Interactive construction method of station auxiliary structure under high-voltage line and shallow covered tunnel side crossing

Abstract

The present invention relates to the technical field of tunnel side-crossing construction methods, and specifically to a method for interactive side-crossing construction of ancillary structures of a high-voltage line station and a shallow overburden tunnel. The method comprises the following steps: a first step is to determine a construction site and configure construction equipment; at the construction site, mainly entrance and exit construction and tunnel side-crossing construction are carried out; a second step is to determine a construction period, and the entrance and exit are divided into two phases for construction, and assembly and commissioning of a shield machine for tunnel side-crossing construction are cross-constructed with a first-phase structure of the entrance and exit, thereby shortening the construction period; a third step is to construct the first-phase structure of the entrance and exit, and a retaining pile structure is set at the entrance and exit construction site, and glass fiber piles are constructed within the upper and lower rated ranges of the shield center side-crossing area to enhance structural safety and stability; during the process, assembly and commissioning of the shield machine and reinforcement of the shield starting section are simultaneously carried out; a fourth step is to start excavation and side-cross the entrance and exit, and a shield segment formed once is used during the excavation process, and multiple compensating grouting is performed to achieve controllable ground settlement.

Description

Technical Field

[0001] The present invention relates to the technical field of tunnel side-crossing construction methods, and in particular to a method for interactive side-crossing construction of an auxiliary structure of a station under a high-voltage line and a shallow covered tunnel. Background Art

[0002] As urban rail transit networks develop, shield tunneling projects through stations are increasingly common. Construction of subway station ancillary projects beneath overhead high-voltage lines, near which many residents, hospitals, and industrial plants reside, can be costly, and the approval process is lengthy. This makes relocating or upgrading the lines impossible, necessitating targeted changes to the project's construction methods.

[0003] While there is considerable experience and research in the use of underground tunneling to penetrate existing stations, there is relatively little research nationwide on the use of large-diameter shield tunneling to penetrate existing station ancillary structures at very close range (195mm). The stringent requirements for measuring the inclination of existing station ancillary piles and controlling ground settlement in shallow overburden are particularly rare in domestic subway construction. This project presents significant construction difficulties and safety risks, coupled with a tight construction schedule, earning it the designation of a major, high-risk project.

[0004] In actual construction scenarios, when the subway tunnel is relatively close to the existing station auxiliary level and the cover soil depth is only 9.7m, the soil quality is the station excavation backfill soil, and the soil quality is extremely poor. If the tunnel is constructed by the dark excavation method, the construction process is cumbersome, the construction requirements are high, and the risk is relatively high. A slight carelessness may cause deformation of the initial support and poor control of ground subsidence. At the same time, in terms of construction period, due to the overlap of construction periods, the conventional plan is to carry out shield tunneling after the entrance and exit construction is completed and the backfill is completed, which results in a tight construction period. Therefore, the present invention has developed a method for interactive construction of station auxiliary structures under high-voltage lines and shallow cover tunnels to solve the problems existing in the prior art. Summary of the Invention

[0005] The purpose of the present invention is to provide a method for the interactive side-crossing construction of station auxiliary structures under high-voltage lines and shallow covered tunnels, so as to solve the problem in the prior art of limited ultra-close side-crossing construction between station auxiliary structures under 220KV high-voltage lines and shallow covered large-diameter tunnels.

[0006] The technical solution of the present invention is: a method for interactive side-through construction of auxiliary structures of a station under a high-voltage line and a shallow covered tunnel, comprising:

[0007] a. Determine the construction site and deploy construction equipment. At the construction site, primarily carry out entrance and exit construction and tunnel side crossing. Subsequently, determine the horizontal clearance between the entrance and exit contours and the tunnel contours.

