Shield tunneling machine receiving method

Abstract

The invention discloses a shield tunneling machine receiving method, and relates to the technical field of shield tunneling machine receiving, and the shield tunneling machine receiving method comprises the following steps: installing a steel sleeve for receiving; a plurality of steel pipe supports are arranged between a steel sleeve rear end cover of the receiving steel sleeve and a receiving well bottom plate, and the steel pipe supports are fixed to the bottom plate through embedded steel bars; the end of the receiving well is reinforced; after the shield tunneling machine enters the receiving section, tunneling control is conducted on the shield tunneling machine; water is injected into the steel sleeve for shield receiving to the position 1 m above the joint, standing is conducted for 1 h, then the pressure is increased to 1 bar, and leakage of the weld joint and the joint is checked; and the tunnel portal of the receiving well is blocked, and receiving of the shield tunneling machine is completed. According to the method, the safety and the engineering quality of shield construction are remarkably improved, and safe receiving of the shield in the highly permeable sand layer is ensured.

Description

Technical Field

[0001] The present invention relates to the technical field of shield machine receiving technology, and in particular to a shield machine receiving method. Background Art

[0002] With the increasing demand for urban underground space development, shield construction technology has been widely used in underground projects such as subways and tunnels. Currently, the reception of shield machines mainly involves installing water-stop curtains in the receiving well and using high-pressure jet grouting piles to reinforce the soil. At the same time, waterproofing facilities such as steel rings and rubber seals are installed at the receiving tunnel portal to ensure the safe and smooth reception of the shield machine.

[0003] However, under the geological conditions of highly permeable sand layers, conventional water-stopping measures are difficult to effectively control groundwater leakage, which can easily cause water and sand gushing from the receiving wells. If a sudden surge occurs during the shield machine receiving process, it may lead to serious consequences such as surface subsidence and damage to surrounding buildings, seriously affecting the safety and quality of shield construction. Summary of the Invention

[0004] The main purpose of the present invention is to provide a shield machine receiving method, which aims to improve the receiving safety and engineering quality of the shield machine under the geological conditions of highly permeable sand layers.

[0005] To achieve the above-mentioned purpose, the shield machine receiving method proposed in the present invention includes:

[0006] Install the receiving steel sleeve;

[0007] A plurality of steel pipe supports are arranged between the rear end cover of the steel sleeve for receiving and the bottom plate of the receiving well, and the plurality of steel pipe supports are fixed to the bottom plate by planting steel bars;

[0008] Reinforcing the end of the receiving well;

[0009] After the shield machine enters the receiving section, controlling the tunneling of the shield machine;

[0010] Fill the shield receiving steel sleeve with water to 1m above the joint, let it stand for 1 hour, then pressurize it to 1 bar, and check for leakage in the welds and joints;

[0011] The door of the receiving shaft is sealed to complete the reception of the shield machine.

[0012] In one embodiment, after the shield machine enters the receiving section and before the step of controlling the tunneling of the shield machine, the shield machine receiving method further includes:

[0013] The section with a distance A from the tunnel gate is set as a transition section, 13m<A≤20m;

[0014] The interval with distance B from the tunnel gate is set as the first stage, 1.6m≤B≤13m;

[0015] The second stage is when the cutterhead of the shield machine contacts the ground connection wall;

[0016] The third stage is when the shield machine completely enters the receiving steel sleeve.

[0017] In one embodiment, after the shield machine enters the receiving section, the step of controlling the tunneling of the shield machine includes:

[0018] After the shield machine enters the receiving section, when the shield machine is located in the transition section, the excavation speed of the shield machine is controlled to be V1, and the soil bin pressure of the shield machine is controlled to be P1, 30mm / min≤V1≤50mm / min, 2.0bar≤P1≤2.5bar.

[0019] In one embodiment, after the shield machine enters the receiving section, the step of controlling the tunneling of the shield machine includes:

[0020] After the shield machine enters the receiving section, when the shield machine is in the first stage, the excavation speed of the shield machine is controlled to be V2, and the soil bin pressure of the shield machine is controlled to be P2, 10mm / min≤V2≤20mm / min, 0.6bar≤P2≤0.8bar.

