Shield tunneling machine posture in-situ treatment construction method in drift hole

Abstract

The invention discloses an in-situ treatment construction method in a shield tunneling machine posture floating hole, which adopts chemical slurry reinforcement and shield tail water stop to ensure that no water flows into the front and the back of an excavation working surface, so that the excavation risk is reduced, and the excavation efficiency and the safety coefficient are improved; the rigid inclined triangular support in the shield body structure is used for reinforcing, so that the tail part of the shield body can be ensured not to be subjected to elliptic change during the trepanning and excavation treatment period of the tail part of the shield body; a push-pull type emergency escape gate is arranged at the gouging hole in the bottom, and an emergency grouting hole is reserved, so that the gate can be closed in time and grouting plugging measures can be taken in case of emergency, and the safety of underground construction workers and a shield tunneling machine is guaranteed.

Description

Technical Field

[0001] The invention belongs to the technical field of tunnel construction, and in particular relates to an in-situ treatment construction method in a tunnel with an upward drift of a shield machine. Background Art

[0002] With the rapid development of urban rail transit, subways have gradually become an important means of transportation for people. As an important method for subway section construction, shield method has a large number of shield attitude drift problems due to sudden changes in the strata or soft upper and hard lower. To solve the problem of shield attitude drift, especially for the situation that multiple correction methods have been adopted and still cannot be handled and the attitude drift trend cannot be controlled. In addition, when the shield machine attitude is corrected, since the shield attitude cannot be restored in time, it may cause excessive vertical deviation of the pipe segment, and even make it impossible to solve it by adjusting the slope of the entire line, thus causing major quality accidents and huge social impact. How to quickly and safely solve the problem of shield machine attitude drift and ensure the overall quality of the pipe segment and line has become a new problem. Summary of the invention

[0003] In order to overcome the technical problems in the prior art, the present invention provides an in-situ treatment construction method for the upper floating tunnel of a shield machine, which achieves the adjustment of the existing posture of the shield machine in the original position by chemical slurry reinforcement of the soil, setting a rigid oblique triangular support inside the shield structure, installing a push-pull emergency escape gate, setting a tie device, and opening a working hole by carbon arc gouging, and then excavating a longitudinally symmetrical groove, and using an industrial high-pressure water jet to arc-cut the lower rock and soil. This solves the above-mentioned technical problems.

[0004] A shield machine posture upper drift tunnel in-situ treatment construction method, characterized in that the construction method comprises the following steps:

[0005] S1: Inject chemical slurry into the upper aquifer of the in-situ treatment location for reinforcement. The reinforcement area needs to cover the entire treatment range. Before grouting, inert materials need to be filled in the soil bin to prevent the slurry from wrapping the cutter head. During the grouting period, the cutter head is rotated every 30 minutes.

[0006] S2: Open a hole in the rear segment and fill the gap circumferentially with water-blocking material to block the water coming from the rear;

[0007] S3: Use rigid oblique triangular supports to support and reinforce the internal structure of the shield;

[0008] S4: A push-pull emergency escape gate is set at the bottom gouging hole, and an emergency grouting hole is reserved;

[0009] S5: Use a tie device to fix the reinforced concrete segments in a certain range behind the shield longitudinally and transversely to increase the overall rigidity of the structure;

[0010] S6: Open working holes on the two sides of the shield body symmetrically with the carbon arc gouging. The opening area and size are determined by various sensors, electronic components and equipment structures to ensure space for personnel to pass through;

[0011] S7: Manually excavate the working pit downwards. After the excavation of the working pit is completed, extend the working trench along the front of the shield machine and provide support in time;

[0012] S8: Use industrial high-pressure water jet to cut the rock and soil under the shield in an arc shape. The cutting range needs to be determined according to the simulation difference before and after the shield machine posture adjustment. The cutting process is controlled according to the principle of layer-by-layer cutting. During the cutting process, attention should be paid to the changes in the shield machine posture, the deformation of the shield steel structure, the displacement of the segments, etc.

[0013] S9: After the shield machine is lowered to its proper position, the working trench is backfilled and inert materials are injected into the trench. After the working hole is sealed, it is sealed again through the advance grouting hole.

[0014] In the above-mentioned in-situ treatment construction method in the floating tunnel of a shield machine, in the step S1, chemical slurry is injected into the upper aquifer of the in-situ treatment location for reinforcement, and the reinforcement area envelops the entire treatment range. Before grouting, the soil bin is filled with inert materials. During the grouting period, the cutter head is rotated every 30 minutes to ensure that the excavation working face is free of water and dry, reduce excavation risks, and improve excavation efficiency and safety factor.

[0015] In the above-mentioned in-situ treatment construction method in the floating tunnel of a shield machine, in the step S2, the gaps are filled circumferentially with water-blocking materials through the grouting holes of the pipe segments to block the water coming from the rear, further ensuring that the excavation working face is water-free and dry, thereby reducing the risk of excavation.

