A method for starting and receiving construction of interval shield tunneling

Abstract

The invention relates to a method for starting and receiving construction of an interval shield machine, which at least comprises: hanging down the first shield machine head section to a starting shaft, and driving it to break the starting tunnel door surrounded by the outline of the starting tunnel door in a first direction to form a first shield machine starting section; hanging down the first shield machine tail section to the first shield machine starting section to form a first direction shield machine with the first shield machine head section, and driving the first direction shield machine to advance along the first direction to form a first excavation section; when the length of the first excavation section is not less than the total length of the second shield machine head section and the second shield machine tail section, hanging down the second shield machine head section and the second shield machine tail section to the first excavation section; driving the second shield machine head section to break the starting tunnel door in a second direction to form a second shield machine starting section, moving the second shield machine tail section to the second shield machine starting section to form a second direction shield machine with the second shield machine head section, and making the second direction shield machine advance along the second direction to form a second excavation section.

Description

Technical Field

[0001] The invention relates to the technical field of tunnel construction, and in particular to a method for starting and receiving construction of an interval shield machine. Background Art

[0002] In the construction of underground transportation networks, the shield starting and receiving links are very complex, and the safety risks in the construction process are also relatively high. The construction links and construction technologies are relatively concentrated in the construction process. Therefore, during the shield starting, receiving and construction, it is necessary to strengthen the control of the construction process, effectively manage the construction links and the application of construction technology, and ensure the safety of the construction process. Only in this way can the construction of the urban underground transportation network be smoothly promoted.

[0003] CN111927477A discloses a method for launching and receiving a shield as a whole for an ultra-deep buried long-distance tunnel; the steps are as follows: first, a first caisson, a second caisson and a third caisson are constructed by using an undrained caisson method; a short-distance dark excavation operation is carried out between the second caisson and the third caisson to form a short-distance dark excavation tunnel; after completion, a shield is assembled in the second caisson; the frame of the shield is lowered through the first caisson and enters the second caisson through the short-distance dark excavation tunnel; then, the shield is launched from the second caisson and received in the third caisson; finally, in the third caisson, the shield and the frame are disassembled and hoisted out of the third caisson to complete the civil engineering structure of the tunnel.

[0004] CN101781991A discloses a double-well reinforcement method for a shield receiving or starting end and a double-well shield receiving method, which solves the problems of high risk and high cost in the existing shield receiving method. The double-well reinforcement method for a shield receiving or starting end is characterized in that an advance well is set outside the final receiving well or station of the shield receiving or starting end, and a "["-shaped groove is pre-formed outside the maintenance wall of the final receiving well or station, and plain concrete is poured in the groove to form an underground continuous wall, that is, an outer plain wall, which is connected to the maintenance wall to form an advance well. The range surrounded by the advance well has a longitudinal distance greater than the length of the shield machine and a lateral distance greater than the distance between the outer edges of the two shield tunnels. The bottom end of the advance well is embedded in the impermeable layer under the tunnel, and the top end is higher than the highest groundwater level. In water-rich areas, the top end of the advance well is flush with the ground.

[0005] However, there are still many special construction situations in the shield starting construction stage. For example, the station enclosure structure must be dismantled before the shield starts construction. During the construction, the reinforced concrete structure must be processed and the stability of the soil structure must be ensured at the same time to prevent soil erosion caused by improper operation. Secondly, the posture adjustment of the shield machine and the control of the ground settlement rate are more difficult than normal advancement operations. In addition, during the construction process, some shield machines are unable to achieve the whole machine start due to the structure of the construction site. Especially when the same shield machine needs to undertake the task of two-way start, the start operation of the super-long shield machine in the shield shaft will be more difficult. Furthermore, when the shield starts and receives the special soil layer structure, such as the water-rich sand layer, the soil layer needs to be reinforced, which may involve the relocation of the pipelines in the construction area. Based on the above situations, it can be seen that the shield start and receive engineering has great construction difficulty and many details. In particular, the shield tunnel start engineering is the key to the success of the construction, which directly affects the progress and quality of the project. Therefore, the existing technology still has at least one or more technical problems that need to be solved.

[0006] In addition, on the one hand, there are differences in understanding among those skilled in the art; on the other hand, the applicant studied a large number of documents and patents when making the present invention, but due to space limitations, not all details and contents are listed in detail. However, this does not mean that the present invention does not have the characteristics of these prior arts. On the contrary, the present invention already has all the characteristics of the prior art, and the applicant reserves the right to add relevant prior art to the background technology. Summary of the invention

[0007] In view of the deficiencies in the prior art, the present invention provides a method for starting and receiving construction of an interval shield machine, aiming to solve at least one or more technical problems existing in the prior art.

[0008] To achieve the above object, the present invention provides a method for starting and receiving construction of an interval shield machine, which at least comprises:

[0009] Marking the outline of the starting tunnel portal of the tunnel to be excavated and the first construction outline with a gap surrounding the outline of the starting tunnel portal on the starting end structural walls at both ends of the starting well along the first direction and the second direction, and performing deep hole grouting on the starting tunnel portal reinforcement area surrounded by the first construction outline;

[0010] Lowering the first shield section to the starting shaft, and driving the first shield section to break the starting tunnel door surrounded by the starting tunnel door outline along the first direction to form the first shield starting section;

[0011] Lowering the tail section of the first shield machine to the starting section of the first shield machine to form a first-direction shield machine with the first section of the first shield machine, and driving the first-direction shield machine to excavate in the first direction to form a first excavation section;

[0012] When the length of the first excavation section is not less than the total length of the first section of the second shield machine and the second tail section of the second shield machine, the first section of the second shield machine and the second tail section of the second shield machine are lowered to the first excavation section;

[0013] Drive the first section of the second shield machine to break through the starting tunnel gate along the second direction to form the second shield machine starting section, and move the second shield machine tail section to the second shield machine starting section to form a second direction shield machine with the second shield machine first section, so that the second direction shield machine excavates along the second direction to form a second excavation section.