[0021] In one embodiment, after the shield machine enters the receiving section, the step of controlling the tunneling of the shield machine includes:

[0022] After the shield machine enters the receiving section, when the shield machine is in the second stage, the excavation speed of the shield machine is controlled to be V3, and the penetration depth of the shield machine is controlled to be D, 0mm / min<V3≤5mm / min, 0mm / r<D≤5mm / rn.

[0023] In one embodiment, after the shield machine enters the receiving section, the step of controlling the tunneling of the shield machine includes:

[0024] After the shield machine enters the receiving section, when the shield machine is in the third stage, the thrust of the shield machine is controlled to be F, and the synchronous grouting volume of the shield machine is controlled to be Q, 0t<F≤2000t, 6m 3 m / ring≤Q.

[0025] In one embodiment, after the shield machine enters the receiving section and the step of controlling the tunneling of the shield machine, the shield machine receiving method further includes:

[0026] Each time the shield machine excavates one ring, the axis of the shield machine is detected to obtain the axis deviation;

[0027] The shield posture of the shield machine is corrected and controlled according to the axis deviation.

[0028] In one embodiment, the step of performing deviation correction control on the shield posture of the shield machine according to the axis deviation includes:

[0029] When the axis deviation is greater than or equal to 20 mm, the zone oil pressure difference of the shield machine is adjusted to ±5 MPa, and the cutter head speed of the shield machine is reduced to V4, 0.8 rpm≤V4≤1.2 rpm.

[0030] In one embodiment, when the axis deviation satisfies the requirement of being greater than or equal to 20 mm, the shield machine receiving method further comprises: adjusting the shield machine's zone oil pressure difference to ±5 MPa and reducing the shield machine's cutterhead speed to V4, 0.8 rpm≤V4≤1.2 rpm.

[0031] When the axis deviation of three consecutive rings is less than or equal to 10 mm, the zone oil pressure difference of the shield machine and the cutter head speed of the shield machine are restored to the original parameters.

[0032] In one embodiment, after the step of performing deviation correction control on the shield posture of the shield machine according to the axis deviation, the shield machine receiving method further includes:

[0033] Detect the breakage rate of pipe segments;

[0034] When the breakage rate of the pipe segment is less than or equal to 1%, the deviation correction control check is completed.

[0035] The technical solution of the present invention forms a stable rigid support system by installing a steel sleeve and adopting multiple steel pipe supports and bottom plate anchoring, which effectively bears the thrust of the shield and avoids deformation and displacement caused by insufficient strength of the support structure in the traditional solution. Secondly, the double-liquid grouting process is used to reinforce the end head to ensure that the reinforced body forms a consolidated body with strong integrity and high strength, overcoming the problem that the traditional reinforcement scheme has an unsatisfactory consolidation effect in loose sand layers. Thirdly, through the steel sleeve water injection test and weld inspection, combined with the excavation parameter control and synchronous grouting measures, a complete water-stopping protection system is constructed, which effectively prevents groundwater leakage and sand gushing problems. Finally, a waterproof concrete sealing wall reinforced with double-layer steel mesh is used, combined with the setting of water-expanding waterstop strips, to ensure long-term waterproof effect after the completion of the reception. It solves the technical problems such as the difficulty of conventional water-stopping measures in effectively controlling groundwater leakage under highly permeable sand layers, the unsatisfactory consolidation effect of traditional reinforcement schemes, and the sudden surge that may occur during the reception process, which leads to surface subsidence, and significantly improves the safety of shield construction and engineering quality. Ensure the safe reception of shield in highly permeable sand layers, and reduce the risk of water and sand gushing by more than 90%. BRIEF DESCRIPTION OF THE DRAWINGS

[0036] In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the following briefly introduces the drawings required for use in the embodiments or the description of the prior art. Obviously, the drawings described below are only some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on the structures shown in these drawings without paying any creative work.

[0037] Figure 1 This is a flow chart of an embodiment of a shield machine receiving method provided by the present invention.

[0038] The purpose, features and advantages of the present invention will be further described with reference to the accompanying drawings and in conjunction with the embodiments. DETAILED DESCRIPTION

[0039] 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 any creative efforts shall fall within the scope of protection of the present invention.

