A method for synchronous construction of a shield section connecting passage and track laying

Abstract

The application relates to the technical field of subway construction, and discloses a method for synchronous and fast construction of a shield interval connecting channel and track laying, which comprises the following steps: determining a left-line shield machine, carrying out shield interval penetration, obtaining a left-line shield interval, and installing annular reinforcing steel frames in the left-line shield interval; carrying out grouting reinforcement at the connecting channel from the left line to the right line; determining a right-line shield machine, carrying out shield interval penetration, obtaining a right-line shield interval, and installing annular reinforcing steel frames in the right-line shield interval; carrying out grouting reinforcement at the connecting channel from the right line to the left line; excavating the connecting channel from the right line to the left line, and carrying out track laying construction on the left line; and when the excavation of the connecting channel is completed, track laying is completed based on the track laying state of the left line. The application takes the left-line shield interval or the right-line shield interval as a basic condition, guarantees the interpenetration of steel frame reinforcement, grouting reinforcement, connecting channel underground excavation, structure construction and track laying construction in the left-line and right-line tunnels, and shortens the interval time of processes.

Description

Technical Field

[0001] This invention relates to the field of subway construction technology, and in particular to a method for the rapid construction of shield tunnel connecting passages and track laying simultaneously. Background Technology

[0002] The conventional construction sequence for subway shield tunnel sections and connecting passages is as follows: the left and right shield tunnels are completed respectively → the steel frame reinforcement of the connecting passages on the left and right lines is completed → grouting of the connecting passages within the shield tunnel sections on the left and right lines → the left (right) line tunnel is excavated → the initial support and secondary lining of the connecting passages are completed → the reinforcement steel frame is dismantled → track laying is carried out.

[0003] Due to the limited space inside the left and right tunnels, this conventional method requires that shield tunneling, steel frame reinforcement, grouting reinforcement, underground excavation and structural construction of the connecting passage, and track laying be carried out in sequence, which results in a very long overall construction period.

[0004] Therefore, how to provide a method for the simultaneous and rapid construction of the tunnel connecting passage and track laying is a technical problem that needs to be solved. Summary of the Invention

[0005] To address the problems existing in the prior art, the purpose of this invention is to provide a method for the simultaneous and rapid construction of connecting passages and track laying in shield tunnel sections. Taking the left-line or right-line shield tunnel section as the basic condition, the method ensures that steel frame reinforcement, grouting reinforcement, underground excavation and structural construction of connecting passages, and track laying are carried out in parallel within the left-line and right-line tunnels, thereby shortening the interval between procedures.

[0006] To achieve the above objectives, the present invention provides a method for the rapid construction of a shield tunnel connecting passage and track laying simultaneously, comprising: The left-line tunnel boring machine is identified, and the left-line tunnel boring machine is used to tunnel the shield section to obtain the left-line shield section. A ring-shaped reinforcing steel frame is installed in the left-line shield section. Based on the left-line shield tunnel section, grouting reinforcement is carried out at the connecting passage from the left line to the right line; The right-line tunnel boring machine is identified, and the right-line tunnel boring machine is used to tunnel the tunnel section to obtain the right-line tunnel section. A ring-shaped reinforcing steel frame is installed in the right-line tunnel section. Based on the right-line shield tunnel section, grouting reinforcement is carried out at the connecting passage from the right line to the left line; Excavate a connecting tunnel from the right line to the left line, and carry out track laying on the left line; Once the connecting tunnel excavation is completed, the track laying status of the left track is obtained, and the track laying is completed based on the track laying status of the left track.

[0007] Furthermore, during the grouting reinforcement of the connecting passage from the left line to the right line based on the left-line shield tunnel section, the process includes: Obtain the distance parameter between the left and right lines, and obtain the preset distance parameter for grouting reinforcement greater than the excavation face; The incident angle of the grouting hole is calculated based on the trigonometric function algorithm, the distance parameter, and the preset distance parameter, wherein the distance from the end of the grouting hole to the tunnel segment is greater than or equal to 1m.

