Deep-buried mechanical station structure

Abstract

The utility model discloses a kind of deep-buried mechanical method station structure, including large shield tunnel, small shield tunnel, two small shield tunnels are arranged in the tunnel direction two sides of large shield tunnel, two small shield tunnels, large shield tunnel are communicated through communicating passage in station range to form three circular section station space, the large shield mixed support structure of large shield tunnel is set in communicating passage position, the small shield mixed support structure of small shield tunnel is set in communicating passage position. In the utility model, full hall scaffold and profile steel ring support structure jointly define the effective excavation range of communicating area, and provide continuous construction platform for communicating passage initial support and secondary lining, which is beneficial to control excavation step distance and support rhythm, reduce local instability risk, the utility model structure is clear, it is convenient to form standardization node method, reduce excessive dependence on construction experience, improve the safety and controllability of communicating passage construction phase.

Description

Technical Field

[0001] This utility model belongs to the technical field of underground structures and urban rail transit engineering, specifically relating to a deep-buried mechanical station structure. Background Technology

[0002] With the rapid development of urban rail transit networks and the increasing scarcity of urban surface space resources, rail transit lines are increasingly traversing built-up areas, important roads, and densely built-up areas. Traditional shallow-buried open-cut stations require large-scale excavation of foundation pits and long-term road occupancy, significantly impacting existing municipal pipelines, adjacent buildings, and traffic organization. This approach is often difficult to implement in deeply buried lines or controlled areas.

[0003] To minimize ground disturbance and demolition work, deep-buried railway stations often employ underground excavation methods such as the mining method or the PBA method. These methods involve limited construction space, complex procedures, and harsh construction environments. They also require long transition paths for initial support and secondary lining, resulting in extended construction periods and higher risks to geological and structural safety. Consequently, they place stringent demands on construction organization and monitoring control.

[0004] To reconcile the conflict between station construction and rapid tunneling using shield tunneling, various technical approaches combining shield tunneling for station construction have been proposed both domestically and internationally. These include: using large-diameter shield tunnels or three-circle shield tunneling machines to form the main structure or three-circle cross-section of the station in one go, and then creating station space through local excavation; creating stations or transfer nodes by opening and excavating existing small-diameter shield tunnels; and using shield tunneling to pass through the station and constructing the station in parallel, utilizing existing shield tunnels as construction access routes.

[0005] However, in the scenario of deeply buried three-circle stations, the existing technology still has the following shortcomings: 1. Some solutions rely on dedicated three-circle shield tunneling machines or extra-large diameter shield tunneling machines, which result in high equipment customization costs, poor equipment deployment flexibility, and difficulty in widespread promotion across different lines and stations; 2. When multiple shield tunnels are combined to form a station, multiple connecting passages are usually required between the large and small shield tunnels. The shield segments in the connecting area need to be partially broken and the connecting passages need to be excavated. If there is a lack of systematic segment structure design, temporary support system and stratum reinforcement measures, the stress path in the connecting area is unclear, the construction risk is high, and the safety depends heavily on engineering experience. 3. In existing technologies, the planar layout of connecting channels, the spacing between holes, and the scope of ground reinforcement are mostly based on experience or local analysis. There is a lack of quantitative design principles that take into account the structure, construction, and operation. The multi-shield tunneling collaborative construction, the ability to break through the segment structure, the hybrid support system, and the construction sequence have not been organically integrated into a system solution that can be repeatedly promoted.

[0006] Therefore, it is necessary to propose a deep-buried mechanical method for station structure that utilizes conventional models and multi-shield collaborative construction without relying on a dedicated three-circle tunnel boring machine. This method combines the design of removable segment belts, a hybrid support structure system, and staggered joint arrangement and quantitative reinforcement range of connecting passages. The goal is to achieve structural safety, controllable ground disturbance, and a reasonable layout of overall station operation functions during the construction phase of the connecting area of ​​the deep-buried three-circle station. Summary of the Invention

[0007] This utility model is proposed to solve the problems existing in the prior art, and its purpose is to provide a deep-buried mechanical method station structure.