[0008] b. Determine the construction period, with the entrance and exit construction divided into two phases: the assembly and commissioning of the shield machine for tunnel side penetration construction and the construction of the first phase of the entrance and exit structure will be carried out in parallel; after the first phase of the entrance and exit structure is topped out, the shield machine will start the tunnel side penetration structure, followed by the second phase of the entrance and exit construction;

[0009] c. Construction of the first phase of the entrance and exit structure: a retaining pile structure is set up at the entrance and exit construction site. A high-voltage line is placed across the local area enclosed by the retaining pile structure. The main foundation pit is then excavated until the structure is capped. During the construction of the retaining pile structure, fiberglass piles are installed within the upper and lower rated ranges of the shield center side penetration area. During this process, the shield machine is assembled and debugged, and the shield starting section is reinforced.

[0010] d. The shield machine begins to excavate and advance sideways through the entrance and exit. During the excavation process, one-time formed shield segments are used and multiple compensatory grouting is carried out.

[0011] Preferably, in step a, the construction equipment mainly includes a crawler crane, a shield machine, a grouting machine, and a slurry mixer; insulation measures are added to the crawler crane before assembly, and a grounding device is added to the crane and the roadbed.

[0012] Preferably, in step c, the shield starting section is reinforced, mainly including using pipe sheds and ground sleeve valve pipe grouting to reinforce the soil covering the vault area;

[0013] The pipe roof is arranged within the range of 110°-130° of the arch, and the opening of the pipe roof is arranged at the position of 240-265mm from the excavation contour line of the shield arch. Cement slurry is used for grouting.

[0014] The reinforcement range of the ground sleeve valve pipe is 4.05-4.35m outside the shield contour line, 14.5-15.6m longitudinally, and the depth is 0.9-1.2m below the tunnel arch bottom.

[0015] Preferably, in step c, the main foundation pit formed by the entrance and exit, including at least the side wall on the side of the shield side penetration, is supported by embedded steel plates and steel supports.

[0016] Preferably, in step c, during the construction of the entrance and exit, a side wall pressure box stress monitoring instrument is synchronously embedded to measure the inclination of the retaining pile structure, the support axial force and the side wall stress monitoring within the side penetration range during the tunnel side penetration construction.

[0017] Preferably, in step c, before the construction of the first phase structure of the entrance and exit, an overhead line height limit frame is constructed to define the minimum vertical distance and minimum horizontal distance between the high-voltage line and the building.

[0018] Preferably, in step d, the tunneling speed of the shield machine is controlled at 30-45 mm / min, the horizontal posture is controlled at ±20°, and the single-ring deviation correction is controlled at ±5 mm.

[0019] Preferably, during the tunneling process of the shield machine, the gap between the shield segments and the surrounding rock is filled and compacted by controlling the grouting volume and grouting pressure;

[0020] The grouting volume shall not be less than 7.5m 3 During the grouting process, ensure that the pipelines are grouting at the same time, the upper grouting pressure is not greater than 0.3Mpa, and the lower grouting pressure is not greater than 0.34Mpa.

[0021] Preferably, the soil pressure is controlled at about 0.8 bar during excavation, and maintained at about 1.0 bar during shutdown;

[0022] The thrust of the shield machine is controlled at 11,000-18,000 KN, the torque is controlled at 1,300 KN·m-2,000 KN·m, and the cutterhead speed is controlled at 1.9-2.0 rpm.

[0023] Preferably, the soil improvement is strengthened during the excavation process, and the amount of foam agent used per ring is 3.8-4.2m 3 , add mud 22-28m 3 The slag discharge volume is controlled at 7-8 buckets, and the slag discharge volume of a single ring is not more than 145m 3 , weight not exceeding 255T.

[0024] Compared with the prior art, the advantages of the present invention are:

[0025] (1) In scenarios where the horizontal clearance between the entrance and exit contour lines and the tunnel contour lines is relatively close, shield construction technology is used to achieve controllable ground settlement through reinforcement of the shield starting section, one-time forming of the shield segments, and multiple compensatory grouting.