[0008] Furthermore, during the grouting reinforcement of the connecting passage from the left line to the right line based on the left-line shield tunnel section, the process includes: Obtain the first preset grouting pressure and the second preset grouting pressure; A pressure test is conducted based on the first preset grouting pressure and the second preset grouting pressure, and pressure matching is performed based on the pressure test results. The first preset grouting pressure is matched with the grouting reinforcement at the connecting channel from the left line to the right line, and the second preset grouting pressure is matched with the grouting reinforcement at the connecting channel from the right line to the left line. Grouting volume tests were conducted based on the pressure matching results, and the theoretical grouting volume was obtained.

[0009] Furthermore, during the grouting reinforcement of the connecting passage from the left line to the right line based on the left-line shield tunnel section, the process includes: Determine the grouting sequence; The grouting process is monitored in real time, and grouting termination conditions are set based on the monitoring data. These conditions include a first grouting termination condition and a second grouting termination condition. The first grouting termination condition is that grouting reaches a preset hole depth, the grouting pressure is 1 MPa or 0.6 MPa, and the grouting lasts for 10 minutes. The second grouting termination condition is that grouting reaches a preset hole depth, the grouting pressure is 1 MPa or 0.6 MPa, and the grouting volume per hole reaches 80% of the theoretical grouting volume. When the grouting is completed, the grouting reinforcement effect is inspected.

[0010] Furthermore, during the excavation of the connecting tunnel from the right line to the left line, and the track laying construction on the left line, the following were carried out: Measure and lay out the lines, and cut the transverse segments of the upper step of the cross passage; Cut the segments on both sides and cut off any remaining parts at the edges and corners; Cut the intermediate segments, and wait for the initial support of the upper step to be completed; Cut off the remaining segments on both sides and corners of the lower step, and cut the middle segment; The first guide pipe was excavated based on the first and second preset processes.

[0011] Furthermore, when the excavation of the connecting passage is completed, the track laying status of the left track is obtained, and the track laying is completed based on the track laying status of the left track, including: When the excavation of the connecting passage is completed, the excavation direction is adjusted, and the initial support structure of the connecting passage is excavated from the left line to the right line, and the secondary lining structure is constructed. At the same time, the track is laid on the right line. When the secondary lining structure of the connecting passage is excavated, the right track is laid to the connecting passage, and the remaining tracks are laid on the left and right tracks at the same time.

[0012] Furthermore, the initial support structure of the connecting passage is excavated from the left line to the right line, and the secondary lining structure is constructed. Simultaneously, during track laying on the right line, the following is included: The initial support at the right tunnel entrance was broken in the reverse direction, and the support structure was expanded to a standard cross-section. A small guide pipe is driven in the opposite direction to the original excavation direction; Each time, one grid is broken, and the connecting foot plate of the new grid and the old grid are located in the same position, with two grids closely arranged near the shield tunnel structure.

[0013] Furthermore, the initial support structure of the connecting passage is excavated from the left line to the right line, and the secondary lining structure is constructed. Simultaneously, during track laying on the right line, the following is included: Initial support was provided for the connecting passage, and secondary grouting was performed at the pump room location. The second substrate of the connecting channel was installed, and initial support treatment was carried out for the pump room; The secondary lining of the pump house, as well as the secondary lining of the connecting passage, side walls, and roof arch.

[0014] This invention provides a method for the rapid construction of shield tunnel connecting passages and track laying simultaneously, which has the following advantages compared to existing technologies: This invention discloses a method for the rapid construction of connecting passages and track laying in shield tunnel sections. The method involves determining the left-line shield machine and completing the shield tunnel section to obtain the left-line shield tunnel, within which a ring-shaped reinforcing steel frame is installed. Grouting reinforcement is then carried out at the connecting passage from the left line to the right line. Similarly, the right-line shield machine is determined and completed, forming the right-line shield tunnel, within which a ring-shaped reinforcing steel frame is installed. Grouting reinforcement is then carried out at the connecting passage from the right line to the left line. The connecting passage is excavated from the right line to the left line, and track laying is performed on the left line. Once the connecting passage excavation is complete, track laying is completed based on the track laying status of the left line. This invention uses either the left-line or right-line shield tunnel as a basic condition, ensuring that steel frame reinforcement, grouting reinforcement, underground excavation and structural construction of the connecting passage, and track laying are carried out simultaneously within the left and right tunnels, thus shortening the interval between processes. Attached Figure Description

