify and intercept water sources. At the same time, the reverse slope pilot tunnel drains water by gravity, reducing the water pressure in the main tunnel construction area and greatly reducing the risk of flooding caused by high-pressure sudden water.

[0038] Third, the present invention can bypass the main tunnel equipment obstruction through lateral grouting in the pilot tunnel, forming a continuous curtain, and directly reach the target area for grouting and reinforcement through radial holes, thereby improving the integrity of the surrounding rock; the lateral grouting path of the pilot tunnel is far away from the TBM equipment, and there is no risk of slurry backflow and jamming the shield.

[0039] Fourthly, the present invention establishes a coordinated "drainage and pressure relief - grouting reinforcement" management system based on parallel pilot tunnels. This significantly enhances the effectiveness of advanced grouting for water blocking and consolidation, effectively preventing sudden mud and water inrush disasters and improving construction safety and economic efficiency. Furthermore, pilot tunnel management and main tunnel excavation can be carried out simultaneously, significantly improving TBM excavation efficiency.

[0040] In summary, to address the problems of limited disposal space, passive face drainage, interference with alternating operation processes, and uncontrollable risks of machine jams and sudden surges in open TBMs passing through water-rich fault fracture zones, the present invention provides a method for achieving an integrated "space outward displacement - gravity drainage - collaborative operation - risk isolation" by constructing a parallel reverse-slope pilot tunnel on one side of the main tunnel. On the one hand, the parallel pilot tunnel further reveals the fault geological conditions, providing a basis for the formulation of subsequent TBM construction measures and plans. At the same time, lateral drilling or geophysical exploration methods can be used to further reveal the geological conditions ahead of the TBM face. On the other hand, for tunnel sections revealed by the pilot tunnel excavation to have large water discharge or extreme fractures, lateral drainage holes are constructed into the main tunnel through the side walls of the parallel pilot tunnel to conduct early drainage and pressure relief, as well as lateral grouting reinforcement, thereby intercepting groundwater in advance and forming a continuous curtain. The parallel pilot tunnel drainage and grouting method for water-rich fault fracture zones proposed by the present invention can improve the standardization and feasibility of preventing sudden mud and water surges in water-rich faults, improve treatment efficiency, enhance the water blocking and consolidation effects of advance grouting, effectively reduce the risk of sudden surge disasters, and have considerable economic benefits. BRIEF DESCRIPTION OF THE DRAWINGS

[0041] Figure 1 It is the spatial relationship layout diagram between the parallel pilot tunnel and the main tunnel;

[0042] Figure 2 This is the layout diagram of the lateral drainage holes in the parallel pilot tunnel;

[0043] Figure 3 This is the layout diagram of the lateral grouting reinforcement holes for the parallel pilot tunnel;

[0044] Figure 4 This is a flow chart of the coordinated drainage and grouting process of parallel pilot tunnels;

[0045] In the figure, 1-main tunnel, 2-parallel pilot tunnel, 3-lateral drainage hole, 4-lateral grouting hole, 5-TBM equipment bridge area, 6-shield, 7-tunnel face. DETAILED DESCRIPTION

[0046] The following will clearly and completely describe the technical solutions in the embodiments of the present invention in conjunction with the accompanying drawings. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without making creative efforts are within the scope of protection of the present invention.

[0047] It should be understood that the drawings are for illustrative purposes only and are not to be construed as limiting this patent. To better illustrate the embodiments, some components in the drawings may be omitted, enlarged, or reduced in size, and do not represent actual product dimensions. Those skilled in the art will understand that some well-known structures and their descriptions may be omitted from the drawings. The positional relationships depicted in the drawings are for illustrative purposes only and are not to be construed as limiting this patent.

[0048] The present invention provides a method for advanced processing of an open TBM passing through a water-rich fault zone based on parallel pilot tunnels, comprising:

[0049] S1: Parallel pilot tunnel arrangement

[0050] S101: Determine the location of the pilot hole

[0051] For open TBM, there is working space for excavating parallel pilot tunnels 2 in the TBM equipment bridge area 5, which is relatively close to the tunnel face, so that the fault fracture zone can be reached as soon as possible for detection, pressure relief and grouting. Figure 1 As shown. The parallel pilot tunnel 2 is located on the left or right side of the tunnel. It can be arranged on the side where the groundwater is discharged to the main tunnel 1 according to the direction of the main tunnel 1 and the occurrence of the water-rich fault fracture zone, so as to maximize the drainage and pressure relief effect of the lateral drainage holes and the efficiency of lateral grouting reinforcement. In order to meet the stability requirements of the surrounding rock of the adjacent caverns, the rock thickness between the parallel pilot tunnel 2 and the main tunnel 1 should be no less than 2 to 3 times the diameter of the main tunnel. Figure 2 shown.