[0026] (2) Before assembling the crawler crane, insulation measures should be added and grounding devices should be added to the crane and roadbed to ensure that risks are controllable and a safe distance is maintained between the crawler crane boom and the high-voltage transmission lines. At the same time, there is no need to relocate or modify the high-voltage lines, and there is no impact on nearby buildings and structures.

[0027] (3) By constructing fiberglass piles, embedded steel plates and steel supports, reinforcing the starting section of the shield, and carrying out interactive construction, the overall safety and stability of the tunnel and structure were enhanced, the construction period was short and the safety was high.

[0028] (4) The pre-buried side wall pressure box stress monitoring instrument is used to measure the inclination of the retaining pile structure, the support axial force and the side wall stress within the side crossing range during the tunnel side crossing construction, so as to facilitate the timely adjustment of the excavation parameters and ensure the construction efficiency.

[0029] (5) By rationally controlling the tunneling parameters and grouting parameters of the shield machine, the disturbance to the entrance and exit structure when the shield machine passes through the entrance and exit sideways can be reduced, and over-excavation and disturbance of the soil can be avoided; by strengthening the improvement of the slag, the continuity and plasticity of the slag can be maintained. BRIEF DESCRIPTION OF THE DRAWINGS

[0030] The present invention will be further described below with reference to the accompanying drawings and embodiments:

[0031] Figure 1 This is a process flow chart of the interactive construction method of the auxiliary structure of the station under the high-voltage line and the side penetration of the shallow covered tunnel according to the present invention;

[0032] Figure 2 This is a schematic cross-sectional view of the entrance and exit and the tunnel excavation surface of the present invention;

[0033] Figure 3 This is a layout diagram of the stress monitoring points at the entrances and exits of the present invention and a distribution diagram of the shield segments.

[0034] Among them: 1. Entrance and exit;

[0035] 11. Entrance and exit outlines, 12. Retaining pile structure, 13. Fiberglass piles, 14. Stress monitoring points;

[0036] 2. Tunnel;

[0037] 21. Tunnel outline, 22. Shield segments. DETAILED DESCRIPTION

[0038] The present invention is further described in detail below with reference to specific embodiments:

[0039] For ease of understanding, let’s first explain the application scenario of this application. A 220KV high-voltage line crosses partially above the B2 port (entrance and exit) of a certain station. The right line of the shield tunnel section in the middle ventilation shaft starts from the ultra-close side crossing of the station’s auxiliary B2 port. The horizontal net distance between the shield tunnel excavation contour line and the B2 port retaining structure is only 195mm. Considering the construction deviation, the construction risk is high. Therefore, this application has formed a set of ultra-close side crossing interactive construction technology between the station auxiliary structure under the high-voltage line and the shallow covered large-diameter tunnel.

[0040] like Figure 1 、 Figure 2 As shown, a method for the interactive construction of the auxiliary structure of the station under the high-voltage line and the side crossing of the shallow covered tunnel is as follows:

[0041] (1) Determine the construction site and surrounding scenes;

[0042] At the construction site, the construction of the entrance and exit 1 and the side crossing of the tunnel 2 are mainly carried out; then the horizontal clearance between the entrance and exit contour line 11 and the tunnel contour line 21 is determined simultaneously; this application can be applied to the ultra-close horizontal clearance, which is generally set to a distance of less than 500mm; Figure 2 As shown, taking a certain site as an actual application example, the horizontal clear distance (distance s) between the entrance and exit contour line 11 and the tunnel contour line 21 is 195 mm, the cover soil depth is shallow, only 9.7 m, and there is a high-voltage line crossing above part of the construction site.

[0043] (2) Construction preparation and configuration of construction equipment;

[0044] The construction equipment mainly includes crawler crane (25t), shield machine, grouting machine (Gz5), slurry mixer (200L); it also includes spray anchor equipment, backup diesel generator, etc.