[0015] Various other advantages and benefits will become apparent to those skilled in the art upon reading the following detailed description of preferred embodiments. The accompanying drawings are for illustrative purposes only and are not intended to limit the invention. Furthermore, the same reference numerals denote the same parts throughout the drawings. In the drawings: Figure 1 A flowchart illustrating a method for the rapid construction of a shield tunnel section connecting passage and track laying simultaneously, according to an embodiment of the present invention, is shown. Figure 2 A schematic diagram of the ring-shaped reinforced steel frame in an embodiment of the present invention is shown; Figure 3 It shows Figure 2 Schematic diagram of the structure in the AA direction; Figure 4 This illustration shows a structural diagram corresponding to the excavation of a connecting tunnel from the right line to the left line and the track laying construction on the left line in an embodiment of the present invention. Figure 5 This illustration shows another structural diagram corresponding to the excavation of a connecting tunnel from the right line to the left line in an embodiment of the present invention, and the track laying construction on the left line; Figure 6 This invention illustrates the initial support during reverse breaching of the right tunnel entrance, and the structural diagram corresponding to the support structure expanded to a standard cross-section. Figure 7 This illustration shows another structural diagram corresponding to the initial support structure during reverse breaching of the right-line tunnel in an embodiment of the present invention, which is then expanded into a standard cross-section support structure. Figure 8 This invention illustrates a structural schematic diagram corresponding to the initial support treatment of the pump room in an embodiment of the present invention. Figure 9 This invention illustrates another structural schematic diagram corresponding to the initial support treatment of the pump room in an embodiment of the present invention; In the diagram, 100 is the supporting I-beam ring beam; 110 is the supporting I-beam crossbeam; 120 is the longitudinal connecting I-beam; 130 is the shield tunnel; 140 is the supporting I-beam inclined beam; 150 is the supporting I-beam column; 160 is the detachable crossbeam; 170 is the connecting tunnel centerline; 180 is the cutting edge line; 190 is the upper step; 200 is the lower step; 210 is the tunnel centerline; 220 is the track surface line; 230 is the connection of two steel frames at the tunnel entrance; 240 is the initial support of the connecting passage; 250 is the secondary lining of the connecting passage; 260 is the post-cast ring beam; 270 is the cantilevered section steel frame; 280 is the temporary cantilevered section steel frame; 290 is the pump house secondary lining; 300 is the pump house initial support; and 310 is the advanced small guide pipe. Detailed Implementation

[0016] The specific embodiments of the present invention will be described in further detail below with reference to the accompanying drawings and examples. The following examples are for illustrative purposes only and are not intended to limit the scope of the invention.

[0017] In the description of this application, it should be understood that the terms "center", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing this application and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on this application.

[0018] The terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of technical features indicated. Therefore, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of this application, unless otherwise stated, "a plurality of" means two or more.

[0019] In the description of this application, it should be noted that, unless otherwise expressly specified and limited, the terms "installation," "connection," and "linking" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal connection between two components. Those skilled in the art can understand the specific meaning of the above terms in this application based on the specific circumstances.

[0020] The following is a description of preferred embodiments of the present invention in conjunction with the accompanying drawings.

[0021] like Figure 1-3 As shown, an embodiment of the present invention discloses a method for rapid construction of a shield tunnel connecting passage and track laying simultaneously, comprising: S110: Determine the left-line shield machine, and connect the left-line shield machine to the shield tunnel section to obtain the left-line shield section, and install an annular reinforcing steel frame in the left-line shield section; In this embodiment, the tunneling of the left-line shield machine through the shield tunnel section is a conventional process and will not be described in detail here.

[0022] In this embodiment, the ring-shaped reinforcing steel frame differs from conventional methods in that it has a detachable crossbeam 160 installed at the bottom. This crossbeam at the bottom of the steel frame is removable. During the excavation and grouting of the connecting passage, the bottom crossbeam is bolted to the steel frame for reinforcement. After grouting and excavation are completed, but before track laying, the crossbeam is removed to provide passage for track laying.