[0016] In the above-mentioned in-situ treatment construction method for a shield machine in an upward drift tunnel, in step S3, a rigid oblique triangular support is used to support and reinforce the internal structure of the shield body to ensure that the tail of the shield body does not undergo elliptical deformation during the opening and excavation of the tail of the shield body.

[0017] In the above-mentioned in-situ treatment construction method in the floating tunnel of a shield machine, in the step S4, a push-pull emergency escape gate is set at the bottom air planer opening, and an emergency grouting hole is reserved. In an emergency, the emergency escape gate is closed in time and grouting sealing measures are taken to ensure the safety of underground construction workers and the shield machine.

[0018] In the above-mentioned in-situ treatment construction method in the floating tunnel of a shield machine, in the step S5, a tie device is used to connect the segments through segment bolts to longitudinally and transversely fix the reinforced concrete segments within a certain influence range behind the shield body, thereby increasing the overall rigidity of the structure and ensuring that the segments are not pulled out by the shield tail during the descent of the shield machine, resulting in problems such as misalignment and cracking.

[0019] In the above-mentioned in-situ treatment construction method for the upper drift tunnel of a shield machine, in the step S6, working holes are opened by symmetrical carbon arc gouging on both sides of the lower part of the shield body. The opening area and size are determined by various sensors, electronic components and equipment structures to ensure space for personnel to pass.

[0020] In the above-mentioned in-situ treatment construction method in the floating tunnel of a shield machine, in the step S7, a manual handheld excavation tool is used to excavate a working well downward through the working hole. After the excavation of the working well is completed, a working trench is extended along the front of the shield machine, and support is provided in time to ensure the stability of the working trench and prevent the working trench from collapsing.

[0021] In the above-mentioned in-situ treatment construction method in the floating tunnel of a shield machine, in the step S8, an industrial high-pressure water jet is used to cut the rock and soil body below the shield in an arc shape. The cutting range needs to be determined according to the simulation difference before and after the shield machine posture adjustment. Cutting is performed layer by layer, and the changes in the shield machine posture, the deformation of the shield steel structure, the displacement of the pipe segments, etc. are monitored during the cutting process.

[0022] In the above-mentioned in-situ treatment construction method in the floating tunnel of a shield machine, in the step S9, after the shield machine posture is lowered into place, the working trench is backfilled, and inert materials are injected into the trench. After the working hole is blocked, the advance grouting hole is used to block it again to ensure that the bottom trench is backfilled densely to prevent the shield machine from being damaged due to sudden drop and vibration during its passage.

[0023] In general, compared with the prior art, the above technical scheme conceived by the present invention can achieve the following beneficial effects: the present invention provides an in-situ treatment construction method in the floating tunnel of a shield machine, which adopts chemical slurry reinforcement and shield tail water stopping to prevent water from flowing in from the front and rear of the excavation working face, thereby reducing the risk during excavation and improving the excavation efficiency and safety factor; through the rigid oblique triangular support reinforcement inside the shield structure, it can be ensured that the tail of the shield body does not undergo elliptical deformation during the opening of the tail of the shield body and the excavation treatment; a push-pull emergency escape gate is arranged at the bottom air planer opening, and an emergency grouting hole is reserved, so that the gate can be closed in time in an emergency and grouting sealing measures can be taken to ensure the safety of underground construction workers and shield machines. BRIEF DESCRIPTION OF THE DRAWINGS

[0024] The specific embodiments of the present invention are further described in detail below with reference to the accompanying drawings, wherein:

[0025] Figure 1 It is a schematic diagram of in-situ treatment construction in a tunnel of a shield machine in an upward drifting tunnel according to the present invention;

[0026] Figure 2 It is a structural schematic diagram of the pipe segment tie-tying device 3 of the present invention;

[0027] In the figure: 1-rigid oblique triangular support, 2-push-pull emergency escape gate, 3-tensioning device, 4-working hole, 5-industrial high-pressure water jet, 6-advance grouting hole. DETAILED DESCRIPTION

[0028] like Figure 1 As shown, it is a schematic diagram of the in-situ treatment construction in the upper drift tunnel of a shield machine according to the present invention, through the soil chemical slurry reinforcement, the setting of the rigid oblique triangular support 1 inside the shield structure, the installation of the push-pull emergency escape gate 2, the setting of the tie device 3, the carbon arc air planer to open the working hole 4, and then the longitudinal symmetrical groove is excavated, and the arc cutting of the lower rock and soil body is adopted by the industrial high-pressure water jet 5, so as to adjust the existing posture of the shield machine in the original position. The construction method includes the following construction steps:

[0029] Step 1: Inject chemical slurry into the upper aquifer of the in-situ treatment location for reinforcement. The reinforcement area needs to cover the entire treatment range. Before grouting, inert materials need to be filled in the soil bin to prevent the slurry from wrapping the cutter head. During the grouting period, the cutter head should be rotated every 30 minutes.