[0045] As the construction site is located under high-voltage lines, insulation measures are added before the crawler crane is assembled, and grounding devices are added to the crane and roadbed to ensure that risks are controllable and a safe distance is maintained between the crawler crane boom and the high-voltage transmission lines. At the same time, there is no need to relocate or modify the high-voltage lines, and there is no impact on nearby buildings and structures.

[0046] At the same time, relevant construction materials are prepared, mainly including steel plates (10mm), steel supports (φ609, wall thickness 16mm), cement (PO42.5), load-bearing ropes, warning materials (light strips, colorful flags, warning signs, etc.), insulating nets, etc.

[0047] (3) Figure 1 As shown, the construction period and process are determined, where the entrance and exit are divided into two phases of construction, the assembly and commissioning of the shield machine used for tunnel side penetration construction and the cross-construction of the first phase structure of the entrance and exit; after the first phase structure of the entrance and exit is topped off, the shield machine starts the tunnel side penetration structure, and then the second phase construction of the entrance and exit is carried out.

[0048] (4) Construction of overhead line height limit frames;

[0049] According to Article 4.1.22 of the "Technical Regulations for Safety in the Use of Construction Machinery," the minimum vertical safety distance for 220kV high-voltage lines is 6m, and the minimum horizontal safety distance is 6m. According to Article 13.0.4 of the "Design Specifications for 110kV to 750kV Overhead Transmission Lines," the minimum vertical distance from 110kV conductors to buildings should be 5m, and the minimum horizontal distance should be 4m.

[0050] The construction process of overhead line height limit frame is as follows:

[0051] a. Measure and lay out to determine the buried position of the pole;

[0052] b. The buried depth of the pole body is 3m, and the slope is excavated to the bottom elevation of the foundation. The slope around it is 1:1, and a 15cm C30 concrete cushion is applied;

[0053] c. Fix the steel strand and red light strip on the top of the pole, and place colored flags every 50cm on the steel strand. The installation height must be at least 0.3m away from the communication line.

[0054] d. The pole body is buried using a 25t crawler crane in conjunction with manual installation. After the C30 concrete is poured and the guy rope is tightened to ensure the pole body is vertical, the crane hook is removed;

[0055] e. After the concrete strength reaches 100%, the guy rope can be removed and the steel strand can be tensioned.

[0056] (5) Construction of the first phase of the entrance and exit 1 structure: a retaining pile structure 12 is set up at the entrance and exit construction site. A high-voltage line is crossed above the local area surrounded by the retaining pile structure 12. The main foundation pit is then excavated until the structure is capped. During the construction of the retaining pile structure 12, glass fiber piles 13 are constructed within the upper and lower rated ranges of the shield center side penetration area. During the process, the shield machine is assembled and debugged, and the shield starting section is reinforced simultaneously.

[0057] Specifically, the main foundation pit formed by the entrance and exit 1, including at least the side wall biased towards the shield side penetration, is supported by embedded steel plates and steel supports to further enhance the strength and stability of the entrance and exit structure when the shield side penetrates.

[0058] During the construction of entrance and exit 1, if Figure 3 As shown, a synchronous pre-buried side wall pressure box stress monitoring instrument is installed at the stress monitoring point 14 and is used to measure the inclination, support axial force and side wall stress of the retaining pile structure 12 within the side crossing range during tunnel side crossing construction.

[0059] Regarding fiberglass piles 13, Figure 2 As shown in the figure, the fiberglass piles are set within the rated range of 1m above and below the side penetration area of ​​the shield center, that is, a total of 2m are set, that is, the distance L shown in the figure. The fiberglass piles, as a reinforcing material, enhance the overall safety and stability of the entrance and exit structure and reduce the impact of subsequent shield side penetration on the entrance and exit structure.

[0060] The entrance and exit structures are constructed with early-strength concrete to ensure structural strength. Once the strength reaches 35MPa, subsequent shield tunneling can be started.