[0008] The technical solution of this utility model is: a deep-buried mechanical method station structure, including a large shield tunnel and a small shield tunnel. The two small shield tunnels are arranged on both sides of the tunnel direction of the large shield tunnel. The two small shield tunnels and the large shield tunnel are connected by a connecting passage within the station area to form a three-circular cross-section station space. The large shield tunnel is provided with a large shield hybrid support structure at the location of the connecting passage, and the small shield tunnel is provided with a small shield hybrid support structure at the location of the connecting passage.

[0009] Furthermore, the large shield tunnel provides the main space of the station, the small shield tunnel provides the track space of the station, the large shield launching shaft and receiving shaft provide the ventilation shaft and equipment area space of the station, the first basement level of the main station is the concourse level, the second basement level is the platform level, and the third basement level is the equipment room and emergency evacuation level. Both the large shield tunnel and the small shield tunnel adopt standard ring-width segments, and breakable segment strips are arranged at the connecting passages. The breakable segment strip is composed of several rings of breakable segments arranged adjacent to each other.

[0010] Furthermore, the large shield tunnel hybrid support structure includes a large shield tunnel inner frame beam arranged circumferentially inside the large shield tunnel, and several large shield tunnel inner frame columns set at the large shield tunnel inner frame beams. The large shield tunnel inner frame columns are set on concrete foundations or track slab foundations.

[0011] Furthermore, the small shield tunnel hybrid support structure includes a small shield tunnel inner frame beam set inside the small shield tunnel inner frame beam facing the large shield tunnel side, and several small shield tunnel inner frame columns set at the small shield tunnel inner frame beams, with the small shield tunnel inner frame columns set on a concrete foundation or track slab foundation.

[0012] Furthermore, the shield segments of the large shield tunnel and the small shield tunnel are equipped with pre-embedded steel sleeves or pre-embedded steel plates, which are connected to the inner frame beams of the large shield tunnel and the inner frame beams of the small shield tunnel.

[0013] Furthermore, in the case of pre-embedded steel sleeves or pre-embedded steel plates, the longitudinal steel bars in the inner frame beams of large shield tunnels and small shield tunnels are bent and inserted into the pre-embedded sleeves and fixed by grouting with non-shrink grout. When the embedded steel sleeve or embedded steel plate is a pre-embedded steel plate, the ends of the longitudinal steel bars in the inner frame beam of the large shield tunnel and the inner frame beam of the small shield tunnel are welded to the pre-embedded steel plate.

[0014] Furthermore, the connecting channel includes a connecting channel top plate, a connecting channel bottom plate, and a connecting channel side wall. The connecting channel is formed by the internal enclosure of the connecting channel top plate, connecting channel bottom plate, and connecting channel side wall. The two ends of the connecting channel top plate, connecting channel bottom plate, and connecting channel side wall are respectively connected to the large shield tunnel and the small shield tunnel.

[0015] Furthermore, the small shield tunnel is equipped with a steel circumferential support structure, which is connected to the tunnel segments, the internal frame beams of the small shield, the concrete foundation or the track slab foundation.

[0016] The beneficial effects of this utility model are as follows: Within the connecting area, this utility model combines the breakable segment strip with the reinforced segments on both sides through the multi-ring through-slot arrangement, achieving the structural goal of "easy local breakage without overall weakening". This facilitates mechanical cutting of the segments during the excavation of the connecting channel, and the reinforced segments ensure the circumferential bearing capacity before and after the opening.

[0017] This invention pre-embeds sleeves or steel plates inside the shield tunnel segments, forming a reliable anchorage with the longitudinal reinforcement in the frame beam-column system. This allows the reinforced concrete frame beam-column system to work together with the shield tunnel segments, transforming the internal stress of the connecting area from a "single segment ring" to a combined stress of "segment + frame beam-column". This significantly improves the overall stiffness and deformation resistance during the construction phase of the connecting passage.