[0030] Step 2: Drill holes in the rear segment and fill the gaps in an annular direction with water-blocking materials to block the water coming from the rear;

[0031] Step 3: Use a rigid oblique triangular support 1 to support and reinforce the internal structure of the shield;

[0032] Step 4: Set a push-pull emergency escape gate 2 at the bottom gouging hole, and reserve an emergency grouting hole;

[0033] Step 5: Use the tie-tie device 3 to fix the reinforced concrete segments in a certain influence range behind the shield longitudinally and transversely to increase the overall rigidity of the structure;

[0034] Step 6: Use carbon arc gouging to open working holes 4 on both sides of the lower part of the shield body. The opening area and size are determined by various sensors, electronic components and equipment structures to ensure space for personnel to pass through;

[0035] Step 7: Manually excavate the working pit downwards. After the excavation of the working pit is completed, extend the working trench along the front of the shield machine and provide support in time;

[0036] Step 8: Use an industrial high-pressure water jet to cut the rock and soil at the bottom of the shield in an arc shape. The cutting range needs to be determined according to the simulation difference before and after the shield machine posture adjustment. The cutting process is controlled according to the principle of layer-by-layer cutting. During the cutting process, pay attention to the changes in the shield machine posture, the deformation of the shield steel structure, the displacement of the pipe segment, etc.

[0037] Step 9: After the shield machine is lowered into position, the working trench is backfilled and inert materials are injected into the trench. After the working hole 4 is blocked, the advance grouting hole 6 is used to block it again.

[0038] The tie-in device 3 in step 5 is connected by segment bolts to fix the reinforced concrete segments in a certain range behind the shield longitudinally and transversely, such as Figure 2 As shown, it is a schematic structural diagram of the binding device 3.

[0039] In step seven, a manual handheld excavation tool is used to excavate a working well downward through the working hole 4. After the excavation of the working well is completed, a working trench is extended along the front of the shield machine, and support is provided in time.

Claims

1. A shield machine posture drift tunnel in-situ treatment construction method, characterized in that: The method comprises the following steps: by reinforcing the soil with chemical slurry, setting a rigid oblique triangular support (1) inside the shield structure, installing a push-pull emergency escape gate (2), setting a tie device (3), opening a working hole (4) with a carbon arc gouging, then excavating a longitudinal symmetrical groove, and using an industrial high-pressure water jet (5) to arc-cut the lower rock and soil, so as to adjust the existing posture of the shield machine in the original position: S1: Inject chemical slurry into the upper aquifer of the in-situ treatment location for reinforcement. The reinforcement area needs to cover the entire treatment range. Inert materials need to be filled into the soil bin before grouting. During the grouting period, the cutter head should be rotated every 30 minutes. S2: Open a hole in the rear segment and fill the gap circumferentially with water-blocking material to block the water coming from the rear; S3: Use rigid oblique triangular supports (1) to support and reinforce the internal structure of the shield; S4: A push-pull emergency escape gate (2) is set at the bottom gouging hole, and an emergency grouting hole is reserved; S5: Using a tie device (3) to fix the reinforced concrete segments within a certain influence range behind the shield body longitudinally and transversely to increase the overall rigidity of the structure; S6: Working holes (4) are opened symmetrically on both sides of the shield body by carbon arc gouging. The opening area and size are matched with various sensors, electronic components and equipment structures to ensure space for personnel to pass through; S7: Manually excavate the working pit downwards. After the excavation of the working pit is completed, extend the working trench along the front of the shield machine and provide support in time; S8: using an industrial high-pressure water jet (5) to cut the rock and soil mass below the shield in an arc shape, the cutting range is determined according to the simulation difference before and after the shield machine posture is adjusted, and the cutting process is controlled according to the principle of layer-by-layer cutting; S9: After the shield machine is lowered to the correct position, the working trench is backfilled and inert materials are injected into the trench. After the working hole (4) is blocked, the advance grouting hole (6) is used to block the working hole again.

2. The in-situ treatment construction method for the upper drift tunnel of a shield machine according to claim 1 is characterized in that: In the step S1, chemical slurry is injected into the upper aquifer of the in-situ treatment location for reinforcement, and the reinforcement area covers the entire treatment range. Before grouting, the soil bin is filled with inert materials, and the cutter head is rotated every 30 minutes during the grouting.

3. The in-situ treatment construction method for the upper drift tunnel of a shield machine according to claim 1 is characterized in that: In step S2, the grouting holes of the pipe segments are filled with water-blocking materials in an annular direction to block the water coming from the rear.

4. The in-situ treatment construction method for the upper drift tunnel of a shield machine according to claim 1 is characterized in that: In the step S5, the tie-tying device (3) is connected by segment bolts to longitudinally and transversely fix the reinforced concrete segments within a certain influence range behind the shield body.

5. The in-situ treatment construction method for the upper drift tunnel of a shield machine according to claim 1 is characterized in that: In step S7, a manual handheld excavation tool is used to excavate a working well downward through the working hole (4). After the excavation of the working well is completed, a working trench is extended along the front of the shield machine, and support is provided in a timely manner.

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