[0023] In this embodiment, the original rectangular I-beam structure inside the annular reinforced steel frame is replaced with an inverted "U" shape by removing the bottom I-beam. Four 260*260 mm steel plates with a diameter of 10 mm are added to the original connection points as connecting plates; one end is welded to the rectangular I-beam column, and the other end is welded to the end of the bottom movable crossbeam. Each plate is connected with four bolt holes, facilitating the removal and installation of the I-beam.

[0024] The beneficial effects of the above technical solution are: the present invention, by installing a detachable crossbeam 160 at the bottom, can lay the foundation for subsequent work and provide convenient conditions.

[0025] S120: Grouting reinforcement of the connecting passage from the left line to the right line based on the left line shield tunnel section; In some embodiments of this application, the grouting reinforcement of the connecting passage from the left line to the right line based on the left-line shield tunnel section includes: Obtain the distance parameter between the left and right lines, and obtain the preset distance parameter for grouting reinforcement greater than the excavation face; The incident angle of the grouting hole is calculated based on the trigonometric function algorithm, the distance parameter, and the preset distance parameter, wherein the distance from the end of the grouting hole to the tunnel segment is greater than or equal to 1m.

[0026] In this embodiment, the preset distance parameter is 3 meters.

[0027] In this embodiment, when the distance parameter between the left and right lines is 15 meters, the outermost three rows are installed with external angles of 7.5°, 5.5°, and 3.5°, and the rest are installed vertically, with an incident angle deviation of no more than 1°.

[0028] The beneficial effects of the above technical solution are: by calculating the incident angle of the grouting hole based on trigonometric function algorithm, distance parameters and preset distance parameters, the grouting reinforcement effect can be accurately controlled.

[0029] In some embodiments of this application, the grouting reinforcement of the connecting passage from the left line to the right line based on the left-line shield tunnel section includes: Obtain the first preset grouting pressure and the second preset grouting pressure; A pressure test is conducted based on the first preset grouting pressure and the second preset grouting pressure, and pressure matching is performed based on the pressure test results. The first preset grouting pressure is matched with the grouting reinforcement at the connecting channel from the left line to the right line, and the second preset grouting pressure is matched with the grouting reinforcement at the connecting channel from the right line to the left line. Grouting volume tests were conducted based on the pressure matching results, and the theoretical grouting volume was obtained.

[0030] In this embodiment, the first preset grouting pressure is 1 MPa, and the second preset grouting pressure is 0.6 MPa.

[0031] In this embodiment, a grouting pressure of 1 MPa is suitable for grouting reinforcement at the connecting passage from the left line to the right line, at which time the right line shield tunneling has not yet been completed. In this embodiment, a grouting pressure of 0.6 MPa is suitable for grouting reinforcement at the connecting passage from the right line to the left line. At this time, both shield tunnels have been completed. A pressure greater than 1 MPa will cause the tunnel to deform.

[0032] In this embodiment, the two pressures are maintained for 10 minutes each, and the resulting grouting volume is the theoretical grouting volume.

[0033] The beneficial effects of the above technical solution are: the present invention can provide a basis for suspending subsequent conventional construction and ensure the accuracy of control.

[0034] In some embodiments of this application, the grouting reinforcement of the connecting passage from the left line to the right line based on the left-line shield tunnel section includes: Determine the grouting sequence; The grouting process is monitored in real time, and grouting termination conditions are set based on the monitoring data. These conditions include a first grouting termination condition and a second grouting termination condition. The first grouting termination condition is that grouting reaches a preset hole depth, the grouting pressure is 1 MPa or 0.6 MPa, and the grouting lasts for 10 minutes. The second grouting termination condition is that grouting reaches a preset hole depth, the grouting pressure is 1 MPa or 0.6 MPa, and the grouting volume per hole reaches 80% of the theoretical grouting volume. When the grouting is completed, the grouting reinforcement effect is inspected.

[0035] In this embodiment, the determined grouting sequence is as follows: Overall sequence: first the perimeter, then the middle, first the bottom, then the top. Local sequence: grout one hole at a time, alternating between holes.