[0018] This utility model arranges a circumferential steel support structure along the inner side of the frame beam-column system, and reliably connects it to the tunnel structure bottom plate, concrete foundation or track plate that has been designed and verified to bear the load through anchoring components, so that the steel support forms a closed support ring. Together with the full-span scaffolding, it forms a hybrid support structure system of "segment + frame + steel + scaffolding", with a clear force path and sufficient safety reserves during the construction stage.

[0019] In this utility model, the full-span scaffolding and the circumferential steel support structure together define the effective excavation range of the connecting area and provide a continuous construction platform for the initial support and secondary lining of the connecting passage. This is beneficial for controlling the excavation step distance and support rhythm, and reducing the risk of local instability.

[0020] This utility model has a clear structure and can be replicated and applied in various shield tunneling station projects. It facilitates the formation of standardized node practices, reduces over-reliance on construction experience, and improves the safety and controllability of the construction phase of the connecting passage. Attached Figure Description

[0021] Figure 1 This is a schematic diagram showing the relative positional relationship between the large shield tunnel and the two small shield tunnels in this utility model; Figure 2 This is a cross-sectional schematic diagram of the layout of the ground reinforcement and hybrid support structure system in the connected area of ​​this utility model; Figure 3 This is a schematic cross-sectional view of the connecting channel after construction is completed in this utility model; Figure 4 This is a schematic diagram of the plan layout after the construction of the connecting channel in this utility model is completed; The components include: 1. Large shield tunnel; 2. Small shield tunnel; 3. Internal frame beam of small shield tunnel; 4. Internal frame column of small shield tunnel; 5. Internal frame beam of large shield tunnel; 6. Internal frame column of large shield tunnel; 7. Middle slab of the first basement level of large shield tunnel; 8. Middle slab of the second basement level of large shield tunnel; 9. Spatial structure of the third basement level of large shield tunnel; 10. Embedded steel sleeves or embedded steel plates; 11. Concrete foundation or track slab foundation; 12. Reinforcement range of the non-construction side stratum of small shield tunnel; 13. Top slab of connecting passage; 14. Bottom slab of connecting passage; 15. Side wall of connecting passage; 16. Circular steel support structure; 17. Embedded steel plate; 18. Full-span scaffolding; 19. Removable segment strip; 20. Reinforced segment strip in reinforced area. Detailed Implementation

[0022] The present invention will now be described in detail with reference to the accompanying drawings and embodiments: like Figures 1 to 4 As shown, a deep-buried mechanical method station structure includes a large shield tunnel 1 and two small shield tunnels 2. The two small shield tunnels 2 are arranged on both sides of the tunnel direction of the large shield tunnel 1. The two small shield tunnels 2 and the large shield tunnel 1 are connected by a connecting passage within the station area to form a three-circle cross-section station space. The large shield tunnel 1 is equipped with a large shield hybrid support structure at the location of the connecting passage, and the small shield tunnel 2 is equipped with a small shield hybrid support structure at the location of the connecting passage.

[0023] The large shield tunnel 1 provides the main space of the station, the small shield tunnel 2 provides the track space of the station, the large shield starting shaft and receiving shaft provide the ventilation shaft and equipment area space of the station, the first basement level of the main station is the concourse level, the second basement level is the platform level, and the third basement level is the equipment room and emergency evacuation level. Both the large shield tunnel 1 and the small shield tunnel 2 adopt standard ring width segments, and a breakable segment strip 19 is arranged at the location of the connecting passage. The breakable segment strip 19 is composed of several rings of breakable segments arranged adjacent to each other.