[0040] It should be noted that if the embodiments of the present invention involve directional indications (such as up, down, left, right, front, back, etc.), the directional indications are only used to explain the relative position relationship, movement status, etc. between the components under a certain specific posture. If the specific posture changes, the directional indications will also change accordingly.

[0041] In addition, if there are descriptions involving "first", "second", etc. in the embodiments of the present invention, the descriptions of "first", "second", etc. are only for descriptive purposes and cannot be understood as indicating or suggesting their relative importance or implicitly indicating the number of the indicated technical features. Therefore, the features limited to "first" and "second" may explicitly or implicitly include at least one of such features. In addition, if "and / or" or "and / or" appears in the full text, its meaning includes three parallel solutions. Taking "A and / or B" as an example, it includes solution A, solution B, or solutions that satisfy both A and B. In addition, the technical solutions between the various embodiments can be combined with each other, but it must be based on the ability of ordinary technicians in this field to implement. When the combination of technical solutions is mutually contradictory or cannot be implemented, it should be deemed that such a combination of technical solutions does not exist and is not within the scope of protection required by the present invention.

[0042] In highly permeable sand layers, conventional water-stopping measures are ineffective in controlling groundwater seepage, which can easily lead to water and sand gushing from the receiving well. Furthermore, traditional reinforcement solutions are not ideal for consolidating loose sand layers, posing the risk of cracking and falling reinforcements. Furthermore, any sudden surge during the receiving process can lead to serious consequences such as surface subsidence and damage to surrounding buildings. These issues have severely impacted the safety and quality of shield tunneling.

[0043] In order to solve this technical problem, the present invention proposes a shield machine receiving method.

[0044] See also Figure 1 In one embodiment of the present invention, the shield machine receiving method includes:

[0045] Step S10, installing a receiving steel sleeve;

[0046] Step S20, arranging a plurality of steel pipe supports between the rear end cover of the steel sleeve for receiving and the bottom plate of the receiving well, and fixing the plurality of steel pipe supports to the bottom plate by planting steel bars;

[0047] Step S30, reinforcing the end of the receiving well;

[0048] Step S40, after the shield machine enters the receiving section, controlling the tunneling of the shield machine;

[0049] Step S50: inject water into the shield receiving steel sleeve to 1 m above the joint, let it stand for 1 hour, then pressurize it to 1 bar, and check for leakage in the welds and joints;

[0050] Step S60: sealing the door of the receiving shaft to complete the reception of the shield machine.

[0051] It should be noted that the shield reception in this application refers to the reception of the head of the shield machine.

[0052] Specifically, (1) Steel sleeve installation: The steel sleeve consists of a transition ring (1 section), a cylinder (4 sections), and an end cover (1 section), with a total length of 13500 mm, an inner diameter of 9150 mm, and an outer diameter of 9510 mm. The cylinder is welded with 20 mm thick steel plates, and each section is connected by M30 8.8 grade bolts. 8 mm thick rubber pads are embedded between the flanges.

[0053] (2) Reaction support setting: 9 Φ609×16mm steel pipe supports are set between the rear end cover of the steel sleeve and the bottom plate of the receiving well. The support axis is at a 45° angle to the center line of the steel sleeve. The support end is welded to a 20mm thick Q235B steel plate. The anchor bar is made of Φ38 round steel (epoxy resin adhesive ratio: 100 parts epoxy resin, 30 parts curing agent, 50 parts quartz sand);

[0054] (3) End reinforcement: Use triaxial mixing piles (pile diameter 850 mm, spacing 600 mm, cement content 10% in weak reinforcement area, 20% in strong reinforcement area) and high-pressure jet grouting piles (pressure ≥ 30 MPa) to reinforce the end soil;

[0055] (4) Excavation control: After the shield enters the receiving section, the parameters are adjusted in four stages, the final thrust is ≤2000t, and the excavation speed is reduced to 2-5mm / min;

[0056] (5) Sealing test: inject water into the steel sleeve to 1m above the joint, pressurize to 1 bar, and monitor the displacement ≤2mm;

[0057] (6) Tunnel sealing: After the shield tail is detached, cement-water glass double liquid slurry (cement slurry: water glass slurry = 1:1 volume ratio) is injected, and the grouting pressure is ≤5 bar.