[0061] The shield starting section was reinforced simultaneously with the first-phase structure of the entrance and exit, mainly including the use of pipe sheds and ground sleeve valve pipe grouting to reinforce the soil covering the arch area; among them, the pipe shed was arranged within the range of 110°-130° of the arch, and the pipe shed opening was arranged at a position of 240-265mm from the excavation contour line of the shield arch, and cement slurry was used for grouting; the ground sleeve valve pipe reinforcement range was 4.05-4.35m outside the shield contour line, 14.5-15.6m longitudinally, and 0.9-1.2m deep below the tunnel arch bottom.

[0062] In actual construction scenarios, the pipe roof is arranged within a 120° range of the arch, and the pipe roof opening is arranged 250mm from the excavation contour line of the shield arch. Cement slurry is used for grouting. The ground sleeve valve pipe reinforcement range is 4.15m outside the shield contour line, 15m longitudinally, and 1m deep below the tunnel arch bottom. After the reinforcement is completed, core sampling is taken for testing.

[0063] (6) The shield machine begins to excavate and advance sideways through the entrance and exit. During the excavation process, a shield segment 22 formed in one step is used, and multiple compensation grouting is carried out. At the same time, ground monitoring points are arranged.

[0064] Specifically, the shield machine uses an earth pressure balance shield machine with a cutterhead excavation surface of φ8610mm. Since the construction of the shield side penetration entrance and exit has many factors that affect the structure, mainly the influence of construction parameters such as soil bin pressure, advancement speed, total thrust, excavation volume, cutterhead speed, grouting volume and grouting pressure, it is necessary to optimize the construction excavation parameters.

[0065] First, the excavation surface is kept stable by controlling the amount of slag discharged. The pressure in the soil bin is kept constant by adding air to maintain pressure, and its fluctuation is kept within the minimum range as much as possible. The amount of excavated soil needs to be strictly controlled during the process, and the amount of slag discharged should not exceed 145m3. 3 .

[0066] Second, we strengthened soil conditioning. The foam concentrate ratio was adjusted from 2% to 2.5%, the gas:liquid mixture ratio was adjusted to 12:1, and the foam injection rate was adjusted to 50%-60%. During excavation, the foam lines were kept fully open, and water was added to the soil silo based on soil conditioning progress. Particular attention was paid to soil conditioning in the center of the cutterhead to maintain soil continuity and fluidity.

[0067] Third, the tunneling speed was controlled, with the shield machine passing through the B2 entrance sideways to avoid large speed fluctuations. This prevents problems such as increased soil bin pressure and incomplete grouting caused by excessive speed. Excessively slow tunneling prolonged the disturbance of the ground. Therefore, the tunneling speed was planned to be maintained at 30-45 mm / min to ensure a uniform speed for the shield machine to pass through the B2 entrance, minimizing disturbance to the structure.

[0068] Fourth, strict linear and attitude control should be implemented during shield tunneling. Attitude adjustments should be minimal, not excessive, and corrections should be minimized. The horizontal attitude should be maintained within ±20°, and single-loop corrections should be controlled within ±5mm to avoid overexcavation and disturbance of the soil.

[0069] Fifth, set a reasonable grouting volume and grouting pressure to ensure that the gap between the shield segment 22 and the surrounding rock can be filled and compacted in time; based on the protection of the entrance and exit structure and the prevention of ground subsidence, the grouting volume shall not be less than 7.5m 3 During the grouting process, the pipelines were grouted simultaneously, with the upper grouting pressure no greater than 0.3 MPa and the lower grouting pressure no greater than 0.34 MPa. During actual construction, grouting parameters were adjusted promptly based on feedback from stress monitoring points and ground monitoring points. During shield construction, the simultaneous grouting mix ratio was adjusted to: 300 kg of cement, 240 kg of fly ash, 370 kg of water, 80 kg of bentonite, and 750 kg of sand, with an initial setting time of 6-8 hours.

