A method for entering a cave using an arched seat

Abstract

This invention relates to the field of bridge construction technology, specifically to a method for arch seat entry into a tunnel, comprising the following steps: dividing the arch seat into an upper excavation area, a passage area, and a support area; dividing the support area into several equilateral and inverted triangular areas, with the equilateral triangular area at the nth layer designated as the nth-order triangular support wall; excavating the upper excavation area and installing the support arch frame until the face of the upper excavation area is level with or below the bottom surface of the nth-order triangular support wall; excavating the passage area and the support area until the face of the passage area is level with the bottom surface of the nth-order triangular support wall, and forming nth-order triangular support walls on both sides of the passage area; extending the support arch frame to connect with the nth-order triangular support wall. This invention effectively provides construction machinery positioning and working space through the passage area, and effectively supports the arch frame through the support area, overcoming the technical problem of low excavation efficiency caused by the inability of machinery to be positioned when using inclined shaft excavation.

Description

Technical Field

[0001] This invention relates to the field of bridge construction technology, and in particular to a method for arch seat entry into a tunnel. Background Technology

[0002] When constructing bridge arch foundations, it is necessary to first excavate a pit of the corresponding shape at the predetermined location of the arch foundation. As the excavation progresses, supporting arch frames are continuously installed inside the pit to prevent the pit from collapsing. After the excavation is completed, steel bars are tied and concrete is poured inside the pit to form the arch foundation. Existing methods for excavating arch foundation pits generally refer to the inclined shaft excavation method used in tunnel construction. However, bridge arches are often set at an angle. For example, in a certain plateau region, the angle between the center line of the arch abutment and the horizontal plane exceeds 45°. In this case, if the inclined shaft excavation method is used, the bottom surface inside the arch abutment pit will also have a corresponding angle with the horizontal plane, making it difficult for both personnel and equipment to stand and carry out construction inside the pit. This results in low efficiency or even difficulty in carrying out arch foundation excavation. Therefore, it is urgent to develop a new method for arch foundation entry into the pit. Summary of the Invention

[0003] The purpose of this invention is to overcome the technical problem of low excavation efficiency caused by the inability of machinery to be positioned when using inclined shaft excavation, and to provide an arch-supported tunneling method.

[0004] In a first aspect, the present invention provides a method for arch seat entry into a hole, comprising the following steps: S1. Divide the arch abutment into an upper excavation area and a lower excavation area along the first direction; the first direction is parallel to the height direction of the arch abutment cross-section. Divide the lower excavation area into a passage area and two support areas located on both sides of the passage area along the second direction; the second direction is parallel to the width direction of the arch abutment cross-section. Divide the support area into several equilateral triangular areas and inverted triangular areas along the first direction, the plumb line, and the third direction; the third direction is parallel to the length direction of the arch abutment. Let the equilateral triangular area located on the nth layer along the plumb line be the nth-order triangular support wall, n=1, 2, 3…; S2. Excavate the upper excavation area and set up supporting arches at intervals along the third direction in the upper excavation area until the working face of the upper excavation area is advanced along the third direction to be level with or lower than the bottom surface of the nth triangular support wall. S3. Excavate the lower excavation area until the tunnel face advances along the plumb line to be flush with the bottom surface of the nth triangular support wall, and form the nth triangular support wall on both sides of the tunnel area; extend the support arch to connect with the side of the nth triangular support wall facing the upper excavation area, and / or extend the support arch to connect with the exposed bottom surface of the lower excavation area. S4. Repeat S2 to S3, incrementing the value of n by one each time, until the face of the upper excavation area is advanced to the bottom of the arch. S5. Repeat S3, incrementing the value of n by one each time, until the tunnel face is level with the bottom of the last triangular support wall; excavate the remaining part of the lower excavation area, extend the support arch to connect with the bottom of the lower excavation area, and complete the excavation of the arch seat.

[0005] This scheme divides the arch support into an upper excavation area, a passage area, and a support area, and adopts different excavation methods for each of these areas. The working face of the upper excavation area advances along a third direction, ensuring that the cross-sectional shape and dimensions of the upper excavation area remain constant. Consequently, the shape and dimensions of the support arches installed within the upper excavation area can also remain uniform. This eliminates the need to design different excavation plans and support arch support plans for different cross-sections, thereby significantly improving the standardization of the support arches, reducing the design and manufacturing difficulty and management costs, and increasing the operational efficiency and speed of excavation in the upper excavation area, as well as the installation efficiency and speed of the support arches.

[0006] For the support area, this scheme divides the support area into several equilateral triangular areas (the vertex is above the base) and inverted triangular areas (the vertex is below the base). The equilateral triangular areas are set as triangular support walls, and are gradually excavated downwards as the tunnel face advances. On the one hand, this ensures that the normal direction of the side of the triangular support wall facing the excavation area is parallel to the first direction. Thus, when the support arch is connected to the triangular support wall, the load transfer direction within the support arch is consistent with the load transfer direction after the arch seat construction is completed, the only difference being the length. That is, in this scheme, the stress on the support arch always matches the actual operating condition of the arch seat. This is beneficial for maximizing the use of the design strength of the support arch during excavation to ensure the safety of construction inside the tunnel and reduce the safety hazard of pit collapse. It is also beneficial for maintaining the consistency of the stress on the support arch during the construction state of the arch seat with the actual operating state of the arch seat. This helps to reduce the design difficulty of the support arch and reduce the risk of deformation or even damage to the support arch during construction due to loads inconsistent with the actual operating state of the arch seat.