[0014] Preferably, after driving the first direction shield machine and the second direction shield machine to dig the tunnel to be dug along the first direction and the second direction respectively, the method further includes receiving the first direction shield machine and the second direction shield machine in a receiving well, and the receiving includes:

[0015] Marking the receiving portal outline of the tunnel to be excavated and the second construction outline with a gap surrounding the receiving portal outline on the receiving end structural wall of the receiving well, and performing deep hole grouting on the starting portal reinforcement area surrounded by the second construction outline;

[0016] After the first-direction shield machine and / or the second-direction shield machine break through the receiving tunnel portal surrounded by the receiving tunnel portal outline, the first-direction shield machine and / or the second-direction shield machine are separated in their respective excavation sections;

[0017] Move the first shield machine head section and / or the second shield machine head section to the receiving shaft, and hoist out the first shield machine head section and / or the second shield machine head section;

[0018] According to the size of the receiving well, the first shield tail section and / or the second shield tail section are moved into the receiving well in sections and lifted out one by one.

[0019] Preferably, deep hole grouting comprises:

[0020] In the reinforcement area of ​​the starting tunnel portal, a plurality of reinforcement lines parallel to the first construction contour are arranged with the center of the first construction contour as the starting point;

[0021] Marking a number of embedding points at intervals on the reinforcement line, and drilling guide holes at the embedding points and the starting point to insert at least one grouting pipe section through the guide holes;

[0022] Injecting pressurized fluid through the grouting pipe section to impact the guide hole to a preset depth to form a grouting hole, and submerging the grouting pipe section into the guide hole;

[0023] Inserting at least another grouting pipe section into the guide hole until a plurality of grouting pipe sections are connected to form a grouting pipe;

[0024] Concrete slurry is injected into the grouting hole through the grouting pipe until the grouting pressure reaches the preset pressure value.

[0025] Preferably, before driving the first-direction shield machine and the second-direction shield machine to advance to form their respective corresponding excavation intervals, the method further includes:

[0026] A plurality of groups of stress detection units are arranged in a longitudinal direction of the excavation interval and are arranged relatively to each other along the extension direction of the excavation interval, wherein the stress detection units include a plurality of stress detection devices which are arranged circumferentially around the first excavation interval and / or the second excavation interval and have a predetermined angle between each other;

[0027] Obtaining strain data related to stress changes of the rock and soil mass in at least a partial section of the excavation interval from different directions through a plurality of stress detection devices having a predetermined angle with each other included in at least one stress detection unit corresponding to at least a partial section of the excavation interval;

[0028] The external controller calculates the three-dimensional stress change of the rock mass in the partial section based on the strain data related to the stress change of at least the partial section of the rock mass from different directions.

[0029] Preferably, the sampling period of the stress detection device is set in a manner associated with a preset strain amplitude of at least a portion of the rock and soil body corresponding to the stress detection device, and the preset strain amplitude used by the stress detection device to detect stress changes in the rock and soil body can be linearly / nonlinearly reduced as the difference between the actual stress of the rock and soil body and the set threshold value increases, so as to shorten the sampling period corresponding to the preset strain amplitude.

[0030] Preferably, the first shield tail section is composed of a plurality of segments connected in series, and the first shield tail section is suspended to the first shield starting section to form a first-direction shield machine with the first shield head section, including:

[0031] Determine the number of segments of the tail section of the first shield machine to be lowered into the starting section of the first shield machine in a single operation according to the size of the starting shaft;

[0032] Hanging at least one segment of the first shield tail section to the first shield starting section to connect with at least the previous segment of the first shield head section or the first shield tail section;

[0033] When all segments of the first shield tail section are lowered and moved into the first shield starting section, the first shield head section and the first shield tail section form a first-direction shield machine.

[0034] Preferably, the tail section of the second shield is composed of a plurality of sections connected in series, and moving the tail section of the second shield to the starting section of the second shield to form a second-direction shield machine with the first section of the second shield includes:

[0035] Moving at least one segment of the second shield tail section to the second shield starting section to connect with the second shield head section or at least the previous segment of the first shield tail section;

[0036] When all segments of the second shield tail section are moved into the second shield starting interval, the second shield head section and the second shield tail section form a second-direction shield machine.

[0037] Preferably, lowering the first section of the second shield machine and the tail section of the second shield machine to the first excavation interval includes:

[0038] Determine the number of segments of the first section of the second shield machine and / or the tail section of the first shield machine to be lowered into the first excavation interval in a single operation according to the size of the starting shaft;

[0039] Several trolleys of the second shield tail section and the shield body of the second shield first section are successively lowered along the end of the second shield tail section toward the second shield first section, and moved into the first excavation interval.

[0040] Preferably, lowering the first shield section to the starting shaft, and driving the first shield section to break the starting tunnel door surrounded by the starting tunnel door outline along the first direction to form the first shield starting section includes:

[0041] Laying the first steel sleeve at the place where the shield of the first section of the first shield machine contacts the wall of the launching well;

[0042] Lower the first shield section and move it into the first steel sleeve;

[0043] The first shield machine head section is driven to advance along the first direction to form a first shield machine starting section.

[0044] Preferably, lowering the first section of the second shield machine and the tail section of the second shield machine to the first excavation interval includes:

[0045] The second steel sleeve is arranged at the place where the shield of the first section of the second shield machine contacts the wall of the launching well;

[0046] The second shield tail section and the second shield head section are sequentially lowered along the end of the second shield tail section toward the second shield head section into the first excavation interval, and the second shield head section is moved into the second steel sleeve. BRIEF DESCRIPTION OF THE DRAWINGS

[0047] Figure 1 It is one of the cross-sectional schematic diagrams of a starting and receiving construction method of an interval shield machine according to a preferred embodiment of the present invention;

[0048] Figure 2 This is the second cross-sectional schematic diagram of a starting and receiving construction method of an interval shield machine according to a preferred embodiment of the present invention;

[0049] Figure 3 This is the third cross-sectional schematic diagram of a method for starting and receiving construction of an interval shield machine according to a preferred embodiment of the present invention;

[0050] Figure 4This is the fourth cross-sectional schematic diagram of the interval shield starting and receiving construction method according to a preferred embodiment of the present invention;

[0051] Figure 5 This is the fifth cross-sectional schematic diagram of a method for starting and receiving construction of an interval shield machine according to a preferred embodiment of the present invention;

[0052] Figure 6 It is a schematic installation diagram of a stress detection device according to a preferred embodiment of the present invention when arranged in a shield tunneling section.

[0053] Reference numerals list

[0054] 10: Starting shaft; 20: First direction TBM; 30: Second direction TBM; 40: Starting platform; 50: Connecting pipeline; 70: Reaction frame; 201: First section of first TBM; 202: First section of last TBM; 301: Second section of first TBM; 302: Second section of last TBM; 601: First steel casing; 602: Second steel casing. DETAILED DESCRIPTION

[0055] The following is a detailed description with reference to the accompanying drawings.