[0058] More specifically, the epoxy resin adhesive cures for 72 hours at 25°C, achieving a shear strength of 18 MPa or greater, a rebar pullout strength of 150 kN or greater, and a rebar hole position deviation of 2 mm or less. Through precise mixing and curing control, the integrity of the rebar system is enhanced, achieving a tensile strength of 14,530 kN.

[0059] The reinforcement test of the triaxial mixing pile includes: core sampling test of unconfined compressive strength ≥ 1.2MPa, permeability coefficient ≤ 1*10 -6 The reinforcement area was 31.5m wide horizontally, 12m long vertically, and 40.4 to 41.52m deep. Through layered reinforcement and permeability control, the seepage channels in the sand layer were blocked, improving soil stability by 40%.

[0060] More specifically, the ratio of the cement-water glass double slurry is:

[0061] (a) Cement slurry: 100 parts of PO 42.5 cement and 100 parts of water;

[0062] (b) Water glass slurry: modulus 2.8-3.2, concentration 35Be′, 100 parts water glass, 50 parts water;

[0063] (c) The initial setting time after mixing is ≤20 seconds, and the final setting time is ≤30 seconds. The grouting sequence is completed in three steps from bottom to top. The rapid setting slurry is used to seal the gap in the tunnel, and the permeability coefficient is reduced to 110. -6 cm / s, and the occlusion success rate is high.

[0064] In the technical solution provided by the present invention, a stable rigid support system is formed by installing a steel sleeve and adopting a method of supporting multiple steel pipes and fixing them with anchor bars on the bottom plate, which effectively bears the thrust of the shield and avoids deformation and displacement caused by insufficient strength of the support structure in the traditional solution. Secondly, a double-liquid grouting process is used to reinforce the end head to ensure that the reinforced body forms a consolidated body with strong integrity and high strength, overcoming the problem that the traditional reinforcement scheme has an unsatisfactory consolidation effect in loose sand layers. Thirdly, through the steel sleeve water injection test and weld inspection, combined with the excavation parameter control and synchronous grouting measures, a complete water-stopping protection system is constructed, which effectively prevents groundwater leakage and sand gushing problems. Finally, a waterproof concrete sealing wall reinforced with double-layer steel mesh is used, combined with the setting of water-expanding water-stop strips, to ensure long-term waterproof effect after the completion of the reception. This solves the technical problems such as the difficulty of conventional water-stopping measures in effectively controlling groundwater leakage under highly permeable sand layers, the unsatisfactory consolidation effect of traditional reinforcement schemes, and the sudden surge that may occur during the reception process, which leads to surface subsidence, and significantly improves the safety of shield construction and engineering quality. Ensure the safe reception of shield in highly permeable sand layers, and reduce the risk of water and sand gushing by more than 90%.

[0065] In an embodiment of the present invention, after the shield machine enters the receiving section and before the step of controlling the tunneling of the shield machine, the shield machine receiving method further includes:

[0066] Step S401, setting the section with a distance A from the tunnel gate as a transition section, 13m<A≤20m;

[0067] Step S402: Set the interval with a distance B from the tunnel gate as the first stage, 1.6m≤B≤13m;

[0068] Step S403, when the cutterhead of the shield machine contacts the ground-connected wall, it is the second stage;

[0069] Step S404, when the shield machine completely enters the receiving steel sleeve, it is the third stage.

[0070] In an embodiment of the present invention, after the shield machine enters the receiving section, the step of controlling the tunneling of the shield machine includes:

[0071] Step S41, after the shield machine enters the receiving section, when the shield machine is located in the transition section, the excavation speed of the shield machine is controlled to be V1, and the soil bin pressure of the shield machine is controlled to be P1, 30mm / min≤V1≤50mm / min, 2.0bar≤P1≤2.5bar.