[0052] S102: Hole Design

[0053] In order to meet the requirements of lateral drilling, drainage holes and grouting operations in the parallel pilot tunnel, the parallel pilot tunnel 2 is designed as a city gate tunnel with an inner diameter of B×H=3×3m after lining.

[0054] S103: Bottom slope adjustment

[0055] In order to facilitate subsequent drainage of the parallel pilot tunnel, the bottom slope of the pilot tunnel is first raised at a slope of 5% to 8% to the same elevation as the center line of the main tunnel, and then excavated parallel to the main tunnel at the same slope.

[0056] S2: Lateral drilling and dewatering

[0057] S201: Lateral drilling and drainage hole arrangement

[0058] Lateral drilling or geophysical exploration is performed in the parallel pilot tunnel 2 to further reveal the geological conditions ahead of the TBM face. For high-risk tunnel sections with significant water outflow, lateral drainage holes 3 are constructed from the side walls of the parallel pilot tunnel into the main tunnel to drain water. Figure 2 Lateral drainage holes are arranged perpendicular to the main tunnel axis, with an inclination of 15 to 35 degrees. They are drilled into the main seepage channel of the water-rich fault ahead, intersecting the fault or rock layer at a large angle to intercept and drain groundwater from the fault zone, effectively mitigating the risk of mud and water inrush in the tunnel.

[0059] S202: Determination of drainage hole structure

[0060] The advanced drainage hole has a diameter of 110mm and a depth of 30m to 50m. It utilizes a double-layer casing structure. For example, the specific structure can be found in Chinese Utility Model Patent No. CN219888062U. If the orifice pipe becomes clogged or silted during drainage, the inner casing can be removed to clean the hole and then reinserted, restoring the drainage hole's function of reverse filtration and drainage. An orifice valve is installed on the orifice pipe. The water pressure of the orifice valve must be greater than the measured external water pressure.

[0061] S203: Drainage treatment

[0062] After lateral drainage holes are constructed, water should be effectively discharged. Use parallel pilot holes 2 to drain water down the slope, then flow into the main hole 1 for centralized drainage. If water does not effectively discharge, analyze the cause and implement targeted hole cleaning and repair measures, such as adjusting the drill hole section pile number, angle, and depth, to ensure effective drainage.

[0063] S3: Lateral grouting reinforcement

[0064] S301: Grouting hole layout

[0065] For tunnel sections with large water inflow or extremely broken surrounding rocks, a series of lateral grouting holes 4 are made from the parallel pilot tunnel perpendicular to the main tunnel axis to reinforce the rock mass within the design range by grouting. Figure 3 The lateral grouting holes 4 are evenly distributed to ensure full coverage of the reinforcement effect, intercept and drain groundwater, and form a continuous curtain.

[0066] S302: Grouting hole segmentation

[0067] The grouting holes are divided into grouting section and non-grouting section. The grouting section adopts steel flower pipe with diameter of Φ159mm and wall thickness of 8.0mm; the non-grouting section adopts ordinary steel pipe with diameter of Φ159mm and wall thickness of 8.0mm, so as to limit the grouting reinforcement range to 5.6m and ensure the targetedness and effectiveness of grouting reinforcement.

[0068] S303: Grouting implementation

[0069] Grouting is performed through grouting holes into the surrounding rock ahead of the tunnel face. Cement or cement-water glass grout is used as the grouting material. The grouting pressure is determined based on geological conditions and groundwater conditions. The measured groundwater pressure at the grouting point (the pressure measured at the drain hole orifice valve) plus 2 MPa is used to ensure uniform grouting, improve the integrity of the surrounding rock, and enhance tunnel stability. During the lateral grouting process, changes in water volume and deformation of the pilot tunnel surrounding rock are monitored in real time.