[0056] It should be understood that the "first direction" in the embodiments of the present invention may refer to the north, the south, or any one of the left and the right, and the "second direction" may also refer to the north, the south, or any one of the left and the right, and the "first direction" and the "second direction" may preferably be two directions relative to each other. In addition, for ease of understanding, the specific reference to the "first direction" and / or the "second direction" in the embodiments should not be regarded as a limitation of the invention. On the contrary, the "first direction" and / or the "second direction" may change according to different actual reference directions.

[0057] The present invention provides a method for starting and receiving a shield machine in an interval, which can be specifically applied to starting a shield machine in at least two different directions in the same narrow starting shaft. Figures 1 to 6 As shown, the construction method includes:

[0058] The first shield machine head section 201 is lowered into the starting shaft 10, and the first shield machine head section 201 is driven to dig the soil to be excavated along the first direction to form the first shield machine starting section;

[0059] The first shield tail section 202 connected to the first shield head section 201 through the connecting pipeline 50 is suspended to the first shield starting section, and the first shield tail section 202 is installed and connected to the tail end of the first shield head section 201 to form a first-direction shield machine 20;

[0060] Driving the first direction shield machine 20 to excavate along a first direction to form a first excavation interval;

[0061] When the first direction shield machine 20 is driven in the first direction to dig the first excavation interval to a preset length, the second shield first section 301 and the second shield first section 302 are suspended into the first excavation interval, wherein the preset length is not less than the total length of the second shield first section 301 and the second shield first section 302 after being connected to each other;

[0062] The first section 301 of the second shield machine is driven to excavate the soil to be excavated along the second direction to form a second shield machine starting section;

[0063] The second shield tail section 302 connected to the second shield head section 301 through the connecting pipeline 50 is moved into the second shield starting section, and the second shield tail section 302 is installed and connected to the tail end of the second shield head section 301 to form a second direction shield machine 30.

[0064] For ease of understanding, the first direction may be north, and the second direction may be south.

[0065] According to a preferred embodiment, the first-direction shield machine 20 and the second-direction shield machine 30 can generally use shield machines of the same specifications, and before the first-direction shield machine 20 or the second-direction shield machine 30 is lowered, the shield machine is usually required to be split, and each shield machine segment is connected by a connecting pipeline 50. In particular, when the shield machine is split, the specific length of the split shield machine segment can be determined according to the size of the starting shaft 10 of the construction site, so that the first section and the tail section of each shield machine can enter and be accommodated in the starting shaft 10. For example, the shield body of the first-direction shield machine 20 and at least one trolley can constitute the first shield head section 201, and the remaining trolleys can constitute the first shield tail section 202.

[0066] According to a preferred embodiment, when the length of the first shield starting section excavated along the first direction by the first shield head section 201 reaches a first threshold, the first shield tail section 202 is lowered into the first shield starting section to be connected with the first shield head section 201 to form the first direction shield machine 20, and the first threshold is at least the length that can completely accommodate the first shield tail section 202. On the other hand, only when the length of the second shield starting section excavated along the second direction by the second shield head section 301 reaches a second threshold, the second shield tail section 302 is moved from the first shield starting section to the second shield starting section, and the second threshold is at least the length that can completely accommodate the second shield tail section 302.

[0067] Preferably, the first shield tail segment 202 and / or the second shield tail segment 302 can also be split into segments again, so that as the respectively connected shield head segments respectively advance the shield starting interval along the preset direction to at least one segment that can completely accommodate the shield tail segment, at least one segment is lowered or moved into the corresponding shield starting interval, and as each shield head segment continues to advance, the remaining segments of each shield tail segment are lowered or moved into the corresponding shield starting interval.

[0068] According to a preferred embodiment, the connecting pipeline 50 for connecting the first section and the last section of the shield machine is usually composed of a cable pipeline, a water pipe, an oil pipe, an air pipe, etc.

[0069] According to a preferred embodiment, when installing the connecting shield head section and shield tail section in the first shield starting section and / or the second shield starting section, the connecting pipeline 50 between the shield head section and the shield tail section needs to be removed.

[0070] According to a preferred embodiment, the present invention provides a method for starting and receiving construction of a shield tunnel, such as Figure 1 As shown, the first shield section 201 is firstly lowered into the starting shaft 10, and the first shield section 201 is driven to start excavation along the first direction.

[0071] According to a preferred embodiment, Figure 2 As shown, after the first shield head section 201 excavates along the first direction and forms a first shield starting interval with a certain length, the first shield tail section 202 is lowered into the first shield starting interval and connected with the first shield head section 201 to form a first direction shield machine 20, so that the fully assembled first direction shield machine 20 can continue to excavate along the first direction to form a first excavation interval.

[0072] According to a preferred embodiment, Figure 3 As shown, when the first-direction shield machine 20 excavates the first excavation interval along the first direction to a preset length, the second shield head section 301 and the second shield tail section 302 are lowered and moved into the first excavation interval.

[0073] According to a preferred embodiment, Figure 4 and Figure 5 As shown, the second shield head section 301 is driven to excavate along the second direction, and after the second shield head section 301 excavates along the second direction and forms a second shield starting interval with a certain length, the second shield tail section 302 is moved from the first excavation interval into the second shield starting interval and connected with the second shield head section 301 to form a second direction shield machine 30, so that the fully assembled second direction shield machine 30 can continue to excavate along the second direction to form a second excavation interval.

[0074] According to a preferred embodiment, the first shield head section 201 and the first shield tail section 202 can be connected by a connecting pipeline 50, so that when the first shield head section 201 and the first shield tail section 202 are not installed and connected in the first shield starting section, the connecting pipeline 50 can be used to provide energy supply and other functional coordination to the first shield head section 201, so that the first shield head section 201 with smaller specifications or power can also smoothly enter the starting shaft 10 and excavate along the first direction.

[0075] According to a preferred embodiment, the second shield head section 301 and the second shield tail section 302 can also be connected by a connecting pipeline 50, so that the second shield head section 301 can independently complete the initial excavation along the second direction. In addition to using the connecting pipeline 50 to provide corresponding energy supply and functional coordination, it can also avoid the second shield tail section 302 interfering with the excavation work of the two lines, that is, the second shield tail section 302 occupies the starting shaft 10, so that the excavation in the first direction is blocked and the waste generated by the excavation in the second direction cannot be transported out of the starting shaft 10.