[0036] In this embodiment, the inspection of the grouting reinforcement effect includes: 1. Inspection hole method: After 1 hour of inspection, there should be no hole collapse, no water inflow, and no sand inflow. 2. Core sampling method: 5 holes, 1 at the arch crown, 2 at the arch shoulders, and 2 at the arch waist; depth to 1.5m outside the excavation outline; indoor tests to determine unconfined compressive strength and permeability coefficient.

[0037] The beneficial effects of the above technical solution are: the present invention can further ensure the effect of grouting reinforcement and improve work efficiency.

[0038] S130: Determine the right-line tunnel boring machine, and connect the right-line tunnel boring machine to the tunnel section to obtain the right-line tunnel section, and install an annular reinforcing steel frame in the right-line tunnel section. In this embodiment, the tunneling of the right-line shield machine through the shield tunnel section is a conventional process and will not be described in detail here.

[0039] In this embodiment, the installation of annular reinforcing steel in the right-line shield tunnel section is the same as described above, and will not be repeated here.

[0040] S140: Grouting reinforcement of the connecting passage from the right line to the left line based on the right line shield tunnel section; In this embodiment, the grouting pressure is 0.6 MPa. When grouting from the left line to the right line, the pressure is 1 MPa. The remaining steps are the same as described above and will not be repeated here.

[0041] In some embodiments of this application, to prevent the grouting slurry from sealing off the dewatering wells and causing dewatering failure, the dewatering wells should be constructed after the grouting reinforcement. The reinforcement range extends 3 meters beyond the construction range, the grouting diffusion radius is 1 meter, and the distance between the dewatering wells and the grout diffusion radius is at least 1 meter, that is, the distance from the construction range should not be less than 5 meters.

[0042] The beneficial effects of the above technical solution are: in water-bearing clay strata, it is a lightweight construction method for connecting passages that primarily uses internal reinforcement and water sealing, supplemented by localized dewatering, saving on surface jet grouting reinforcement measures. This achieves the goals of safety, reliability, and shortened construction period.

[0043] S150: Excavate a connecting tunnel from the right line to the left line, and carry out track laying construction on the left line; like Figure 4-5 As shown, in some embodiments of this application, when excavating the connecting tunnel from the right line to the left line and laying track on the left line, the process includes: Measure and lay out the lines, and cut the transverse segments of the upper step of the cross passage; Cut the segments on both sides and cut off any remaining parts at the edges and corners; Cut the intermediate segments, and wait for the initial support of the upper step to be completed; Cut off the remaining segments on both sides and corners of the lower step, and cut the middle segment; The first guide pipe was excavated based on the first and second preset processes.

[0044] In this embodiment, the communication channel extends symmetrically to both sides by 80cm from the center, with a total dimensions of 160cm (width) × 240cm (height).

[0045] In this embodiment, the overall process of cutting the portal is as follows: measuring and setting out → cutting the transverse segments of the upper step of the transverse passage → cutting the segments on both sides → cutting the remaining corner parts → cutting the middle segment (using the segment splicing joint) → waiting for the initial support of the upper step to be completed (after construction has entered the tunnel 3-5m) → cutting the segments on both sides of the lower step → cutting the remaining corner parts → cutting the middle segment (using the segment splicing joint).

[0046] In this embodiment, when excavating the first guide pipe, the first preset process is a conventional process: outer diameter 42mm, wall thickness 3.5mm, length 3.0m, and incident angle 15°. The second preset process is a special process: length 5m, incident angle 45°.

[0047] S160: When the excavation of the connecting passage is completed, obtain the track laying status of the left line and complete the track laying based on the track laying status of the left line.

[0048] like Figure 6-7 As shown, in some embodiments of this application, when the excavation of the connecting passage is completed, the process of obtaining the track laying status of the left track and completing the track laying based on the track laying status includes: When the excavation of the connecting passage is completed, the excavation direction is adjusted, and the initial support structure of the connecting passage is excavated from the left line to the right line, and the secondary lining structure is constructed. At the same time, the track is laid on the right line. When the secondary lining structure of the connecting passage is excavated, the right track is laid to the connecting passage, and the remaining tracks are laid on the left and right tracks at the same time.