[0070] S304: Test inspection

[0071] Three days after grouting, a water pressure test is performed. The acceptance standard is a permeability of less than 5Lu. If the test passes, the TBM advances through the fault fracture zone. If the test fails, supplemental grouting is performed until the test meets the acceptance standard.

[0072] Example:

[0073] The following example uses a long, deep, and deep water diversion tunnel in a water-rich fault zone as an example, along with accompanying drawings and an actual construction process. In this example, the main tunnel has an 8.4m diameter after lining, a 9.8m diameter for the excavation, and a 3m x 3m diameter for the parallel pilot tunnel (after lining). This can be adjusted for other projects based on actual conditions.

[0074] S1: Parallel pilot tunnel arrangement

[0075] A parallel pilot tunnel was excavated in the open TBM equipment bridge area, which provides working space and is approximately 35 meters from face 7. Based on the main tunnel's orientation and the occurrence of the water-rich fault fracture zone, the parallel pilot tunnel was located 30 meters to the right of the main tunnel axis. This ensured that the rock mass thickness between the parallel pilot tunnel and the main tunnel was three times the main tunnel diameter (29.4 meters), meeting tunnel stability requirements while also preventing lateral drainage holes from crossing the radial range of the main tunnel's advanced grouting reinforcement. The parallel pilot tunnel was designed as a gate tunnel with an inner diameter of 3m x 3m after lining. The bottom slope was initially raised at an 8% gradient to the same elevation as the main tunnel's centerline. Excavation was then paralleled to the main tunnel at the same gradient (2‰) to facilitate drilling of lateral drainage holes and grouting holes.

[0076] S2: Lateral drilling and dewatering

[0077] For the large water-discharge tunnel sections revealed by pilot tunnel excavation (e.g., DK12+300 to DK12+350), lateral exploration holes and lateral drainage holes are drilled parallel to the pilot tunnel walls into the main tunnel. The lateral drainage holes are arranged perpendicular to the main tunnel axis, obliquely upward at a 21° angle, intersecting the fault or rock layer at a steep angle to intercept and divert groundwater recharge from the fault zone. The lateral drainage holes utilize a double-casing structure (outer casing diameter Φ108mm, inner casing diameter Φ89mm) to ensure stability and drainage effectiveness. After construction, the lateral drainage holes should effectively discharge water. Water is then drained downslope (8%) through the parallel pilot tunnel, then centrally pumped into the main tunnel. If effective water discharge is not observed, the cause should be analyzed and targeted hole cleaning and refilling measures should be implemented, such as adjusting the drill hole section stake number, angle (to 30° or 60°), and depth (to 50m).

[0078] S3: Lateral grouting reinforcement measures

[0079] For sections of the tunnel exposed by pilot tunnel excavation where water flow is high or the surrounding rock is extremely fractured (e.g., DK12+300 to DK12+350), a series of lateral grouting holes are drilled parallel to the pilot tunnel and perpendicular to the main tunnel axis. The grouting holes are divided into grouting and non-grouting sections. The grouting sections utilize steel flower pipes (Ø159mm, wall thickness 8.0mm), while the non-grouting sections utilize ordinary steel pipes (Ø159mm, wall thickness 8.0mm). The grouting reinforcement ring covers a 5.6m radius. Cement or cement-water glass grout is used as the grouting material. The grouting volume is determined based on geological conditions and water flow to ensure effective grouting. Grouting the rock mass through the grouting holes improves the integrity of the surrounding rock, enhances tunnel stability, and effectively prevents sudden mud and water inrush.

[0080] Once the parallel pilot tunnel reaches the fault, the TBM excavation operation is not affected during the treatment process, significantly improving TBM excavation efficiency. The coordinated management of "drainage and pressure relief-grouting reinforcement" effectively prevents mud and water inrush disasters, improving construction safety and economic efficiency.

[0081] The above embodiments are merely illustrative of the technical solutions of the present invention. The present invention is not limited to the contents described in the above embodiments, but is subject to the scope defined by the claims. Any modifications, supplements, or equivalent substitutions made by those skilled in the art based on these embodiments are within the scope of protection claimed in the claims of the present invention.