[0076] According to a preferred embodiment, the first shield tail section 202 and the second shield tail section 302 can each be composed of a plurality of segments connected in series, and before the first shield tail section 202 or the second shield tail section 302 is lowered or moved into the corresponding shield starting section to connect with the corresponding shield head section to form a complete shield machine, it may include:

[0077] Several segments of the first shield tail section 202 or the second shield tail section 302 are sequentially suspended or moved into the corresponding shield starting section, and are installed and connected with the first shield head section 201 or the second shield head section 301 connected thereto through the connecting pipeline 50, or the segments of the previous first shield tail section 202 or the second shield tail section 302 located in the shield starting section. When all the segments of the first shield tail section 202 or the second shield tail section 302 are suspended or moved into the corresponding shield starting section, the first shield head section 201 or the second shield head section 301 and their respective corresponding shield head sections are assembled to form a complete shield machine.

[0078] In particular, when the length of the connecting pipeline 50 is insufficient to support the sequential lowering or movement of all segments of the first shield tail section 202 or the second shield tail section 302 into the corresponding shield starting interval, the first shield tail section 202 or the second shield tail section 302 may also be split, that is, whenever the corresponding shield head section excavates the corresponding shield starting interval along the excavation direction to accommodate at least one segment of the first shield tail section 202 or the second shield tail section 302, a segment is lowered or moved into the corresponding shield starting interval, and so on until all segments of the first shield tail section 202 or the second shield tail section 302 are lowered or moved into the corresponding shield starting interval. As a result, it is not necessary for the first shield section 301 or the second shield section 301 to dig the corresponding shield starting section to a length that can fully accommodate all the segments of the first shield tail section 202 and the second shield tail section 302. The first shield tail section 202 and the second shield tail section 302 can be lowered or moved in sections to avoid delays in the excavation work of the first shield section 201 or the second shield section 301.

[0079] According to a preferred embodiment, the first shield tail section 202 is lowered to the first shield starting section, and is installed and connected with the first shield head section 201 to form a first-direction shield machine 20, including: sequentially lowering a plurality of trolleys from the head end to the tail end of the first shield tail section 202 to the starting shaft 10, and moving the trolleys from the starting shaft 10 along the first direction into the first shield starting section, sequentially connecting the first shield head section 201 and the plurality of trolleys of the first shield tail section 202 in series to form the first-direction shield machine 20. Preferably, during actual lifting, the number of trolleys to be lowered and moved into the first shield starting section at one time can be selected according to the size of the starting shaft 10 to ensure that the size of the starting shaft 10 is greater than the total length of the lowered trolleys.

[0080] According to a preferred embodiment, lowering the second shield head section 301 and the second shield tail section 302 and moving them into the first excavation interval includes: sequentially lowering the trolley of the second shield tail section 302 and the shield body of the second shield head section 301 along the end of the second shield tail section 302 toward the second shield head section 301, and moving them into the first excavation interval. Similarly, the number of trolleys of the second shield tail section 302 that are lowered and moved into the first excavation interval at one time can be selected according to the size of the starting shaft 10, that is, to ensure that the size of the starting shaft 10 is greater than the total length of the lowered trolleys.

[0081] According to a preferred embodiment, before lowering the first shield section 201 into the starting shaft 10 to drive the first shield section 201 to advance along the first direction to form the first shield starting section, it also includes: constructing a starting platform 40 at the bottom of the starting shaft 10.

[0082] According to a preferred embodiment, lowering the first shield section 201 into the starting shaft 10 and driving it to advance along the first direction to form the first shield starting section includes:

[0083] The first steel sleeve 601 is arranged at the place where the shield body of the first shield section 201 contacts the wall of the starting shaft 10;

[0084] The first shield section 201 is lowered and moved into the first steel sleeve 601;

[0085] The first shield machine head section 201 is driven to advance along a first direction to form a first shield machine starting section.

[0086] According to a preferred embodiment, before the first shield tail section 202 is lowered to the first shield starting section to be combined with the first shield tail section 202 to form the first direction shield machine 20, the process includes: removing the first steel sleeve 601.

[0087] In particular, the first steel sleeve 601 is removed to prevent the first steel sleeve 601 from interfering with the lowering of the first shield tail section 202 .

[0088] According to a preferred embodiment, lowering the second shield first section 301 and the second shield tail section 302 and moving them into the first excavation interval includes:

[0089] The second steel sleeve 602 is arranged at the shaft wall where the shield body of the second shield first section 201 contacts the starting shaft 10;

[0090] The second shield tail section 302 and the second shield head section 301 are sequentially lowered along the end of the second shield tail section 302 toward the second shield head section 301 into the first excavation interval, and the second shield head section 301 is moved into the second steel sleeve 602 .

[0091] Specifically, the first steel sleeve 601 and the second steel sleeve 602 are used to ensure the airtight start of the first shield section 201 and the second shield section 301, so as to prevent the interlayer stagnant water from seeping into the working surface from the gap of the hole, causing the soil on the working surface to collapse. And preferably, the center of the first steel sleeve 601 and the second steel sleeve 602 coincides with the center line of the tunnel to be excavated. Furthermore, a reaction frame 70 for providing excavation power for the first shield section 201 and the second shield section 301 is usually set on the side of the first steel sleeve 601 and the second steel sleeve 602 away from the excavation direction.

[0092] According to a preferred embodiment, before the second shield tail section 302 is moved into the second shield starting interval along the second direction to form the second direction shield machine 30 by combining with the second shield head section 301 , the process includes: removing the second steel sleeve 602 .

[0093] According to a preferred embodiment, before lowering the first shield section 201 or the second shield section 301 to the starting shaft and driving it to advance along a preset direction to form a corresponding shield starting section and / or excavation section, the method further includes:

[0094] The starting portal outline of the tunnel to be excavated and the first construction outline that matches the starting portal outline are marked on the starting end structural wall of the starting shaft 10 along the first direction and the second direction, respectively, wherein the first construction outline surrounds the starting portal outline and has a first spacing with the starting portal outline. Specifically, the area surrounded by the starting portal outline is the starting portal, and the area surrounded by the first construction outline is the starting portal reinforcement area, which can be reinforced by the horizontal deep hole grouting method.