[0007] Furthermore, when excavating the support area layer by layer to form triangular support walls of various levels, this solution only needs to continuously extend the support arch along the first direction to keep the support arch supported on the triangular support wall. Since the support arch itself is set along the first direction, this solution can also keep the load direction inside the support arch parallel to the setting direction of the support arch while continuously extending the support arch, avoiding the situation where the load transfer direction and the setting direction of the support arch make an angle, which would cause eccentric compression inside the support arch and ultimately lead to instability.

[0008] Due to the geometry of the arch seat, after the excavation work reaches below the bottom elevation of the arch seat opening, the bottom surface of the lower excavation area will gradually be exposed. At this time, the supporting arch frame can be connected to the exposed bottom surface of the lower excavation area, so that the connection state of this part of the supporting arch frame is consistent with the state after the arch seat construction is completed, and there is no need to extend this part of the supporting arch frame in the future.

[0009] For the passage area, since the passage area does not involve the support of the supporting arch, this scheme advances the working face of the passage area along the vertical direction. On the one hand, it can form a working plane in the upper part of the passage area that can be used to move and park construction equipment, so as to improve the excavation efficiency of the upper excavation area and the support area; on the other hand, it can also reduce the excavation difficulty of the passage area itself.

[0010] Preferably, in S3, when n is greater than one and it is necessary to excavate the (n-1)th triangular support wall, the (n-1)th triangular support wall on one side is first excavated to expose the bottom surface of the corresponding nth triangular support wall or part of the excavated area, and the corresponding side of the support arch is connected to the bottom surface of the nth triangular support wall or the excavated area; then the (n-1)th triangular support wall on the other side is excavated to expose the bottom surface of the corresponding nth triangular support wall or part of the excavated area, and the corresponding side of the support arch is connected to the bottom surface of the nth triangular support wall or the excavated area.

[0011] Since the triangular support walls of each level are distributed along the plumb line in the support area, when excavating the lower excavation area to advance the working face of the passage area and expose the nth level triangular support wall or the bottom surface of the lower excavation area, it is necessary to excavate the (n-1)th level triangular support wall and the inverted triangular area below the (n-1)th level triangular support wall. This will cause the bottom of the corresponding support arch to be temporarily suspended before extension. If the (n-1)th level triangular support walls on both sides of the passage area are excavated at the same time, the support arches on both sides of the corresponding support arch will be suspended, which will increase the safety hazards of construction inside the tunnel.

[0012] Therefore, this plan recommends that when excavating the (n-1)th triangular support wall, the (n-1)th triangular support wall on one side should be excavated first to expose the nth triangular support wall. After extending the support arch on the corresponding side to properly connect it with the nth triangular support wall or the bottom surface of the excavated area, the (n-1)th triangular support wall on the other side and the support arch on the corresponding side should be excavated. This approach can avoid the situation where both sides of the support arch are suspended, thereby improving the safety of construction inside the tunnel.

[0013] Preferably, in S3, when n is greater than two and it is necessary to excavate the (n-1)th triangular support wall, the (n-1)th triangular support wall away from the arch seat opening is excavated first to expose the bottom surface of the corresponding nth triangular support wall or part of the lower excavation area, and the corresponding support arch is connected to the exposed nth triangular support wall or the bottom surface of the lower excavation area. Then, the (n-1)th triangular support wall near the arch seat opening is excavated to expose the bottom surface of the corresponding nth triangular support wall or part of the lower excavation area, and the corresponding support arch is connected to the exposed nth triangular support wall or the bottom surface of the lower excavation area.

[0014] As mentioned above, when excavating the lower excavation area, it is necessary to remove the (n-1)th triangular support wall and the inverted triangular area below the (n-1)th triangular support wall, which will cause the bottom of the corresponding support arch to be temporarily suspended. Due to the geometry of the arch seat, the number of each triangular support wall will gradually increase before the excavation work reaches the bottom elevation of the arch seat opening. If the (n-1)th triangular support wall on one side of the passage area is removed, all the (n-1)th triangular support walls on that side will be removed at the same time, which will cause the support arch on the corresponding side of the support arch to be suspended. Although this is better than the case where both sides of the support arch are suspended, it can still be further optimized.

[0015] Therefore, this plan recommends that when excavating the (n-1)th triangular support wall, the (n-1)th triangular support wall away from the arch abutment opening should be excavated first to expose the corresponding nth triangular support wall. After extending the support arch on the corresponding side to properly connect it with the nth triangular support wall or the bottom surface of the excavated area, the (n-1)th triangular support wall near the arch abutment opening should be excavated and the support arch on the corresponding side should be extended. This approach can avoid the situation where the support arch is completely suspended on one side, thereby further improving the safety of construction inside the tunnel.