[0072] In an embodiment of the present invention, after the shield machine enters the receiving section, the step of controlling the tunneling of the shield machine includes:

[0073] Step S42, after the shield machine enters the receiving section, when the shield machine is in the first stage, the excavation speed of the shield machine is controlled to be V2, and the soil bin pressure of the shield machine is controlled to be P2, 10mm / min≤V2≤20mm / min, 0.6bar≤P2≤0.8bar.

[0074] In an embodiment of the present invention, after the shield machine enters the receiving section, the step of controlling the tunneling of the shield machine includes:

[0075] Step S43, after the shield machine enters the receiving section, when the shield machine is in the second stage, the tunneling speed of the shield machine is controlled to be V3, and the penetration depth of the shield machine is controlled to be D, 0mm / min<V3≤5mm / min, 0mm / r<D≤5mm / rn.

[0076] In an embodiment of the present invention, after the shield machine enters the receiving section, the step of controlling the tunneling of the shield machine includes:

[0077] Step S44: After the shield machine enters the receiving section and is in the third stage, the thrust of the shield machine is controlled to be F, and the synchronous grouting volume of the shield machine is controlled to be Q, 0t<F≤2000t, 6m 3 m / ring≤Q.

[0078] Specifically, (a) transition section (20m-13m from the tunnel portal): excavation speed 30-50mm / min, soil bin pressure 2.0-2.5bar;

[0079] (b) Stage 1 (13 m to 1.6 m): velocity drops to 20 to 10 mm / min, soil pressure 0.6 to 0.8 bar;

[0080] (c) Second stage (cutterhead contacts the ground wall): speed ≤ 5 mm / min, penetration ≤ 5 mm / r;

[0081] (d) The third stage (shield fully enters the steel sleeve): thrust ≤ 2000t, synchronous grouting volume ≥ 6m 3By optimizing parameters in stages, balancing excavation efficiency and ground disturbance, surface settlement was controlled within 25 mm.

[0082] In an embodiment of the present invention, after the shield machine enters the receiving section and the step of controlling the tunneling of the shield machine, the shield machine receiving method further includes:

[0083] Step S501: After each tunneling ring, the shield machine detects the axis of the shield machine to obtain the axis deviation.

[0084] Step S502: performing deviation correction control on the shield posture of the shield machine according to the axis deviation.

[0085] In an embodiment of the present invention, the step of performing deviation correction control on the shield posture of the shield machine according to the axis deviation includes:

[0086] Step S521: When the axis deviation is greater than or equal to 20 mm, the zone oil pressure difference of the shield machine is adjusted to ±5 MPa, and the cutter head speed of the shield machine is reduced to V4, 0.8 rpm≤V4≤1.2 rpm.

[0087] In an embodiment of the present invention, when the axis deviation satisfies the requirement of being greater than or equal to 20 mm, the shield machine receiving method further comprises: adjusting the zone oil pressure difference of the shield machine to ±5 MPa and reducing the cutter head speed of the shield machine to V4, 0.8 rpm≤V4≤1.2 rpm.

[0088] Step S601: When the axis deviation of three consecutive rings is less than or equal to 10 mm, the zone oil pressure difference of the shield machine and the cutter head speed of the shield machine are restored to original parameters.

[0089] In an embodiment of the present invention, after the step of performing deviation correction control on the shield posture of the shield machine according to the axis deviation, the shield machine receiving method further includes:

[0090] Step S602, detecting the damage rate of the segments;

[0091] Step S603: When the breakage rate of the pipe segment is less than or equal to 1%, the deviation correction control verification is completed.

[0092] Specifically, (a) the axis deviation is checked after each excavation ring. If it is ≥20mm, the oil pressure difference of each zone is adjusted to ±5MPa and the cutterhead speed is reduced to 0.8-1.2rpm;

[0093] (b) After the deviation of 3 consecutive rings is ≤10mm, the original parameters are restored;

[0094] (c) The segment breakage rate after correction is ≤1%.

[0095] Through dynamic deviation correction control, the shield axis accuracy is improved to ±10mm, and the segment integrity compliance rate is high.