[0095] According to a preferred embodiment, the first shield tunneling head section 201 or the second shield tunneling head section 301 is driven to break the starting tunnel door to form a corresponding shield tunneling starting section along the respective preset excavation directions, and after the first direction shield machine 20 and the second direction shield machine 30 have respectively excavated the tunnel to be excavated along the preset directions, it is necessary to perform shield receiving work on the first direction shield machine 20 and / or the second direction shield machine 30. Specifically, the shield receiving of the first direction shield machine 20 and / or the second direction shield machine 30 may include:

[0096] The receiving portal outline of the tunnel to be excavated and the second construction outline that matches the receiving portal outline are marked on the receiving end structural wall of the receiving shaft (not shown in the figure), wherein the second construction outline surrounds the receiving portal outline and has a second spacing with the receiving portal outline. Specifically, the area surrounded by the receiving portal outline is the receiving portal, and the area surrounded by the second construction outline is the receiving portal reinforcement area, which can be reinforced by the horizontal deep hole grouting method. Further, as mentioned above, when receiving the shield, it is necessary to install a receiving steel casing that is the same as the first steel sleeve 601 and / or the second steel sleeve 602 in the receiving shaft, that is, the receiving steel casing is set at the shaft wall where the shield body of the first shield section 201 or the second shield section 301 contacts the receiving shaft, and the receiving steel casing can be fixed to the receiving end structural wall, so that the receiving portal can be broken from the tunnel by the first direction shield machine 20 and / or the second direction shield machine 30 to complete the shield reception.

[0097] According to a preferred embodiment, after the first-direction shield machine 20 and / or the second-direction shield machine 30 respectively break through their respective receiving tunnel doors, the first-direction shield machine 20 and the second-direction shield machine 30 can be split in their respective excavation intervals, so as to at least first move the first shield head section 201 and the second shield head section 301 out of their respective excavation intervals to the corresponding receiving wells and hoist them out. Furthermore. According to the size of each receiving well, the number of trolleys of the first shield tail section 202 and the second shield tail section 302 to be hoisted out of the receiving well each time can be determined, that is, to ensure that the size of the receiving well is greater than the total length of the trolleys.

[0098] According to a preferred embodiment, reinforcing the starting tunnel portal reinforcement area and the receiving reinforcement area by deep hole grouting can avoid the need to relocate the existing pipelines, pipeline corridors and other structures when there are pipelines, pipeline corridors and other structures near the starting tunnel portal reinforcement area and the receiving reinforcement area, and directly reinforce the soil, thereby improving construction efficiency.

[0099] According to a preferred embodiment, the first spacing and the second spacing can be set at least according to the diameter of the tunnel to be excavated, and the spacing determines the reinforcement strength of the corresponding reinforcement section for the portal. For example, when the first spacing is 1m, the first construction outline is marked 1m away from the outer periphery of the starting portal outline, and the area surrounded by the first construction outline is the starting portal reinforcement area. Deep hole grouting reinforcement is performed on the starting portal reinforcement area, which can provide effective support for the subsequent shield machine tunneling.

[0100] According to a preferred embodiment, the use of horizontal deep hole grouting to reinforce the starting tunnel portal reinforcement area or the receiving tunnel portal reinforcement area includes: taking the corresponding construction contour center as the starting point in the starting tunnel portal reinforcement area or the receiving tunnel portal reinforcement area, arranging multiple reinforcement lines parallel to the construction contour, marking multiple embedding points at intervals on each reinforcement line, drilling a guide hole with a certain depth at the embedding point and the starting point to insert a grouting pipe section through the guide hole, injecting pressurized fluid (such as high-pressure water) into the guide hole through the grouting pipe section to impact the guide hole until a preset depth is reached to form a grouting hole, submerging the grouting pipe section into the guide hole, and then inserting at least another grouting pipe section into the guide hole, and so on until the inserted grouting pipe sections reach a certain number to be connected into a grouting pipe, and injecting concrete slurry into the grouting hole through the grouting pipe until the grouting pressure reaches a preset pressure value.

[0101] According to a preferred embodiment, in the prior art, when the shield machine is lowered into the starting shaft and driven to excavate in a preset direction to form an excavation tunnel, in order to ensure that the excavation direction of the shield machine is in the greatest possible conformity with the preset excavation route, excavation accidents during the excavation of the shield machine can be avoided (for example, the shield machine deviates from the predetermined route and touches hard rocks, causing damage to the shield machine cutter head, or accidental excavation into unplanned strata, resulting in quicksand and water gushing, which in severe cases will cause surface settlement, collapse and water leakage of the pipe segments, etc.), thereby ensuring excavation efficiency and ensuring that the receiving of the shield machine can be carried out according to the predetermined route. In order to ensure that the tunneling line and orientation are completed smoothly, the shield machine is usually equipped with sensors for monitoring multiple working parameters including but not limited to cutterhead and cylinder pressure, cutterhead torque, cutterhead speed, cutterhead rotation angle, shield machine excavation speed, cylinder pushing force, cylinder stroke, etc., such as pressure, temperature, flow and / or speed. In addition, during the continuous excavation of the shield machine, multiple monitoring points are usually arranged on the surface of the stratum of the tunnel to be excavated to monitor the surface settlement value in real time, so as to adjust the excavation technology of the underground tunnel in time according to the ground settlement situation, especially the excavation direction, excavation speed and excavation mode of the shield machine.

[0102] According to a preferred embodiment, during the continuous excavation of the shield machine, changes in surface settlement and stress changes in the surrounding soil layers have a very important impact on the excavation of the shield machine and whether the shield machine can be successfully received at the predetermined receiving well. In particular, for the rock and soil in the underground space to be excavated, it will receive stress from any direction, and the stress usually depends on the external loads that the rock and soil are currently bearing and have previously borne. Therefore, before the shield machine officially starts the excavation task, it is usually necessary to predetermine the initial stress of the tunnel to be excavated (for example, when the geological environment parameters are known, simulate and calculate through tunnel engineering simulation software). However, determining only the initial stress is far from enough to ensure the safety of shield excavation, because the stress will continue to change with the continuous excavation of the shield machine. It will be meaningless to realize that the stress change exceeds expectations when, for example, a collapse accident occurs. Therefore, as the shield machine continues to excavate, it is very important to monitor and determine the stress changes of the surrounding rock and soil in the shield machine's excavation route in real time.

[0103] According to a preferred embodiment, in the present invention, in order to ensure the safety of the shield machine excavation process and ensure that the shield machine can be successfully received at the determined receiving shaft, a plurality of stress measuring devices arranged along the extension direction of the excavation interval are provided in the excavation intervals corresponding to the first direction shield machine 20 and the second direction shield machine 30. In particular, a plurality of stress measuring devices are arranged in the circumference of the excavation interval or the excavation tunnel to determine the strain data from different directions relative to each other, and can be connected to the external processor of the stress measuring device through communication to measure the stress change of the rock and soil body in the circumference of the excavation tunnel based on the determined strain data. Preferably, the stress measuring device can be, for example, a borehole extensometer, which can include a plurality of anchor points arranged at intervals to measure the strain values ​​at different points.