[0070] Sixth, tunneling parameter control;

[0071] Soil pressure control: Based on geological conditions and burial depth, soil pressure is controlled at around 0.8 bar, and the shutdown pressure is maintained at around 1.0 bar.

[0072] Thrust Control: Thrust is controlled between 11,000 and 18,000 kN, which is related to tunneling speed. Torque is controlled between 1,300 kN·m and 2,000 kN·m to ensure uniform shield tunneling speed. To minimize soil disturbance, the cutterhead speed is controlled between 1.9 and 2.0 rpm. During the process, strict monitoring of surface and structural monitoring data is performed, and appropriate parameter adjustments are made based on this data.

[0073] h: Slag discharge control: Strengthen slag improvement during excavation, and use 4m3 of foaming agent per ring. 3 About, add mud 25m 3 The slag discharge volume is controlled at about 7.5 buckets to ensure uniform slag discharge. The slag discharge volume of a single ring is less than or equal to 145m 3 , weight ≤255T.

[0074] In summary, the main construction scenarios of this application include:

[0075] First, the horizontal clearance s between the entrance and exit contour lines and the tunnel contour line 21 is 195 mm;

[0076] Second, the cover soil is shallow, only 9.7m deep;

[0077] Third, there are high-voltage power lines crossing over part of the construction site.

[0078] For the three extreme scenarios above, this application adopts the following measures to overcome each:

[0079] First, interactive construction is implemented to avoid overlapping construction schedules that could cause the shield excavation profile to conflict with some retaining pile structures, and to avoid partial pile grinding during side penetration, thus ensuring construction and structural safety. At the same time, the shield machine's excavation speed and posture are strictly controlled.

[0080] Second, the shield starting section is reinforced, the shield segments are formed in one step, and multiple compensation grouting is performed;

[0081] Third, the construction of overhead line height limit frames ensures construction safety. At the same time, insulation measures are added before the crawler crane is assembled, and grounding devices are added to the crane and roadbed to ensure that risks are controllable and a safe distance is maintained between the crawler crane boom and the high-voltage transmission lines.

[0082] The implementation of these measures further reduced construction time and project costs. This is primarily due to the fact that interactive construction significantly shortened the construction period, reduced the impact of tunnel construction on entrance and exit construction, effectively improved the quality and safety of the completed tunnel, and significantly reduced construction time and emergency rescue costs.

[0083] The above embodiments are only for illustrating the technical concept and features of the present invention, and their purpose is to enable people familiar with this technology to understand the content of the present invention and implement it accordingly, and they are not intended to limit the scope of protection of the present invention. For those skilled in the art, it is obvious that the present invention is not limited to the details of the above exemplary embodiments, and the present invention can be implemented in other specific forms without departing from the spirit or basic characteristics of the present invention. Therefore, no matter from which point of view, the embodiments should be regarded as exemplary and non-restrictive. The scope of the present invention is defined by the appended claims rather than the above description, and it is intended that all changes that fall within the meaning and scope of the equivalent elements of the claims are included in the present invention.