[0024] The large shield tunnel hybrid support structure includes a large shield tunnel inner frame beam 5 arranged circumferentially inside the large shield tunnel 1, and several large shield tunnel inner frame columns 6 set at the large shield tunnel inner frame beam 5. The large shield tunnel inner frame columns 6 are set on concrete foundations or track slab foundations 11.

[0025] The small shield tunnel hybrid support structure includes a small shield tunnel inner frame beam 3 set inside the small shield tunnel inner frame beam 3 facing the large shield tunnel 1, and several small shield tunnel inner frame columns 4 set at the small shield tunnel inner frame beam 3. The small shield tunnel inner frame columns 4 are set on concrete foundations or track slab foundations 11.

[0026] The shield segments of the large shield tunnel 1 and the small shield tunnel 2 are equipped with pre-embedded steel sleeves or pre-embedded steel plates 10, which are connected to the inner frame beams 5 of the large shield tunnel and the inner frame beams 3 of the small shield tunnel.

[0027] In the case of pre-embedded steel sleeves or pre-embedded steel plates 10, the longitudinal steel bars in the inner frame beams 5 of the large shield tunnel and the inner frame beams 3 of the small shield tunnel are bent and inserted into the pre-embedded sleeves and fixed by grouting with non-shrink grout. When the embedded steel sleeve or embedded steel plate 10 is an embedded steel plate, the ends of the longitudinal steel bars in the inner frame beam 5 of the large shield tunnel and the inner frame beam 3 of the small shield tunnel are welded to the embedded steel plate.

[0028] The connecting channel includes a connecting channel top plate 13, a connecting channel bottom plate 14, and a connecting channel side wall 15. The connecting channel is formed by the internal enclosure of the connecting channel top plate 13, the connecting channel bottom plate 14, and the connecting channel side wall 15. The two ends of the connecting channel top plate 13, the connecting channel bottom plate 14, and the connecting channel side wall 15 are respectively connected to the large shield tunnel 1 and the small shield tunnel 2.

[0029] The small shield tunnel 2 is equipped with a steel circumferential support structure 16, which is connected to the tunnel segments, the small shield internal frame beam 3, the concrete foundation or the track slab foundation 11.

[0030] Specifically, the removable segment strip 19 includes 3 to 5 rings of removable segments along the route, which facilitates overall cutting and removal of the area during the excavation of the connecting passage.

[0031] Specifically, reinforced pipe segments 20 with no less than two rings are arranged on both sides of the breakable pipe segment strip 19. Compared with ordinary pipe segments, the reinforced pipe segments 20 have increased diameter of circumferential main bars or reduced reinforcement spacing, and can be provided with inner and outer two layers of steel mesh or closed stirrups, thereby enhancing the circumferential stiffness and bending bearing capacity of the area.

[0032] Correspondingly, the small shield tunnel 2 also has similar breakable segment strips 19 and reinforced segment strips 20 at the corresponding connecting passage locations.

[0033] More specifically, the removable segment 19 adopts a combination of non-metallic and steel reinforcement structure, with glass fiber reinforced bars arranged near the inner side of the segment and steel bars arranged near the outer side of the segment, in order to take into account both the load-bearing requirements during the operation phase and the requirements for easy removal during the construction phase.

[0034] Specifically, the frame beam and column structure of the large shield tunnel 1 and the small shield tunnel 2 are arranged with steel circumferential support structure 16 along the circumference of the shield tunnel. The steel circumferential support structure 16 includes several H-shaped steel main beams arranged along the circumference. The lower part of the beams is connected to the pre-embedded steel plates 17 arranged in the concrete foundation or track slab foundation 11 through connecting plates or anchored by anchor bolts.

[0035] Specifically, when the net span and net height of the steel circumferential support structure 16 are large, several diagonal steel members are set between the main steel beams as shear braces to form a shear span structure, thereby improving the overall stiffness and stability.