[0104] According to a preferred embodiment, the present invention provides a system for real-time monitoring of stress changes in rock and soil around a shield tunneling interval during continuous tunneling of a shield machine. The system includes a plurality of stress measuring devices arranged at different angles and directions around the shield tunneling interval, and an external controller for receiving strain data monitored by the stress measuring devices and calculating stress changes based on the strain data, such as Figure 6 As shown, a schematic diagram of the structure of the stress measuring device of the present invention when arranged along the circumference of the tunnel is shown. Specifically, when it is necessary to determine the stress change in the plane, for example, at least three stress measuring devices (801, 802, 803) are arranged around the tunnel at different angles relative to the horizontal plane to obtain strain data from at least three different paths; when it is necessary to determine the stress change in three-dimensional space, at least three stress measuring devices (801, 802, 803) can be formed into a group of independent stress measuring units, and at least two groups of independent stress measuring units (80, 81) formed by at least six stress measuring devices are arranged symmetrically with respect to each other along the extension direction of the tunnel to obtain strain data from at least six different paths. Particularly preferably, in order to accurately know the stress change of the circumferential rock and soil body during the whole shield tunneling process, multiple groups of stress measuring units arranged symmetrically with respect to each other by multiple stress measuring devices can be arranged in intervals along the extension direction of the tunnel to obtain strain data of the rock and soil body near several monitoring sections of the tunnel.

[0105] According to a preferred embodiment, each stress measuring device is configured to have a certain angle between each other so as to obtain strain data from different directions. The number of stress measuring devices and the angles between them can be determined by the engineering personnel based on the construction results of the pre-simulated tunneling project and the relevant rock and soil structure and / or state parameters at least related to mechanical changes. Further, if Figure 6As shown, in some optional embodiments, any two adjacent stress measuring devices can be arranged at an angle of 30 degrees relative to each other, and any stress measuring device has a certain angle relative to the horizontal line. This arrangement ensures that strain data from different directions can be obtained.

[0106] According to a preferred embodiment, the external controller can calculate the stress change of the circumferential rock and soil body of the tunnel according to the strain data from various directions monitored by the stress measurement unit (80, 81). Specifically, the external controller can obtain strain data according to the displacement and / or angular displacement data from one or more directions of at least one or more borehole extensometers, and calculate the stress state or stress state change of the circumferential rock and soil body based on the obtained strain data.

[0107] In particular, the calculation process of the external controller includes, for example, the use of multiple linear regression, and the dependent variable in the multiple linear regression equation is the determined stress state, and the independent variable is the stress component. Further, the stress state change of the circumferential rock and soil body of the tunneling tunnel can be calculated based on the known strain data from all directions combined with mathematical modeling. Commonly used mathematical model methods include but are not limited to finite element method, finite difference method, boundary element method, discrete element method, etc. In addition, the external controller can also back-calculate the initial stress state corresponding to the rock and soil body of different tunneling sections based on multiple strain data from different points obtained during shield tunneling.

[0108] According to a preferred embodiment, the stress measurement system of the present invention can obtain the stress changes of the rock and soil in the excavation interval in real time, thereby improving the safety of shield excavation. In particular, as the shield machine continues to move in the tunnel, the continuous accumulation of rock and soil strain will likely lead to major construction risks and hinder the shield machine from successfully breaking through the receiving tunnel portal and being received. By real-time monitoring the stress state of the surrounding rock and soil, the working state of the shield machine can be adjusted in time, and when shield tunnel construction is carried out in areas with the same or similar geological environment in the future, the shield excavation process can be pre-adjusted or optimized based on known possible stress state changes.

[0109] According to a preferred embodiment, the system may preferably include an alarm device for risk warning, and when the stress change of the rock and soil body in the excavation interval exceeds a threshold value, the alarm device may send out an alarm signal in the form of audio and visual signals.

[0110] According to a preferred embodiment, when the prior art detects stress changes in the rock and soil in the shield tunneling interval through a stress measuring device, the stress measuring device usually collects strain data continuously or at specific time intervals according to a fixed sampling period. When the stress state of the rock and soil in the shield tunneling interval shows obvious abnormal changes or exceeds the acceptable strain range, the risk of deformation and collapse of the shield tunneling interval and thus safety accidents increases sharply. The stress measuring device usually only collects corresponding strain data at preset sampling nodes, and the external controller can only calculate and judge the stress of the rock and soil when it receives the corresponding strain data. Therefore, when the stress change of the rock and soil around the shield tunneling interval is abnormal, the conventional monitoring and judgment method has a certain lag, especially when the delayed transmission and reception effect continues to accumulate, the error between the actual stress change and the expected change may be as high as several times, and this hysteresis monitoring error is extremely unfavorable for real-time determination of rock and soil stress changes and timely optimization and adjustment of the shield tunneling process to ensure the safety of shield construction.

[0111] According to a preferred embodiment, in the present invention, the sampling period of any stress measuring device can be set based on a preset strain amplitude corresponding to the stress change of the rock and soil body, that is, in the process of detecting strain data from different directions by multiple stress measuring devices or stress measuring units, the time-related stress change information of the shield excavation interval is based on the preset strain amplitude of at least part of the rock and soil body corresponding to any stress measuring device or stress measurement unit as a starting event, and is detected and transmitted by the stress measuring device or stress measurement unit.

[0112] Specifically, the preset strain amplitude can be set by engineering designers based on engineering experience or measured values ​​based on tunnel engineering simulation. For example, for a shield tunneling section with a known geological environment, the stress change process of the circumferential rock and soil during the tunneling of the shield machine can be simulated by software, and the stress state change of the rock and soil can be calculated by combining mathematical models and multivariate linear regression analysis to form a corresponding stress-time related change curve, thereby setting the preset strain amplitude based on the theoretical change trend of the rock and soil stress.