Claims

1. A method for advanced processing of open TBM passing through a water-rich fault zone based on parallel pilot tunnels, characterized in that: The following steps are involved: S1: Parallel pilot tunnel arrangement S101: Determine pilot tunnel location: Excavate a parallel pilot tunnel in the open TBM equipment bridge area. Based on the main tunnel orientation and the occurrence of the water-rich fault fracture zone, select a parallel pilot tunnel located on the side where groundwater is discharged toward the main tunnel. S102: Tunnel shape design: The parallel pilot tunnel is designed as a gate tunnel, meeting the requirements for lateral drilling, drainage holes and grouting operations in parallel pilot tunnels; S103: Bottom slope adjustment: The bottom slope of the parallel pilot tunnel is first raised at a slope of 5% to 8% to the same level as the centerline of the main tunnel, and then excavated parallel to the main tunnel at the same slope; S2: Lateral drilling and dewatering S201: Lateral Drilling and Drain Hole Arrangement: Lateral drilling or geophysical exploration is performed in the parallel pilot tunnel to investigate the geological conditions. If a high-risk tunnel section with water discharge is found, lateral drain holes are drilled from the parallel pilot tunnel sidewall into the main tunnel to divert water. The lateral drain holes are arranged perpendicular to the main tunnel axis and upward at an inclination of 15-35 degrees. They are drilled to the main seepage channel of the water-rich fault ahead and intersect with the fault or rock layer to intercept and divert groundwater recharge in the fault zone. S202: Determine the drainage hole structure: A double-layer casing structure is used, and a valve capable of withstanding the measured external water pressure is installed at the orifice of the lateral drainage hole. The double-layer casing structure includes an outer tube and a removable inner tube. When the orifice tube becomes blocked due to siltation, the inner tube can be removed to clean the hole and then reinserted to restore backfiltration and drainage. S203: Drainage treatment: After the lateral drainage holes have effectively discharged water, the water is drained down the slope through parallel pilot tunnels and then collected into the main tunnel for centralized pumping and drainage; S3: Lateral grouting reinforcement S301: Grouting Hole Layout: A series of lateral grouting holes are constructed from the parallel pilot tunnel perpendicular to the main tunnel axis to reinforce the rock mass within the design range. The lateral grouting holes are evenly distributed to intercept and drain groundwater and form a continuous curtain. S302: Grouting hole segmentation: dividing the lateral grouting hole into grouting segments and non-grouting segments; S303: Grouting implementation: Grouting is performed into the surrounding rock through the lateral grouting holes, and the deformation of the surrounding rock and the change of water output in the parallel pilot tunnel are monitored in real time; S304: Test inspection: After the grouting is completed, a test inspection is carried out. If the inspection is qualified, the TBM excavates through the fault fracture zone; if the inspection fails, supplementary grouting is carried out until the qualified standard is met.

2. The method for advanced processing of open TBM passing through a water-rich fault zone based on parallel pilot tunnels according to claim 1 is characterized in that: In step S101, the thickness of the rock mass between the parallel pilot tunnel and the main tunnel is not less than three times the diameter of the main tunnel.

3. The method for advanced processing of open TBM passing through a water-rich fault zone based on parallel pilot tunnels according to claim 1 is characterized in that: In step S202, the diameter of the lateral drainage hole is 110 mm to 120 mm, and the depth is 30 m to 50 m; in step S203, if poor drainage is found, the hole is cleaned, repaired, or the hole position and angle are adjusted in time.

4. The method for advanced processing of open TBM passing through a water-rich fault zone based on parallel pilot tunnels according to claim 1 is characterized in that: In step S302, the grouting section uses a steel pipe, and the non-grouting section uses a steel pipe.

5. The method for advanced processing of open TBM passing through a water-rich fault zone based on parallel pilot tunnels according to claim 4 is characterized in that: In step S303, the grouting material is cement or cement-water glass double liquid slurry.

6. The method for advanced processing of open TBM passing through a water-rich fault zone based on parallel pilot tunnels according to claim 5 is characterized in that: In step S303, the grouting pressure is the measured groundwater pressure at the grouting location plus 2 MPa to 4 MPa.

7. The method for advanced processing of open TBM passing through a water-rich fault zone based on parallel pilot tunnels according to claim 6 is characterized in that: In step S304, a water pressure test is performed 3 days after the grouting is completed, and the qualified standard is a permeability of <5Lu.

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