[0036] Specifically, a full-span scaffold 18 is erected inside the circumferential steel support structure 16. The full-span scaffold 18 has vertical and horizontal poles evenly distributed in both the circumferential and longitudinal directions. The upper ends of the vertical poles are connected to the circumferential steel support structure 16 via fasteners, and the lower ends are supported on the tunnel structure floor slab or concrete foundation via bases. The full-span scaffold 18, together with the circumferential steel support structure 16 and the frame beam-column system, forms a spatially stable support system.

[0037] Specifically, the reinforced tunnel segment 20, the frame beam-column structure integrally connected to the tunnel segment, the steel circumferential support structure 16, and the full-span scaffolding 18 jointly bear the surrounding rock pressure and structural internal forces during the excavation stage of the connecting passage, forming a hybrid support structure of "tunnel segment + frame beam-column + steel + scaffolding". The force path is clear, the overall stiffness is high, which is conducive to controlling structural deformation and ground disturbance, and improving the safety and reliability of the connecting passage construction stage.

[0038] Specifically, the interior of the large shield tunnel 1 is equipped with a first-level negative slab 7 and a second-level negative slab 8. Below the second-level negative slab 8, there is a third-level negative space structure 9.

[0039] Specifically, the first basement level 7 inside the large shield tunnel and the segments of the large shield tunnel 1 enclose the first basement level space, and the first basement level 7 inside the large shield tunnel and the second basement level 8 inside the large shield tunnel enclose the second basement level space.

[0040] A construction method for a deeply buried mechanical railway station structure includes the following steps: A. Carry out the construction of the end shaft; B. Carry out the construction of the large shield tunnel 1, and strengthen synchronous grouting and secondary grouting reinforcement; C. Carry out the construction of two small shield tunnels 2, and strengthen synchronous grouting and secondary grouting reinforcement; D. Set up a breakable segment strip 19 and a reinforced segment strip 20; E. Arrange a mixed support structure at the connecting passageway; F. Determine the layout plan for the connecting passages and reinforce the strata within the passage area; G. Inter-tunnel excavation of the connecting passage: construction of the connecting passage is carried out from the large shield tunnel to the small shield tunnel. H. Carry out the main structure construction of the station and dismantle the temporary supports.

[0041] Step E involves arranging the hybrid support structure at the connecting passage, and the specific process is as follows: First, within the connected area corresponding to each connecting channel, a large shield tunnel hybrid support structure is set in the large shield tunnel 1, and a small shield tunnel hybrid support structure is set in the small shield tunnel 2. Then, the frame beam-column system is connected to the segment by the pre-embedded sleeve or pre-embedded steel plate 10 embedded inside the segment, so that the frame beam-column system and the segment form an integral load-bearing structure. Then, a steel circumferential support structure 16 is arranged on the inner side of the frame beam-column system along the first basement level of the small shield tunnel 2 and the large shield tunnel 1. The lower part of the steel circumferential support structure 16 is supported on the tunnel structure bottom plate, concrete foundation, and load-bearing track plate, and is fixed by anchoring components. Finally, full-span scaffolding 18 is set up in the second and third basement levels of the large shield tunnel 1, so that the segments, frame beam and column system, steel circumferential support structure 16 and full-span scaffolding 18 together form a mixed support structure system for the connecting area.

[0042] like Figure 1 As shown, a large shield tunnel 1 is arranged in the middle, and two small shield tunnels 2 are arranged on both sides. The inner diameter of the large shield tunnel 1 is D1, and the inner diameter of the small shield tunnels 2 is D2. The large shield tunnel 1 is mainly used to arrange the station concourse, platform, and equipment space, while the two small shield tunnels 2 are used to arrange the left and right train sections. Within the station area, the large shield tunnel 1 and the two small shield tunnels 2 are connected by several connecting passages to form a three-circular cross-section station space.

[0043] Specifically, step A involves the construction of the end shaft, and the specific process is as follows: End shafts are set at both ends of the station. The end shafts are constructed using underground continuous walls in combination with internal support. The ground is reinforced around the shafts by sleeve valve grouting or high-pressure jet grouting.