[0016] Preferably, when the advancing depth of the working face in the third direction of the upper excavation area is less than or equal to m meters, a water-cooled drill is used to advance the working face; when the advancing depth of the working face in the third direction of the upper excavation area is greater than m meters, a drill-and-blast method is used to advance the working face; the value of m is matched with the trajectory of the blasted flying rocks.

[0017] Drill and blast method is a common tunnel excavation method. When blasting rock, it generates a large amount of flyrock. When applied to the construction of arch abutments of arch bridges, because the arch abutments are set at an incline, the flyrock will be thrown at an angle. This can easily damage not only the construction platform near the arch abutment opening and the equipment parked on the construction platform, but also other constructed structures of the arch bridge. Therefore, compared with tunnel construction, special attention needs to be paid to flyrock protection when using drill and blast method for arch abutment construction.

[0018] However, existing rockfall protection often consists of a rubber buffer layer (blasting cover) covering the tunnel entrance and a rockfall barrier outside the tunnel. But in the case of arch abutment construction, since the rockfalls are thrown at an angle, the rockfall barrier outside the tunnel is difficult to play a role. If only the existing technology is used, the kinetic energy of the rockfalls can only be dissipated by the deformation of the rubber buffer layer. This results in insufficient safety factor for rockfall protection and makes the rubber buffer layer prone to fatigue damage, requiring frequent replacement of the rubber buffer layer. This will increase the hardware cost of the rubber buffer layer and slow down the construction progress of the arch abutment.

[0019] Therefore, this plan selects to first use a water-cooled drill that will not produce flyrock when the working face of the upper excavation area advances to a depth of less than or equal to m meters in the third direction, so as to avoid the possibility of flyrock damaging the structure near the arch abutment opening to the greatest extent. After the working face of the upper excavation area advances to more than m meters in the third direction, the drill-and-blast method will be used to improve construction efficiency. Although flyrock will be produced, since the value of m matches the trajectory of the flyrock, most of its kinetic energy will be dissipated when the flyrock is obliquely thrown to the arch abutment opening, thus greatly reducing or even completely avoiding the damage of flyrock to the structure near the arch abutment opening.

[0020] If a rubber buffer layer is installed at the arch opening, this solution can significantly reduce the impact of flying stones on the rubber buffer layer, thereby improving the service life of the rubber buffer layer, reducing the replacement frequency of the rubber buffer layer, and reducing the corresponding hardware costs.

[0021] Preferably, when using the drill-and-blast method to advance the tunnel face, a rockfall protection device is installed at the opening of the arch abutment. The rockfall protection device includes: A rubber buffer layer covers the arch opening, and several connecting collars are distributed at intervals along the edge of the rubber buffer layer. Fixed anchor bolts are fixedly connected to the arch seat opening, and the number and position of the fixed anchor bolts match the number and position of the connecting collars; An energy-dissipating ring is installed between the connecting collar and the fixed anchor rod. The energy-dissipating ring includes a spiral tube and a limiting sleeve. The spiral tube is spirally wound around the ring, and the limiting sleeve is fitted at the intersection of the spiral tube. The connecting rope has one end connected to the connecting collar and the other end passing through the spiral tube and connected to the fixed anchor rod.

[0022] This solution further prevents flying rocks generated during drill-and-blast construction from exiting the arch abutment opening and damaging other structures near the opening (such as the construction platform, equipment parked on the platform, and other constructed structures of the arch bridge). Compared to existing technologies that only use rubber buffer layers, this solution's flying rock protection device, in addition to the elastic deformation of the rubber buffer layer itself, also causes the energy dissipation ring to deform accordingly. That is, the rubber buffer layer and the energy dissipation ring can work together to dissipate the kinetic energy of the flying rocks, dispersing the kinetic energy of the flying rocks into the rubber buffer layer and the energy dissipation ring. This significantly reduces the peak impact force on the rubber buffer layer and the energy dissipation ring, thereby improving the service life of the rubber buffer layer and the energy dissipation ring, reducing the replacement frequency and corresponding hardware costs, and reducing the negative impact of replacing the rubber buffer layer and the energy dissipation ring on the construction of the arch abutment opening.

[0023] Preferably, steps S2 to S3 further include the following slag removal step: A1. Install a chute on the side of the passage area away from the tunnel. One end of the chute leads to the working face of the passage area, and the other end of the chute extends downward along the first direction. A2. Pour the slag into the slag chute from the top, so that the slag moves down the slag chute and leaves the working face of the channel area.

[0024] This solution connects a chute to the side of the passage area. When muck removal is required, the muck produced in the excavation area is simply poured into the chute. The muck will then automatically slide to the bottom of the chute under gravity, thus leaving the arch abutment cavity and preventing it from obstructing subsequent construction. Compared to existing technologies, this solution eliminates the need for workers to repeatedly drive dump trucks up and down the side of the passage area with a large slope. This significantly improves the efficiency of muck removal operations, saves on the corresponding cost of dump trucks, avoids the safety hazards caused by dump trucks repeatedly climbing and descending slopes, and avoids the problem that dump trucks are not suitable for muck removal operations on steep arch abutments due to insufficient maximum climbing gradient.