[0113] According to a preferred embodiment, the time consumed by the rock and soil body corresponding to different sections of the shield tunneling interval for each occurrence of a single preset strain amplitude is the sampling period of at least one stress measurement device corresponding to the rock and soil body. Particularly preferably, when the stress change of the rock and soil body is accelerated or slowed down, the time consumed by the rock and soil body for a single preset strain amplitude will also change. Further, the ratio of the sampling period of the stress measurement device to the preset strain amplitude can be used to characterize the stress change rate of at least part of the rock and soil body corresponding to the stress measurement device, so that the stress change rate of the rock and soil body at each location along the extension direction of the shield tunneling interval can be known. The larger the ratio, the slower the stress change rate of the rock and soil body at that location, that is, the longer the time consumed by the rock and soil body at that location for each occurrence of a single preset strain amplitude. Conversely, the faster the stress change rate of the rock and soil body at that location, that is, the shorter the time consumed by the rock and soil body at that location for each occurrence of a single preset strain amplitude.

[0114] According to a preferred embodiment, when the stress change rate of the rock and soil body slows down, the stress detection device can reduce the frequency and amount of monitoring data transmitted to the external controller, so as to reduce the delay generated in the data transmission interaction process on the basis of reducing the amount of data interaction, so that the external controller can analyze and calculate the stress change of the rock and soil body more timely and smooth, especially when the stress of the rock and soil body changes abnormally, it can respond to the abnormal change in time, and can ensure the safety of shield construction by optimizing and adjusting the excavation process of the shield machine, so as to further ensure the starting and receiving of the shield machine.

[0115] According to a preferred embodiment, as the shield machine continues to advance along the shield tunneling interval, the stress changes of the rock and soil bodies at several monitoring sections along the extension direction of the shield tunneling interval are different, and the risks that may be caused by each stress change are also completely different. In particular, the stress changes generated by the previously excavated part will be transmitted to the rock and soil bodies to be excavated or in the excavated part through its adjacent rock and soil bodies as the shield machine advances, and the stress changes will usually continue to increase or accelerate at least in the longitudinal direction of the shield tunneling interval as the shield machine continues to move. Preferably, in the present invention, the sampling periods of at least one stress measurement device corresponding to the rock and soil bodies at multiple monitoring sections extending longitudinally along the shield tunneling interval can be different from each other, and the corresponding preset strain amplitudes are also different.

[0116] According to a preferred embodiment, the engineering design personnel can set different stress change intervals for the rock and soil bodies at various locations in the shield tunneling interval according to the requirements of the tunnel engineering, and set different preset strain amplitudes for the stress change intervals, so as to timely adjust the stress monitoring frequency of the rock and soil bodies by the stress detection device as the stress of the rock and soil bodies changes, thereby improving the timeliness of the stress monitoring of the rock and soil bodies. Particularly preferably, the initial sampling period of at least one stress measuring device can be continuously reduced along the extension direction of the shield tunneling interval, that is, along the tunneling direction, the initial sampling period of at least one stress measuring device relatively close to the rear section of the shield tunneling interval can be smaller than the initial sampling period of at least one stress measuring device in the front section, so as to adapt to the state that the stress change of the rock and soil bodies in the front section will continue to increase or accelerate at least in the longitudinal direction of the shield tunneling interval as the shield machine continues to move, thereby at least being able to increase the stress change monitoring frequency of the rock and soil bodies in the rear section of the shield tunneling interval.

[0117] In particular, as the stress of the rock and soil body continues to change, especially when the stress of this part of the rock and soil body exceeds the acceptable stress change range, the possibility of the shield tunnel becoming unstable and collapsing and causing a safety accident becomes greater. Therefore, as the difference between the stress of the rock and soil body and the standard threshold or standard range continues to increase, the preset strain amplitude of the stress detection device can be linearly / nonlinearly reduced to shorten the corresponding sampling period, so that the stress detection device can monitor the stress of the rock and soil body more frequently, so that the stress changes of the rock and soil bodies at various locations can be known in time, especially in the process of increasing stress changes, the shield tunneling process can be timely optimized and adjusted according to the stress changes to cope with the stress changes of the rock and soil body, thereby ensuring the safety of the shield tunneling project.

[0118] Preferably, in the process of the constant change of the rock and soil stress, by shortening the sampling period of the stress detection device, the external controller can make the analysis and judgment frequency of the rock and soil stress change more intensive and frequent, so as to timely know the stress change state of the rock and soil, and timely adjust the working mode or working mode of the shield machine, so as to ensure that the shield machine can maximally fit the expected route for excavation and complete the reception; on the other hand, the monitoring frequency of the stress detection device for the rock and soil stress change can be adjusted in time according to the stress change of the rock and soil, so that the monitoring frequency of the rock and soil stress change is more reasonable and accurate. In particular, for the case where the rock and soil stress changes slowly or the difference with the standard threshold is small, frequent monitoring may be unnecessary, because this will increase the amount of data interaction, occupy computing resources and cause delays, and too much data output will also generate a certain amount of pseudo data, which will affect the analysis and calculation results of the rock and soil stress change by the external controller, and further affect the optimization adjustment of the working state of the shield machine, and ultimately may affect the excavation efficiency and excavation safety of the shield machine.

[0119] It should be noted that the above-mentioned specific embodiments are exemplary, and those skilled in the art can come up with various solutions inspired by the disclosure of the present invention, and these solutions also belong to the disclosure scope of the present invention and fall within the protection scope of the present invention. Those skilled in the art should understand that the present invention specification and its drawings are illustrative and do not constitute a limitation on the claims. The scope of protection of the present invention is defined by the claims and their equivalents. The present invention specification contains multiple inventive concepts, such as "preferably", "according to a preferred embodiment" or "optionally", all of which indicate that the corresponding paragraph discloses an independent concept, and the applicant reserves the right to file a divisional application based on each inventive concept.