[0044] Specifically, step B involves the construction of the large shield tunnel 1, with enhanced synchronous grouting and secondary grouting reinforcement. The specific process is as follows: First, the large-diameter tunnel boring machine starts in the end shaft and excavates to form the large shield tunnel 1; Then, during the tunneling process, the soil around the shield tunnel 1 was grouted synchronously at the shield tail, and the annular gap on the outside of the segment was backfilled; within a certain length before and after the station, secondary compaction grouting was carried out through the grouting holes reserved in the segment to compensate and reinforce the grout in the annular gap and the soil within a certain range outside it, forming a first grouting reinforcement zone with good integrity that is continuously distributed along the line direction within the station area.

[0045] Specifically, step C involves the construction of two small shield tunnels 2, with enhanced synchronous grouting and secondary grouting reinforcement. The specific process is as follows: First, two small shield tunnels 2 are symmetrically arranged on both sides of the large shield tunnel 1; Then, during construction, the large shield tunnel 1 was excavated first within the station area and the first grouting reinforcement was completed. The small diameter shield machine excavated to form two small shield tunnels 2 within the station area, under the condition that the first grouting reinforcement zone had been formed around the large shield tunnel 1. Subsequently, during the excavation process, the small shield tunnel 2 also carried out synchronous grouting backfilling of the annular gap at the shield tail, and secondary compaction grouting was carried out through the grouting holes reserved in the segments within a certain length before and after the station, so that a second grouting reinforcement zone was formed on the outside of the small shield tunnel 2, which was continuously distributed along the line direction. Finally, the second grouting reinforcement zone overlaps with the first grouting reinforcement zone within the station area, thus forming a well-integrated reinforcement zone in space, formed by the combined action of large and small shield tunnels.

[0046] It should be noted that the two small shield tunnels 2 adopt a time-sequence excavation method within the station area, and maintain a certain longitudinal offset between the excavation ends of the left and right lines. The minimum longitudinal distance is not less than the predetermined safety distance, so as to reduce mutual influence and disturbance to the overall reinforced area.

[0047] Step D sets up the breakable segment strip 19 and the reinforced segment strip 20, and the specific process is as follows: First, such as Figure 2 As shown, at the predetermined connecting passage location, several ring segments on the sidewall of the large shield tunnel 1 are arranged as a breakable segment belt 19. The breakable segment belt 19 includes 3 to 5 rings of breakable segments along the line direction, and the ring seams of each ring of breakable segments are basically aligned in the longitudinal direction. Then, several ring-reinforced reinforced segments 20 are arranged on both sides of the breakable segment strip 19. Compared with ordinary segments, the reinforced segment strip 20 has an increased diameter of the circumferential main reinforcement or a reduced spacing of the circumferential main reinforcement, and can be equipped with inner and outer layers of steel mesh or closed stirrups to improve the circumferential bearing capacity of the area. The corresponding small shield tunnel 2 is also equipped with breakable segment strips and reinforced reinforced zones to meet the needs of connecting passages.

[0048] Specifically, the process for the large shield tunneling machine hybrid support structure and the small shield tunneling machine hybrid support structure in step E is as follows; Within the connecting area, the large shield tunnel 1 is equipped with large shield internal frame beams 5 and large shield internal frame columns 6, and the small shield tunnel 2 is equipped with small shield internal frame beams 3 and small shield internal frame columns 4, forming a reinforced concrete frame beam and column system.

[0049] Specifically, step F determines the layout scheme of the connecting passage and reinforces the strata within the passage area. The specific process is as follows: First, the connecting passages are arranged symmetrically on the left and right sides between the large shield tunnel 1 and the two small shield tunnels 2, and staggered along the line direction. Only one side of the connecting passage is arranged on the same cross section. Then, the spacing between the centers of adjacent connecting passages along the line direction is controlled according to a multiple of the net width of the connecting passage, not less than twice the net width of the connecting passage, in order to meet the requirements of fire evacuation and structural safety. Finally, before excavating each connecting passage, based on the central cross-section of the passage, secondary grouting reinforcement is carried out on the soil within the passage area and a certain length on both sides through the grouting holes reserved in the large and small shield tunnel segments.