[0025] Preferably, steps S2 to S3 further include the following slag removal step: B1. Install a track on the bottom surface of the exposed excavation area. One end of the track leads to the working face of the passage area, and the other end leads to the outside of the arch seat. A muck truck is installed on the track, and the muck truck is connected to the winch outside the arch seat through a traction rope. B2. Use a winch to lower the slag truck to the working face in the passage area, and load the slag into the slag truck; use a winch to pull the slag truck and slag away from the working face in the passage area.

[0026] This solution uses a winch to pull a muck truck along a track to remove slag. Compared to using wheeled self-propelled vehicles to travel along the bottom of the excavated area, this solution has several advantages. First, the maximum gradient depends on the maximum traction force provided by the winch, rather than being limited by the adhesion between the tires and the ground. This allows it to adapt to the construction of arch foundations with larger inclination angles. Second, placing the winch, which powers the muck truck, outside the arch foundation opening prevents falling objects from damaging the winch and causing the muck truck to lose power, become immobile, or even slip and cause a safety accident. Furthermore, even if the winch malfunctions, its location outside the arch foundation opening makes maintenance and repair much more convenient.

[0027] Preferably, at least two triangular support walls have equal dimensions along the first direction.

[0028] The height of the triangular support wall along the first direction matches the extension dimension of each support arch. Therefore, this solution makes the dimensions of at least two triangular support walls along the first direction equal, thereby making the extension dimensions of the corresponding support arch equal. The more triangular support walls with equal dimensions, the fewer types of support arch extension sections of different sizes are required, which is more conducive to improving the standardization of the support arch and correspondingly reducing the design, manufacturing difficulty and management cost of the support arch.

[0029] Preferably, the height of the upper excavation area along the first direction is greater than or equal to 6m.

[0030] This plan recommends a height for the upper excavation area, which provides ample space for the excavator to stand, thereby facilitating the use of the excavator to improve the excavation efficiency of the upper excavation area.

[0031] Preferably, the height of each triangular support wall along the first direction is less than or equal to 3m.

[0032] The height of the triangular support wall along the first direction is matched with the extension dimension of the support arch frame each time. Therefore, this solution makes the height of the triangular support wall along the first direction less than or equal to 3m, which can correspondingly make the extension section of the support arch frame less than or equal to 3m. This length of support arch frame extension section can be moved manually, which can greatly reduce the difficulty of moving and installing the support arch frame extension section.

[0033] Compared with the prior art, the beneficial effects of the present invention are as follows: This invention provides a method for arch seat entry into a tunnel. By dividing the arch seat into an upper excavation area, a passage area, and a support area, and using different excavation methods for each area, the cross-section of the upper excavation area can be kept constant during excavation operations. This also makes the stress on the support arch frame more closely match the actual operating conditions of the arch seat. As a result, the efficiency and speed of arch seat excavation operations can be improved, the design and manufacturing difficulty and management cost of the support arch frame can be reduced, and the safety of construction inside the tunnel can be ensured, reducing the safety hazard of pit collapse. Attached Figure Description

[0034] Figure 1 This is a schematic diagram of the cross-section of the arch seat in the arch seat entry method of the present invention; Figure 2 This is a side view schematic diagram of the arch seat division in an arch seat entry method according to the present invention. Figure 1 ; Figure 3 This is a side view schematic diagram of the arch seat division in an arch seat entry method according to the present invention. Figure 2 ; Figure 4 This is a schematic diagram of the construction steps of an arch-supported tunneling method according to the present invention. Figure 1 ; Figure 5 This is a schematic diagram of the construction steps of an arch-supported tunneling method according to the present invention. Figure 2 ; Figure 6 This is a schematic diagram of the construction steps of an arch-supported tunneling method according to the present invention. Figure 3 ; Figure 7 This is a schematic diagram of the construction steps of an arch-supported tunneling method according to the present invention. Figure 4 ; Figure 8 This is a schematic diagram of the construction steps of an arch-supported tunneling method according to the present invention. Figure 5 ; Figure 9 This is a schematic diagram of the construction steps of an arch-supported tunneling method according to the present invention. Figure 6 ; Figure 10 This is a side view of the rockfall protection device used in the arch-supported tunnel entry method of the present invention. Figure 11 yes Figure 10 A magnified schematic diagram of the local structure at point I; Figure 12 yes Figure 10 A magnified schematic diagram of the local structure at point II; Figure 13 This is a front view schematic diagram of the rockfall protection device used in the arch-supported tunnel entry method of the present invention; Figure 14This is a schematic diagram of the slag removal steps used in the arch seat entry method of the present invention. Figure 1 ; Figure 15 This is a schematic diagram of the slag removal steps used in the arch seat entry method of the present invention. Figure 2 ; Figure 16 This is a schematic diagram of the slag removal steps used in the arch seat entry method of the present invention. Figure 3 ; Figure 17 This is a schematic diagram of the slag removal steps used in the arch seat entry method of the present invention. Figure 4 ; icon: 100 - Arch base; 101 - Upper excavated area; 102 - Passage area; 1021 - Unexcavated part; 103 - Support area; 1031 - Triangular support wall; 104 - Support arch frame; 1041 - Arch leg; 201-Fixed base; 202-Drum; 2021-Rotating handle; 203-Rubber buffer layer; 204-Fixed anchor bolt; 205-Connecting collar; 206-Spiral tube; 207-Limiting sleeve; 208-Connecting rope; 300-Construction platform; 301-Rubber padding layer; 302-Protective steel plate; 303-Slag chute; 304-Slag chute cylinder; 305-Collection box; 306-Winch; 3061-Traction rope; 400 - Slag chute; 401 - Segment; 500 - Track; 501 - External section of tunnel; 502 - Internal section of tunnel; 503 - Column; 504 - Diagonal brace; 600 - Muck removal vehicle. Detailed Implementation