Claims

1. A method for starting and receiving construction of a section shield machine, characterized in that: include: Marking the outline of the starting tunnel portal of the tunnel to be excavated and a first construction outline with a gap surrounding the outline of the starting tunnel portal on the starting end structural walls at both ends of the starting well (10) along the first direction and the second direction, and performing deep hole grouting on the starting tunnel portal reinforcement area surrounded by the first construction outline; A plurality of groups of stress detection units are arranged in intervals along the extension direction of each excavation interval and are arranged relative to each other in the longitudinal direction of the excavation interval, wherein the stress detection units include a plurality of stress detection devices which are arranged circumferentially around the first excavation interval and / or the second excavation interval and have a predetermined angle between them; In the process of detecting strain data from different directions by using multiple stress measuring devices, the time-related stress change information of the shield tunneling section uses the preset strain amplitude of at least part of the rock and soil body corresponding to any one of the stress measuring devices as a starting event, and the time consumed by each occurrence of a single preset strain amplitude is used as the sampling period of the stress measuring device; the first shield head section (201) is lowered to the starting shaft (10), and the first shield head section (201) is driven to break the starting tunnel door surrounded by the starting tunnel door outline along the first direction to form a first shield starting section; Hanging the first shield tail section (202) to the first shield starting section to form a first-direction shield machine (20) with the first shield head section (201), and driving the first-direction shield machine (20) to excavate along a first direction to form a first excavation section; When the length of the first excavation section is not less than the total length of the second shield head section (301) and the second shield tail section (302), the second shield head section (301) and the second shield tail section (302) are suspended to the first excavation section; The second shield machine head section (301) is driven to break through the starting tunnel gate along the second direction to form a second shield machine starting section, and the second shield machine tail section (302) is moved to the second shield machine starting section to form a second direction shield machine (30) with the second shield machine head section (301), so that the second direction shield machine (30) is excavated along the second direction to form a second excavation section.

2. The method according to claim 1, characterized in that After driving the first-direction shield machine (20) and the second-direction shield machine (30) to excavate the tunnel to be excavated along the first direction and the second direction respectively, the method further includes receiving the first-direction shield machine (20) and the second-direction shield machine (30) in a receiving well, and the receiving includes: Marking the receiving portal outline of the to-be-dug tunnel and the second construction outline with a gap surrounding the receiving portal outline on the receiving end structural wall of the receiving well, and performing deep hole grouting on the starting portal reinforcement area surrounded by the second construction outline; After the first-direction shield machine (20) and / or the second-direction shield machine (30) break through the receiving tunnel door surrounded by the receiving tunnel door outline, the first-direction shield machine (20) and / or the second-direction shield machine (30) are separated in their respective excavation sections; Moving the first shield first section (201) and / or the second shield first section (301) to the receiving well, and lifting out the first shield first section (201) and / or the second shield first section (301); According to the size of the receiving well, the first shield tail section (202) and / or the second shield tail section (302) are moved into the receiving well in sections and hoisted out in sequence.

3. The method according to claim 1 or 2, characterized in that: The deep hole grouting comprises: Arranging a plurality of reinforcement lines parallel to the first construction contour in the reinforcement area of ​​the starting tunnel portal with the center of the first construction contour as the starting point; Marking a number of embedding points at intervals on the reinforcement line, and drilling guide holes at the embedding points and the starting point to insert at least one grouting pipe section through the guide holes; Injecting pressurized fluid through the grouting pipe section to impact the guide hole to a preset depth to form a grouting hole, and submerging the grouting pipe section into the guide hole; Inserting at least another grouting pipe section into the guide hole until a plurality of the grouting pipe sections are connected to form a grouting pipe; Concrete slurry is injected into the grouting hole through the grouting pipe until the grouting pressure reaches a preset pressure value.

4. The method according to claim 3, characterized in that Before driving the first-direction shield machine (20) and the second-direction shield machine (30) to advance to form their respective corresponding excavation sections, the method further includes: Obtaining strain data related to stress changes of the rock and soil mass in the partial section from different directions through a plurality of stress detection devices having a predetermined angle with each other included in at least one stress detection unit corresponding to at least a partial section of the excavation interval; The external controller calculates the three-dimensional stress change of the rock mass in the partial section based on the strain data related to the stress change of at least the partial section of the rock mass from different directions.

5. The method according to claim 3, characterized in that: The sampling period of the stress detection device is set in a manner associated with a preset strain amplitude of at least a portion of the rock and soil body corresponding to the stress detection device, and the preset strain amplitude used by the stress detection device to detect the stress change of the rock and soil body can be linearly / nonlinearly reduced as the difference between the actual stress of the rock and soil body and the set threshold value increases, so as to shorten the sampling period corresponding to the preset strain amplitude.

6. The method according to claim 3, characterized in that The first shield tail section (202) is composed of a plurality of sections connected in series, and the first shield tail section (202) is suspended to the first shield starting section to form a first-direction shield machine (20) with the first shield head section (201), comprising: Determining the number of segments of the first shield tail section (202) to be lowered into the first shield starting section in a single operation according to the size of the starting shaft (10); Hanging at least one segment of the first shield tail section (202) to the first shield starting section to connect with the first shield head section (201) or at least a previous segment of the first shield tail section (202); When all segments of the first shield tail section (202) are lowered and moved into the first shield starting section, the first shield head section (201) and the first shield tail section (202) form a first-direction shield machine (20).

7. The method according to claim 3, characterized in that The second shield tail section (302) is composed of a plurality of sections connected in series, and the second shield tail section (302) is moved to the second shield starting section to form a second directional shield machine (30) with the second shield head section (301), comprising: Moving at least one segment of the second shield tail section (302) to the second shield starting section to connect with the second shield head section (301) or at least a previous segment of the first shield tail section (302); When all segments of the second shield tail section (302) are moved into the second shield starting section, the second shield head section (301) and the second shield tail section (302) form a second-direction shield machine (30).

8. The method according to claim 3, characterized in that The step of lowering the second shield head section (301) and the second shield tail section (302) to the first excavation interval includes: Determining the number of sections of the second shield head section (301) and / or the first shield tail section (202) to be lowered into the first excavation interval at a single time according to the size of the starting shaft (10); Several trolleys of the second shield tail section (302) and the shield body of the second shield head section (301) are sequentially lowered along the end of the second shield tail section (302) toward the second shield head section (301), and moved into the first excavation interval.

9. The method according to claim 3, characterized in that: The method of lowering the first shield machine head section (201) to the starting shaft (10), and driving the first shield machine head section (201) to break the starting tunnel door surrounded by the starting tunnel door outline along the first direction to form the first shield machine starting section comprises: Arranging a first steel sleeve (601) at the well wall where the shield body of the first shield section (201) contacts the launching well (10); Lowering the first shield head section (201) and moving it into the first steel sleeve (601); The first shield machine first section (201) is driven to advance along a first direction to form a first shield machine starting section.

10. The method according to claim 3, characterized in that: The step of lowering the second shield head section (301) and the second shield tail section (302) to the first excavation interval includes: Arranging a second steel sleeve (602) at the well wall where the shield body of the second shield first section (201) contacts the launching well (10); The second shield tail section (302) and the second shield head section (301) are sequentially lowered along the end of the second shield tail section (302) toward the second shield head section (301) into the first excavation interval, and the second shield head section (301) is moved into the second steel sleeve (602).

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