[0096] As an optional implementation, the shield machine receiving method further includes a segment tensioning measure:

[0097] (a) Six tie-down devices are installed longitudinally on 10 rings of segments near the portal, with each tie-down force ≥ 50 kN;

[0098] (b) Retighten the bolts three times, increasing the torque gradually to 120% of the design value;

[0099] (c) The misalignment of the pipe segments is ≤3mm and the joint opening is ≤1mm.

[0100] Through dynamic tensioning control, the tightness between the pipe rings is improved and the waterproofing pass rate is high.

[0101] As another optional embodiment, the shield machine receiving method further includes real-time monitoring:

[0102] (a) Monitoring items: surface settlement, support displacement, soil bin pressure, and steel sleeve strain;

[0103] (b) Warning threshold: a level 1 alarm is triggered when the displacement is ≥ 2 mm or the strain is ≥ 500 με;

[0104] (c) Linkage control: After the alarm is triggered, the shield thrust is reduced to 1500t and the grouting pressure is increased to 0.8MPa.

[0105] Through real-time data feedback and dynamic optimization of construction parameters, the accident rate is reduced to below 1%.

[0106] As another optional implementation, the shield machine receiving method further includes emergency processing:

[0107] (a) When water and sand gushing out, inject polyurethane double liquid slurry (liquid A: 100 parts of isocyanate, liquid B: 100 parts of polyether polyol) through the pre-buried grouting pipe, and the grouting pressure should be ≥2MPa;

[0108] (b) When the steel sleeve is deformed, a 20mm thick reinforcing rib is welded at the flange, and the weld height is ≥15mm;

[0109] (c) When the ground settlement is ≥30 mm, sleeve valve pipe grouting (water-cement ratio 0.8:1, pressure 0.5-1.0 MPa) shall be used.

[0110] Through the rapid response mechanism, the accident handling time is ≤30 minutes and the settlement recovery rate is ≥80%.

[0111] As another optional embodiment, the shield machine receiving method further includes filling the steel sleeve:

[0112] (a) Slag improvement: Add foaming agent (volume ratio 1:30) and bentonite (50-80 kg / m 3 ), moisture content 18% to 22%;

[0113] (b) Layered compaction: Every 2m 3 The slag soil is impacted by a high-pressure water gun (pressure ≥ 1MPa), and the density is ≥ 90%;

[0114] (c) Filling height: Fill to 80% to 85% of the height of the steel sleeve.

[0115] By improving the fluidity of the slag and compacting it in layers, the deformation of the cylinder is ≤2mm and the support stability is increased by 30%.

[0116] As an exemplary embodiment, during the construction between Station S and Station W, after the steel sleeve was installed, the pull-out strength of 9 φ609×16mm supporting rebars reached 160kN, the core strength of the three-axis mixing piles was 1.4MPa, the shield machine was decelerated to 3mm / min in four stages, the ground settlement was 18mm, and there was no leakage after the tunnel portal was sealed.

[0117] The segment tensioning device applies 60kN tension, and the bolts are tightened to a torque of 1200N·m, with a misalignment of 2.5mm. The initial setting time of the double-liquid slurry is 18 seconds, and the permeability coefficient after grouting is 8*10 -7 cm / s.

[0118] Emergency grouting was used to treat the water inrush point, sealing it within 30 minutes. The soil compaction rate was 92%, the shield axis deviation after correction was 8mm, and the segment damage rate was 0.5%.

[0119] During the shield machine reception, the tensile strength of the steel sleeve and reaction support system is ≥15,000kN, and the displacement control accuracy is ±1.5mm; the phased excavation parameters reduce surface settlement by 35%, and the axis accuracy is ±10mm; the emergency response mechanism shortens the accident handling time to 30 minutes, and the project reliability is improved to 99%.

[0120] The above description is merely an exemplary embodiment of the present invention and does not limit the scope of protection of the present invention. Any equivalent structural transformation made by using the contents of the present invention description and drawings under the technical concept of the present invention, or directly / indirectly applied in other related technical fields, is included in the scope of protection of the present invention.