[0035] The present invention will now be described in further detail with reference to specific embodiments. However, this should not be construed as limiting the scope of the above-described subject matter of the present invention to the following embodiments; all technologies implemented based on the content of the present invention fall within the scope of the present invention.

[0036] Unless otherwise specified, the use of terms such as "upper," "lower," "left," "right," "center," "inner," and "outer" to indicate orientation or positional relationships in the description of specific embodiments of the present invention is based on the orientation or positional relationships shown in the accompanying drawings, or the orientation or positional relationship in which the product / equipment / device is typically placed during use. These terms are merely for the purpose of facilitating the description of the present invention or simplifying the description in specific embodiments, enabling those skilled in the art to quickly understand the solution, and do not indicate or imply that a particular device / component / element must have a specific orientation, or be constructed and operated in a specific positional relationship. Therefore, they should not be construed as limitations on the present invention.

[0037] Furthermore, the use of terms such as "horizontal," "vertical," "suspended," and "parallel" does not imply that the corresponding device / component / element must be absolutely horizontal, vertical, suspended, or parallel, but rather that it can be slightly tilted or have a deviation. For example, "horizontal" merely means that its direction is more horizontal relative to "vertical," not that the structure must be completely horizontal, but that it can be slightly tilted. Alternatively, it can be simplified to mean that the corresponding device / component / element, when set in a "horizontal," "vertical," "suspended," or "parallel" direction, can have an error / deviation of ±10% relative to the corresponding direction, more preferably within ±8%, more preferably within ±6%, more preferably within ±5%, and more preferably within ±4%. As long as the corresponding device / component / element is within the error / deviation range, it can still achieve its function in the present invention.

[0038] Furthermore, the use of terms such as "first," "second," and "third" in terminology is merely for distinguishing descriptions of identical or similar components and should not be interpreted as emphasizing or implying the relative importance of a particular component.

[0039] Furthermore, in the description of the embodiments of the present invention, "several", "more than", and "a number of" represent at least two. The number can be any number, such as 2, 3, 4, 5, 6, 7, 8, or 9, and can even exceed nine.

[0040] Furthermore, in the description of the technical solution of this invention, unless otherwise explicitly specified / limited / restricted, the terms "set up," "install," "connect," "link," "provided with," "laid out," and "arranged" should be interpreted broadly. For example, they can refer to fixed connections, detachable connections, or integral connections; they can refer to common connection methods in the art, such as welding, riveting, bolting, and threaded connections. Such connections can be mechanical, electrical, or communication connections; they can be direct connections or indirect connections through an intermediate medium; and they can refer to the internal communication between two components.

[0041] Example 1 like Figures 1 to 17 As shown, a method for arch-supported entry into a hole includes the following steps: S1. Divide the arch seat 100 into an upper excavation area 101 and a lower excavation area along the first direction; the first direction is parallel to the height direction of the cross section of the arch seat 100.

[0042] The excavated area is divided into a passage area 102 and two support areas 103 located on both sides of the passage area 102 along the second direction; the second direction is parallel to the width direction of the cross section of the arch seat 100.

[0043] The support area 103 is divided into several strip segments along a third direction, which is parallel to the length direction of the arch seat 100; each strip segment is then divided into smaller rhomboid segments along the first direction, and each rhomboid segment is further divided into equilateral triangular regions along the plumb line. Figure 3 The triangular region filled with grid profile lines and the inverted triangular region ( Figure 3 (The triangular region without filled grid profile lines); Let the equilateral triangular region located on the nth layer along the plumb line be the nth-order triangular support wall 1031, n=1,2,3…; for example Figure 3 The structure consists of 12 triangular support walls 1031 from top to bottom. Due to the influence of the geometry of the arch seat 100, the number of triangular support walls 1031 on one side gradually increases from the 1st to the 4th level, remains unchanged from the 4th to the 9th level, and gradually decreases from the 9th to the 10th level.

[0044] S2. Excavate the upper excavation area 101 so that the working face of the upper excavation area 101 is parallel to the XOY plane (and parallel to the X-axis and Y-axis at the same time), and set support arches 104 at intervals along the third direction in the upper excavation area 101 until the working face of the upper excavation area 101 is advanced along the third direction to be flush with or lower than the bottom surface of the nth triangular support wall 1031.