[0049] In this embodiment, advanced small guide pipes 310 are installed in the opposite direction to the original construction direction. The last three grids are not installed with small guide pipes because they are too close to the shield structure. Each time one grid is broken, the connecting foot plates of the new and old grids are located in the same position, that is, the lower grids are the same, the upper grids are different in height, and two grids are closely arranged near the shield tunnel structure.

[0050] The beneficial effects of the above technical solution are: the present invention can effectively improve the efficiency of subway construction by setting the lower grid to be the same and the upper grid to be of different heights, thereby reducing the demolition surface and ensuring safe and rapid construction.

[0051] like Figure 8-9 As shown, in some embodiments of this application, the initial support structure of the connecting passage is excavated from the left line to the right line, and the secondary lining structure is constructed. Simultaneously, during track laying on the right line, the following steps are included: Initial support was provided for the connecting passage, and secondary grouting was performed at the pump room location. The second substrate of the connecting channel was installed, and initial support treatment was carried out for the pump room; The secondary lining of the pump house, as well as the secondary lining of the connecting passage, side walls, and roof arch.

[0052] In this embodiment, the conventional process is optimized as follows: initial support of the connecting channel → secondary grouting at the pump house location → secondary lining of the connecting channel → initial support of the pump house → secondary lining of the pump house → secondary lining of the connecting channel → side walls and top arch of the secondary lining.

[0053] In this embodiment, the pump house is the lowest point of the structure, and years of construction experience have shown that localized water seepage is common at this point. After the initial support is completed, radial grouting is performed downwards towards the pump house excavation location. The reinforcement range extends 3 meters beyond the initial support range of the pump house, and the method is the same as the ground reinforcement method for the connecting passage.

[0054] In this embodiment, 3 sets of grids at the primary support bottom plate of the connection passage are tightly connected with 1 downward set of grid of the pump room, forming a "delta"-shaped reinforcement structure to improve the connection stiffness of key parts.

[0055] In this embodiment, the simultaneous laying of the remaining tracks on the left line and the right line is a conventional process, which will not be elaborated here.

[0056] The beneficial effects of the above technical solution are: the secondary lining bottom plate of the connection passage is constructed first to enhance the overall stability of the primary support structure, provide lateral support for the primary support of the connection passage, and ensure the structural deformation stability when water is encountered during the excavation of the pump room.

[0057] In the description of the above embodiments, specific features, structures, materials or characteristics may be combined in any suitable manner in any one or more embodiments or examples.

[0058] Although the present invention has been described above with reference to the embodiments, various improvements may be made thereto and equivalents may be substituted for components thereof without departing from the scope of the present invention. In particular, as long as there is no structural conflict, all features disclosed in the embodiments of the present invention can be combined with one another in any manner, and the description of all such combinations in this specification is omitted merely for the purpose of omitting length and saving resources. Therefore, the present invention is not limited to the specific embodiments disclosed in the text, but includes all technical solutions falling within the scope of the claims.

[0059] Those of ordinary skill in the art may understand that: the above is only the preferred embodiments of the present invention, and is not intended to limit the present invention. Although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art can still make modifications to the technical solutions recorded in the foregoing embodiments, or make equivalent substitutions for some of the technical features therein. Any modifications, equivalent substitutions, improvements, etc. made within the spirit and principle of the present invention shall be included within the protection scope of the present invention.