Claims

1. A shield machine receiving method, characterized in that: include: Install the receiving steel sleeve; A plurality of steel pipe supports are arranged between the rear end cover of the steel sleeve for receiving and the bottom plate of the receiving well, and the plurality of steel pipe supports are fixed to the bottom plate by planting steel bars; Reinforcing the end of the receiving well; After the shield machine enters the receiving section, controlling the tunneling of the shield machine; Fill the shield receiving steel sleeve with water to 1m above the joint, let it stand for 1 hour, then pressurize it to 1 bar, and check for leakage in the welds and joints; The door of the receiving shaft is sealed to complete the reception of the shield machine.

2. The shield machine receiving method according to claim 1, wherein: After the shield machine enters the receiving section and before the step of controlling the tunneling of the shield machine, the shield machine receiving method further includes: The section with a distance A from the tunnel gate is set as a transition section, 13m<A≤20m; The interval with distance B from the tunnel gate is set as the first stage, 1.6m≤B≤13m; The second stage is when the cutterhead of the shield machine contacts the ground connection wall; The third stage is when the shield machine completely enters the receiving steel sleeve.

3. The shield machine receiving method according to claim 2, wherein: After the shield machine enters the receiving section, the step of controlling the tunneling of the shield machine includes: After the shield machine enters the receiving section, when the shield machine is located in the transition section, the excavation speed of the shield machine is controlled to be V1, and the soil bin pressure of the shield machine is controlled to be P1, 30mm / min≤V1≤50mm / min, 2.0bar≤P1≤2.5bar.

4. The shield machine receiving method according to claim 3, wherein: After the shield machine enters the receiving section, the step of controlling the tunneling of the shield machine includes: After the shield machine enters the receiving section, when the shield machine is in the first stage, the excavation speed of the shield machine is controlled to be V2, and the soil bin pressure of the shield machine is controlled to be P2, 10mm / min≤V2≤20mm / min, 0.6bar≤P2≤0.8bar.

5. The shield machine receiving method according to claim 4, characterized in that: After the shield machine enters the receiving section, the step of controlling the tunneling of the shield machine includes: After the shield machine enters the receiving section, when the shield machine is in the second stage, the excavation speed of the shield machine is controlled to be V3, and the penetration depth of the shield machine is controlled to be D, 0mm / min<V3≤5mm / min, 0mm / r<D≤5mm / rn.

6. The shield machine receiving method according to claim 5, characterized in that: After the shield machine enters the receiving section, the step of controlling the tunneling of the shield machine includes: After the shield machine enters the receiving section, when the shield machine is in the third stage, the thrust of the shield machine is controlled to be F, and the synchronous grouting volume of the shield machine is controlled to be Q, 0t<F≤2000t, 6m 3 m / ring≤Q.

7. The shield machine receiving method according to any one of claims 1 to 6, characterized in that: After the shield machine enters the receiving section, after the step of controlling the tunneling of the shield machine, the shield machine receiving method further includes: Each time the shield machine excavates one ring, the axis of the shield machine is detected to obtain the axis deviation; The shield posture of the shield machine is corrected and controlled according to the axis deviation.

8. The shield machine receiving method according to claim 7, characterized in that: The step of performing deviation correction control on the shield posture of the shield machine according to the axis deviation comprises: When the axis deviation is greater than or equal to 20 mm, the zone oil pressure difference of the shield machine is adjusted to ±5 MPa, and the cutter head speed of the shield machine is reduced to V4, 0.8 rpm≤V4≤1.2 rpm.

9. The shield machine receiving method according to claim 8, wherein: When the axis deviation satisfies the requirement of being greater than or equal to 20 mm, the shield machine receiving method further comprises: adjusting the shield machine's zone oil pressure difference to ±5 MPa, and reducing the shield machine's cutterhead speed to V4, 0.8 rpm≤V4≤1.2 rpm. When the axis deviation of three consecutive rings is less than or equal to 10 mm, the zone oil pressure difference of the shield machine and the cutter head speed of the shield machine are restored to the original parameters.

10. The shield machine receiving method according to claim 9, characterized in that: After the step of performing deviation correction control on the shield posture of the shield machine according to the axis deviation, the shield machine receiving method further includes: Detect the breakage rate of pipe segments; When the breakage rate of the pipe segment is less than or equal to 1%, the deviation correction control check is completed.

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