[0045] S3. Excavate the lower excavation area until the face of the tunnel area 102 is advanced along the plumb line to be flush with the bottom surface of the nth triangular support wall 1031, and form the nth triangular support wall 1031 on both sides of the tunnel area 102.

[0046] It should be noted that when excavating the lower excavation area, the passage area 102 can be excavated along the plumb line to form a horizontal working face (i.e., the top surface of the unexcavated part 1021), which facilitates the parking and movement of construction equipment.

[0047] As for the support area 103, when forming the first-order triangular support wall 1031, it is only necessary to excavate the passage area 102, without excavating the support area 103. The rock mass of the unexcavated support area 103 can naturally form the first-order triangular support wall 1031. However, when n≥2, it is necessary not only to excavate the passage area 102, but also to excavate the (n-1)th order triangular support wall 1031 and the inverted triangular area below the (n-1)th order triangular support wall 1031 in order to form (expose) the nth order triangular support wall 1031.

[0048] Subsequently, the support arch 104 is extended until it connects to the side of the nth triangular support wall 1031 facing the upper excavation area 101, so that the load of the support arch 104 is transferred to the bottom surface of the lower excavation area through the triangular support wall 1031 in the first direction. The ways to extend the support arch 104 include, but are not limited to: connecting different numbers of arch legs 1041 to one end of the support arch 104 facing the triangular support wall 1031, thereby changing the length of the support arch 104 (this extension method will be used as an example in the following description); or directly using a support arch 104 or arch legs 1041 with adjustable length.

[0049] As the number of cycles increases, the bottom surface of the lower excavation area will gradually be exposed. At this time, the arch leg 1041 in the corresponding area can be extended to connect with the exposed bottom surface of the lower excavation area, thereby directly transferring the load to the bottom surface of the lower excavation area.

[0050] S4. Repeat S2 to S3, incrementing the value of n by one each time, until the face of the upper excavation area 101 advances to the bottom of the arch seat 100 (e.g., Figure 3 At the second elevation position in the middle), the excavation work in the upper excavation area 101 is completed, and jump to S4.

[0051] S5. Repeat S3, incrementing the value of n by one each time, until the face of the tunnel area 102 is advanced to be flush with the bottom surface of the last triangular support wall 1031; excavate the remaining part of the lower excavation area, extend the arch leg 1041 of the support arch 104 to connect with the bottom surface of the lower excavation area, and complete the excavation operation of the arch seat 100.

[0052] exist Figures 1 to 17 Arrows are also used to indicate the various directions in this embodiment, where the X-axis (arrow X) represents the first direction, the Y-axis (arrow Y) represents the second direction, the Z-axis (arrow Z) represents the third direction, and the X-axis, Y-axis and Z-axis are perpendicular to each other; the W-axis (arrow W) represents the direction of the plumb bob.

[0053] It is important to note that Figure 1 In order to facilitate the distinction between the inner wall of the supporting arch 104 and the inner wall of the arch seat 100, the distance between the supporting arch 104 and the inner wall of the arch seat 100 is artificially increased. This does not mean that the arch 104 and the inner wall of the arch seat 100 are separated from each other. The unexcavated part 1021 of the passage area 102 and the support area 103 use different profile lines only to distinguish the unexcavated part 1021 and the support area 103, but they are essentially both unexcavated rock masses.

[0054] In an optional implementation, in S3, when n is greater than one and the (n-1)th triangular support wall 1031 needs to be excavated, the (n-1)th triangular support wall 1031 on one side is excavated first to expose the bottom surface of the corresponding nth triangular support wall 1031 or part of the excavated area, and the corresponding side of the support arch 104 is connected to the bottom surface of the nth triangular support wall 1031 or the excavated area; then the (n-1)th triangular support wall 1031 on the other side is excavated to expose the bottom surface of the corresponding nth triangular support wall 1031 or part of the excavated area, and the corresponding side of the support arch 104 is connected to the bottom surface of the nth triangular support wall 1031 or the excavated area; that is, the triangular support walls 1031 on the left and right sides of the arch seat 100 are not excavated at the same time, but one side is excavated first, and then the other side is excavated; the specific order can be left to right or right to left.

[0055] In the above embodiment, in S3, when n is greater than two and it is necessary to excavate the (n-1)th triangular support wall 1031, the (n-1)th triangular support wall 1031 away from the arch seat 100 opening is excavated first to expose the bottom surface of the corresponding nth triangular support wall 1031 or part of the lower excavation area, and the corresponding support arch 104 is connected to the exposed nth triangular support wall 1031 or the bottom surface of the lower excavation area. Then, the (n-1)th triangular support wall 1031 near the arch seat 100 opening is excavated to expose the bottom surface of the corresponding nth triangular support wall 1031 or part of the lower excavation area, and the corresponding support arch 104 is connected to the exposed nth triangular support wall 1031 or the bottom surface of the lower excavation area; for example, using Figure 3 Taking the division method in the text as an example, the number of triangular support walls 1031 in the third-order triangular support wall 1031 on one side is specifically three. It is necessary to excavate the two second-order triangular support walls 1031 above it and the inverted triangular area below it in order to expose it; when excavating, the first step is to excavate the second-order triangular support wall 1031 above it and the inverted triangular area below it. Figure 2 The second-order triangular support wall 1031 on the right side of the middle section is then excavated. Figure 2 The sequence of the second-order triangular support wall 1031 on the left side of the middle.