[0050] Preferably, the secondary grouting reinforcement range is defined as the central section of the connecting channel extending to both sides along the line direction, with each side not less than one times the net width of the connecting channel. This forms a continuously distributed reinforcement body within the corresponding stratum 12 on the non-construction side of the small shield tunnel, thereby creating an overall reinforcement pattern in space where the opening weakening zone and the reinforcement zone are arranged alternately.

[0051] Specifically, step G involves the skip-section excavation of the connecting passage, with the construction of the connecting passage proceeding from the large shield tunnel to the small shield tunnel. The specific process is as follows: First, under the action of the above-mentioned overall reinforcement zone and hybrid support structure system, the segments within the breakable segment zone 19 of the large shield tunnel 1 are broken in sections using the skip-section method. More specifically, within the first construction compartment, the demolition range is controlled along the circumference and longitudinal direction, the breakable segments are chiseled away and a certain length of soil is excavated, and the initial support for the connecting passage is constructed in a timely manner; adjacent construction compartments are not opened until the initial support of the current construction compartment is closed into a ring and the strength meets the requirements, so as to retain the compartment segments as temporary partitions. Then, the connecting passage is excavated from the side of the large shield tunnel 1 towards the corresponding small shield tunnel 2. Within the range of the removable segments of the small shield tunnel 2, a similar construction method is used to break the small shield segments in sections and excavate the soil so that the connecting passage can connect the large and small shield tunnels. Subsequently, during the construction of the connecting passage, one side of the connecting passage is constructed first on the same cross section. After the connecting passage on that side is supported into a ring and the deformation of the structure and surrounding rock is confirmed to meet the requirements through monitoring, the other side of the connecting passage on the same cross section is constructed to avoid excavating both connecting passages on the same cross section at the same time. Finally, during the excavation and support construction of the connecting passage, deformation and stress monitoring points were set up at key sections of the large and small shield tunnels. Based on the monitoring results, the jump length, excavation step distance, spacing of the steel circumferential support structure, and secondary grouting parameters were adjusted to control the deformation of the structure and surrounding rock within the predetermined range.

[0052] Specifically, step H involves the construction of the station's main structure and the removal of temporary supports. The specific process is as follows: First, a basement level 1 (middle slab 7), a basement level 2 (middle slab 8), and a basement level 3 (spatial structure 9) are constructed inside the large shield tunnel 1. The basement level serves as the concourse level, the basement level as the platform level, and the basement level as the equipment level and integrated pipeline corridor. The concourse level has entrances and exits connecting to ground traffic and surrounding buildings. The horizontal distance between the entrance / exit and the nearest connecting passage is not less than the net width of the connecting passage. The vertical distance between the entrance / exit and the top of the small shield tunnel is not less than the net distance required by the specifications. Necessary internal reinforcement of the strata surrounding both the large and small shield tunnels is carried out within the entrance / exit area. Then, the concourse level is connected to the platform level and equipment level via stairs and escalators. Passengers can reach the section of track arranged in the small shield tunnel 2 through the connecting passage, realizing reasonable passenger flow organization between the concourse and the platform. The connecting passage can also serve as a fire evacuation passage and an equipment maintenance passage. Finally, after all connecting passages and the main structure of the station are completed and an overall load-bearing system is formed, the steel circumferential support structure 16 and the full-span scaffolding 18 in the connecting area can be gradually dismantled, while the frame beam-column system and shield tunnel segments are retained as part of the station's permanent structure, forming a stable and reliable deep-buried mechanical three-circle station structure.