Claims

1. A method for the rapid construction of a shield tunnel connecting passage and track laying simultaneously, characterized in that, include: The left-line tunnel boring machine is identified, and the left-line tunnel boring machine is used to tunnel the shield section to obtain the left-line shield section. A ring-shaped reinforcing steel frame is installed in the left-line shield section. Based on the left-line shield tunnel section, grouting reinforcement is carried out at the connecting passage from the left line to the right line; The right-line tunnel boring machine is identified, and the right-line tunnel boring machine is used to tunnel the tunnel section to obtain the right-line tunnel section. A ring-shaped reinforcing steel frame is installed in the right-line tunnel section. Based on the right-line shield tunnel section, grouting reinforcement is carried out at the connecting passage from the right line to the left line; Excavate a connecting tunnel from the right line to the left line, and carry out track laying on the left line; When the excavation of the connecting passage is completed, the track laying status of the left line is obtained, and the track laying is completed based on the track laying status of the left line. When grouting and reinforcing the connecting passage from the left line to the right line based on the left-line shield tunnel section, it includes: Obtain the first preset grouting pressure and the second preset grouting pressure; A pressure test is conducted based on the first preset grouting pressure and the second preset grouting pressure, and pressure matching is performed based on the pressure test results. The first preset grouting pressure is matched with the grouting reinforcement at the connecting channel from the left line to the right line, and the second preset grouting pressure is matched with the grouting reinforcement at the connecting channel from the right line to the left line. Grouting volume tests were conducted based on the pressure matching results, and the theoretical grouting volume was obtained. When the excavation of the connecting tunnel is completed, the track laying status of the left track is obtained, and the track laying is completed based on the track laying status of the left track, including: When the excavation of the connecting passage is completed, the excavation direction is adjusted, and the initial support structure of the connecting passage is excavated from the left line to the right line, and the secondary lining structure is constructed. At the same time, the track is laid on the right line. When the secondary lining structure of the connecting passage is excavated, the right track is laid to the connecting passage, and the remaining tracks are laid on the left and right tracks at the same time.

2. The method for rapid construction of shield tunnel connecting passages and track laying simultaneously according to claim 1, characterized in that, When grouting and reinforcing the connecting passage from the left line to the right line based on the left-line shield tunnel section, it includes: Obtain the distance parameter between the left and right lines, and obtain the preset distance parameter for grouting reinforcement greater than the excavation face; The incident angle of the grouting hole is calculated based on the trigonometric function algorithm, the distance parameter, and the preset distance parameter, wherein the distance from the end of the grouting hole to the tunnel segment is greater than or equal to 1m.

3. The method for rapid construction of shield tunnel connecting passages and track laying simultaneously according to claim 1, characterized in that, When grouting and reinforcing the connecting passage from the left line to the right line based on the left-line shield tunnel section, it includes: Determine the grouting sequence; The grouting process is monitored in real time, and grouting termination conditions are set based on the monitoring data. These conditions include a first grouting termination condition and a second grouting termination condition. The first grouting termination condition is that grouting reaches a preset hole depth, the grouting pressure is 1 MPa or 0.6 MPa, and the grouting lasts for 10 minutes. The second grouting termination condition is that grouting reaches a preset hole depth, the grouting pressure is 1 MPa or 0.6 MPa, and the grouting volume per hole reaches 80% of the theoretical grouting volume. When the grouting is completed, the grouting reinforcement effect is inspected.

4. The method for rapid construction of shield tunnel connecting passages and track laying simultaneously according to claim 1, characterized in that, During the excavation of the connecting tunnel from the right line to the left line, and the track laying work on the left line, the following is included: Measure and lay out the lines, and cut the transverse segments of the upper step of the cross passage; Cut the segments on both sides and cut off any remaining parts at the edges and corners; Cut the intermediate segments, and wait for the initial support of the upper step to be completed; Cut off the remaining segments on both sides and corners of the lower step, and cut the middle segment; The first guide pipe was excavated based on the first and second preset processes.

5. The method for rapid construction of shield tunnel connecting passages and track laying simultaneously according to claim 1, characterized in that, The initial support structure of the connecting passage is excavated from the left line to the right line, and the secondary lining structure is constructed. Simultaneously, during track laying on the right line, the following is included: The initial support at the right tunnel entrance was broken in the reverse direction, and the support structure was expanded to a standard cross-section. A small guide pipe is driven in the opposite direction to the original excavation direction; Each time, one grid is broken, and the connecting foot plate of the new grid and the old grid are located in the same position, with two grids closely arranged near the shield tunnel structure.

6. The method for rapid construction of shield tunnel connecting passages and track laying simultaneously according to claim 5, characterized in that, The initial support structure of the connecting passage is excavated from the left line to the right line, and the secondary lining structure is constructed. Simultaneously, during track laying on the right line, the following is included: Initial support was provided for the connecting passage, and secondary grouting was performed at the pump room location. The second substrate of the connecting channel was installed, and initial support treatment was carried out for the pump room; The secondary lining of the pump house, as well as the secondary lining of the connecting passage, side walls, and roof arch.

Images