[0056] In an optional embodiment, the thickness of the triangular support wall 1031 along the second direction is T, and T gradually increases in the direction away from the upper excavation area 101, so that the projection of the triangular support wall 1031 on the horizontal plane is a right trapezoid, which is equivalent to thickening the triangular support wall 1031 whose projection is rectangular. When blasting is carried out on the upper excavation area 101 or the passage area 102, if a flying stone hits the triangular support wall 1031, the thickened area will first come into contact with the flying stone and absorb the impact of the flying stone, thereby avoiding the area where the triangular support wall 1031 is connected to the arch frame from being directly hit by flying stones and being damaged, which would lead to the bottom of the arch frame being suspended. Furthermore, the shorter side of the projection of the triangular support wall 1031 on the horizontal plane is closer to the upper excavation area 101, and the longer side is closer to the opening of the arch seat 100. On the one hand, this can reduce the encroachment of the thickened area on the passage area 102, thereby leaving more room for the excavation equipment to move. On the other hand, it also makes the side of the triangular support wall 1031 that is close to the passage area 102 a sloping surface, which can guide flying rocks away from the direction of the arch frame, thereby further reducing the probability of damage to the part of the triangular support wall 1031 connected to the arch frame and the arch frame.

[0057] In an optional implementation, when excavating the tunnel area 102 in S3, the tunnel face of the tunnel area 102 is first advanced by drilling and blasting on the side of the tunnel area 102 closest to the upper excavation area 101, and then the tunnel face of the tunnel area 102 is advanced by water-jet drilling on the side of the tunnel area 102 closest to the slope of the tunnel entrance; the distribution width of the drilling and blasting construction area and the water-jet drilling construction area is determined according to the actual situation.

[0058] In this embodiment, when excavating the passage area 102, the drill-and-blast method is used only on the side of the passage area 102 closest to the upper excavation area 101. During blasting, the rock mass on the side of the passage area 102 away from the upper excavation area 101 can be used as a temporary protective measure. Then, the remaining part is excavated by water-jet drilling. This avoids direct contact between the blasting face and the fly rock protection system during the entire excavation process of the passage area 102, thereby reducing the impact of fly rocks on the fly rock protection system and reducing the probability of damage to equipment or existing structures near the arch 100 opening due to damage to the fly rock protection system.

[0059] In an optional embodiment, at least two triangular support walls 1031 have the same dimensions along the first direction. For example, all triangular support walls 1031 may have the same dimensions along the first direction, or only the first triangular support wall 1031 may have different dimensions from the other triangular support walls 1031, so as to minimize the number of parts in the extension of the arch leg 1041.

[0060] In an optional implementation, the height of the upper excavation area 101 along the first direction (i.e. Figure 4 L1 in the equation is greater than or equal to 6m.

[0061] In an optional embodiment, the height of each triangular support wall 1031 along the first direction (i.e. Figure 4 L2 in the equation is less than or equal to 3m.

[0062] In an optional implementation, when the advancing depth of the working face of the upper excavation area 101 along the third direction is less than or equal to m meters, a water-cooled drill is used to advance the working face; when the advancing depth of the working face of the upper excavation area 101 along the third direction is greater than m meters, a drill-and-blast method is used to advance the working face; the value of m is matched with the trajectory of the blasted flying rocks, preferably so that the flying rocks cannot fly out of the arch 100 opening; the trajectory of the flying rocks can be determined by the cross-sectional dimensions of the arch 100, the inclination angle of the working face of the upper excavation area 101, and the advance parameters of each cycle.

[0063] In the above embodiments, m is greater than or equal to 8m.

[0064] In an alternative implementation, the tunnel area 102 can also be advanced using a water-jet drilling method to advance the working face.

[0065] In an optional implementation, when using the drill-and-blast method to advance the tunnel face, it can be done as follows: Figures 8 to 13 A rockfall protection device is installed at the opening of the arch seat 100. The rockfall protection device includes a rubber buffer layer 203, fixed anchor bolts 204, energy-absorbing rings, and connecting ropes 208. The rubber buffer layer 203 covers the opening of the arch seat 100, and several connecting rings 205 are distributed at intervals along the edge of the rubber buffer layer 203. Several fixed anchor bolts 204 are fixedly connected to the opening of the arch seat 100, and the number and position of the fixed anchor bolts 204 match the number and position of the connecting rings 205. The energy-absorbing ring is set between the connecting rings 205 and the fixed anchor bolts 204. The energy-absorbing ring includes a spiral tube 206 and a limiting sleeve 207. The spiral tube 206 is spirally wound, and the limiting sleeve 207 is sleeved at the intersection of the spiral tube 206. One end of the connecting rope 208 is connected to the connecting ring 205, and the other end of the connecting rope 208 passes through the spiral tube 206 and is connected to the fixed anchor bolt 204.