Claims

1. A method for the interactive construction of auxiliary structures of a station under a high-voltage line and a shallow covered tunnel, characterized in that: include: a. Determine the construction site and deploy construction equipment. Construction equipment primarily includes crawler cranes, shield machines, grouting machines, and grout mixers. Before assembling the crawler cranes, insulation measures must be added, and grounding devices must be added to the cranes and roadbed. At the construction site, construction of entrances and exits and tunnel side crossings must be primarily performed. Subsequently, the horizontal clearance between the entrance and exit outlines and the tunnel outline must be determined simultaneously. b. Determine the construction period, with the entrance and exit construction divided into two phases: the assembly and commissioning of the shield machine for tunnel side penetration construction and the construction of the first phase of the entrance and exit structure will be carried out in parallel; after the first phase of the entrance and exit structure is topped out, the shield machine will start the tunnel side penetration structure, followed by the second phase of the entrance and exit construction; c. Construction of the first phase of the entrance and exit structure: a retaining pile structure is set up at the entrance and exit construction site. A high-voltage line is crossed above the local area surrounded by the retaining pile structure. The main foundation pit is then excavated until the structure is capped. During the construction of the retaining pile structure, glass fiber piles are constructed within the upper and lower rated ranges of the shield center side penetration area. During the process, the shield machine is assembled and debugged, and the shield starting section is reinforced. The reinforcement of the shield starting section mainly includes the use of pipe sheds and ground sleeve valve pipe injection to cover the arch range. Grouting reinforcement; the pipe shed is arranged within the range of 110°-130° of the arch, with the pipe shed opening located 240-265mm from the shield arch excavation contour line, and cement slurry is used for grouting; the ground sleeve valve pipe reinforcement range is 4.05-4.35m outside the shield contour line, 14.5-15.6m longitudinally, and 0.9-1.2m deep below the tunnel arch bottom; the main foundation pit formed by the entrance and exit, including at least the side wall on the side of the shield side penetration, is supported by embedded steel plates and steel supports; d. The shield machine begins to excavate and advance sideways through the entrance and exit. During the excavation process, one-time formed shield segments are used and multiple compensatory grouting is carried out.

2. The method for alternately constructing the auxiliary structure of a station under a high-voltage line and a shallow covered tunnel through a side passage according to claim 1, characterized in that: In step c, during the construction of the entrance and exit, a side wall pressure box stress monitoring instrument is synchronously embedded to measure the inclination of the retaining pile structure, the support axial force and the side wall stress monitoring within the side crossing range during the tunnel side crossing construction.

3. The method for alternately constructing the auxiliary structure of a station under a high-voltage line and a shallow covered tunnel through a side passage according to claim 1 is characterized by: In step c, before the construction of the first phase structure of the entrance and exit, the overhead line height limit frame is constructed to define the minimum vertical distance and minimum horizontal distance between the high-voltage line and the building.

4. The method for alternately constructing the auxiliary structure of a station under a high-voltage line and a shallow covered tunnel through a side passage according to claim 1 is characterized in that: In step d, the tunneling speed of the shield machine is controlled at 30-45 mm / min, the horizontal posture is controlled at ±20°, and the single-ring deviation correction is controlled at ±5 mm.

5. The method for alternately constructing the auxiliary structure of a station under a high-voltage line and a shallow covered tunnel through a side passage according to claim 4, characterized in that: During the tunneling process of the shield machine, the gap between the shield segments and the surrounding rock is filled and compacted by controlling the grouting volume and grouting pressure; wherein, the grouting volume shall not be less than 7.5m 3 During the grouting process, ensure that the pipelines are grouting at the same time, the upper grouting pressure is not greater than 0.3Mpa, and the lower grouting pressure is not greater than 0.34Mpa.

6. The method for alternately constructing the auxiliary structure of a station under a high-voltage line and a shallow covered tunnel through a side passage according to claim 5, characterized in that: During excavation, the soil pressure is controlled at around 0.8 bar, and the shutdown pressure is maintained at around 1.0 bar; the thrust of the shield machine is controlled at 11,000-18,000 KN, the torque is controlled at 1,300 KN·m-2,000 KN·m, and the cutterhead speed is controlled at 1.9-2.0 rpm.

7. The method for alternately constructing the auxiliary structure of a station under a high-voltage line and a shallow covered tunnel through a side passage according to claim 6, characterized in that: Strengthen the improvement of soil during excavation, and use 3.8-4.2m3 of foam agent per ring. 3 , add mud 22-28m 3 The slag discharge volume is controlled at 7-8 buckets, and the slag discharge volume of a single ring is not more than 145m 3 , weight not exceeding 255T.

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