[0053] With this, the deep-buried mechanical method station structure of this utility model is completed.

Claims

1. A deep-buried mechanical method railway station structure, comprising a large shield tunnel (1) and a small shield tunnel (2), characterized in that: Two small shield tunnels (2) are arranged on both sides of the tunnel direction of the large shield tunnel (1). The two small shield tunnels (2) and the large shield tunnel (1) are connected by a connecting passage within the station area to form a three-circle cross-section station space. The large shield tunnel (1) is equipped with a large shield hybrid support structure at the location of the connecting passage, and the small shield tunnel (2) is equipped with a small shield hybrid support structure at the location of the connecting passage.

2. The deep-buried mechanical method station structure according to claim 1, characterized in that: The large shield tunnel (1) provides the main space of the station, the small shield tunnel (2) provides the track space of the station, the starting shaft and receiving shaft of the large shield provide the ventilation shaft and equipment area space of the station, the first basement level of the main station is the concourse level, the second basement level is the platform level, and the third basement level is the equipment room and emergency evacuation level. Both the large shield tunnel (1) and the small shield tunnel (2) adopt standard ring width segments, and a breakable segment strip (19) is arranged at the location of the connecting passage. The breakable segment strip (19) is composed of several rings of breakable segments arranged adjacent to each other.

3. The deep-buried mechanical method station structure according to claim 1, characterized in that: The large shield tunnel hybrid support structure includes a large shield tunnel inner frame beam (5) arranged circumferentially inside the large shield tunnel (1), and several large shield tunnel inner frame columns (6) set at the large shield tunnel inner frame beam (5). The large shield tunnel inner frame columns (6) are set on concrete foundations or track slab foundations (11).

4. The deep-buried mechanical method station structure according to claim 1, characterized in that: The small shield tunnel hybrid support structure includes a small shield tunnel inner frame beam (3) set inside the small shield tunnel inner frame beam (3) facing the large shield tunnel (1), and several small shield tunnel inner frame columns (4) set at the small shield tunnel inner frame beam (3), and the small shield tunnel inner frame columns (4) set on a concrete foundation or track slab foundation (11).

5. A deep-buried mechanical method station structure according to claim 3 or 4, characterized in that: The shield segments of the large shield tunnel (1) and the small shield tunnel (2) are equipped with pre-embedded steel sleeves or pre-embedded steel plates (10), which are connected to the inner frame beams (5) of the large shield tunnel and the inner frame beams (3) of the small shield tunnel.

6. The deep-buried mechanical method station structure according to claim 1, characterized in that: In the case where the pre-embedded steel sleeve or the pre-embedded steel plate (10) is the pre-embedded steel sleeve, the longitudinal steel bars in the inner frame beam (5) of the large shield tunnel and the inner frame beam (3) of the small shield tunnel are bent and inserted into the pre-embedded sleeve and fixed by grouting with non-shrink grout. When the embedded steel sleeve or embedded steel plate (10) is an embedded steel plate, the ends of the longitudinal steel bars in the inner frame beam (5) of the large shield tunnel and the inner frame beam (3) of the small shield tunnel are welded to the embedded steel plate.

7. The deep-buried mechanical method station structure according to claim 1, characterized in that: The connecting channel includes a connecting channel top plate (13), a connecting channel bottom plate (14), and a connecting channel side wall (15). The connecting channel is formed by the internal enclosure of the connecting channel top plate (13), the connecting channel bottom plate (14), and the connecting channel side wall (15). The two ends of the connecting channel top plate (13), the connecting channel bottom plate (14), and the connecting channel side wall (15) are respectively connected to the large shield tunnel (1) and the small shield tunnel (2).

8. A deep-buried mechanical method station structure according to claim 1, characterized in that: The small shield tunnel (2) is equipped with a steel circumferential support structure (16), which is connected to the tunnel segments, the small shield internal frame beam (3), the concrete foundation or the track slab foundation (11).

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