[0066] In the above embodiments, such as Figures 12 to 13 As shown, a fixed seat 201 is provided at the opening of the arch seat 100. A drum 202 is rotatably connected to the fixed seat 201. One end of the rubber buffer layer 203 along the X-axis is connected to the drum 202, so that the rubber buffer layer 203 can be raised or lowered by rotating the drum 202, thereby improving the rapid retraction and deployment of the rubber buffer layer 203.

[0067] In the above embodiments, at least one end of the drum 202 is also connected to a rotating handle 2021 to facilitate manual rotation of the drum 202 by the operator.

[0068] In the above embodiment, a connecting collar 205 is also provided at one end of the fixed anchor rod 204 near the rubber buffer layer 203, and the corresponding end of the connecting rope 208 is threaded through the connecting collar 205, thereby avoiding the situation where the connecting rope 208 is worn due to friction with sharp surfaces, and thus ensuring the connection safety and reliability of the connecting rope 208.

[0069] In the above embodiment, a construction platform 300 is provided at the opening of the arch seat 100, and a rubber pad 301 is also provided on the construction platform 300. The upper surface of the rubber pad 301 is covered with a protective steel plate 302. This embodiment can transform the instantaneous rigid impact between the flying stone and the construction platform 300 into a long-term flexible impact between the flying stone and the protective steel plate 302, thereby greatly reducing the damage of the flying stone to the construction platform 300.

[0070] In an optional implementation, steps S2 to S3 further include the following slag removal step: A1, such as Figure 14 As shown, a chute 400 is installed on the side of the passage area 102 away from the tunnel. One end of the chute 400 leads to the working face of the passage area 102, and the other end of the chute 400 extends downward in a first direction, for example, directly to the ground or to the upper surface of the construction platform 300 at the entrance of the arch 100.

[0071] A2. Pour the slag material into the slag chute 400 from the top, so that the slag material moves downward along the slag chute 400 and leaves the working face of the channel area 102.

[0072] In the above embodiment, the slag chute 400 is divided into at least two segments 401 along its length, and adjacent segments 401 are detachably connected (including but not limited to threaded connections, fastener connections, or tenon and mortise connections), thereby enabling... Figures 15 to 16 As shown, the overall length of the slag chute 400 is kept in line with the height of the working face of the channel area 102 by removing excess segments 401.

[0073] In the above embodiments, when a construction platform 300 is provided at the opening of the arch seat 100, a collection box 305 can also be provided on the construction platform 300. The upper part of the collection box 305 is open, and the lower end of the slag chute 400 is connected to the opening of the collection box 305, so that the slag material sliding down in the slag chute 400 can be collected by the collection box 305.

[0074] In the above embodiment, the construction platform 300 is provided with a slag chute and a slag chute 303; the slag chute 303 is located above the construction platform 300, the top of the slag chute 303 is provided with a receiving port, the bottom of the slag chute 303 is provided with a dumping port, and the dumping port is connected to the upper end of the slag chute; when slag discharge is carried out, the slag is transferred from the collection box 305 to the slag chute 303, and dumped from the receiving port of the slag chute 303, and then the slag can spontaneously pass through the slag chute to the ground under the action of gravity.

[0075] In the above embodiment, a slag chute 304 is also provided below the construction platform 300. One end of the slag chute 304 is connected to the slag chute hole, and the other end of the slag chute 304 extends downward along the height direction, thereby preventing slag from splashing everywhere and damaging the construction platform 300 and its supporting structure.

[0076] In the above embodiments, such as Figure 14 As shown, during slag discharge, the collection box 305 and the slag it carries are lifted directly as a whole by the cableway system. After the collection box 305 is moved horizontally above the slag chute 303, the collection box 305 is lowered and tilted by the differential hook, so that the slag is poured into the slag chute 303.

[0077] In an optional implementation, steps S2 to S3 further include the following slag removal step: B1. Install a track 500 on the bottom surface of the exposed excavation area. One end of the track 500 leads to the working face of the passage area 102, and the other end of the track 500 leads to the outside of the arch seat 100. A muck truck 600 is installed on the track 500. The muck truck 600 is connected to the winch 306 outside the arch seat 100 through a traction rope 3061. B2. The slag truck 600 is lowered to the working face of the passage area 102 by the winch 306, and the slag is loaded into the slag truck 600; the slag truck 600 and the slag are pulled away from the working face of the passage area 102 by the winch 306.

[0078] In the above embodiment, the track 500 includes an outer section 501 and an inner section 502. One end of the outer section 501 is located above the slag chute 303, and the other end of the outer section 501 extends toward the opening of the arch seat 100. One end of the inner section 502 is connected to the end of the outer section 501 away from the slag chute 303, and the other end of the inner section 502 extends to the working face above the channel area 102. This embodiment enables the slag discharge car 600 to travel directly along the track 500 to the slag chute 303, thereby improving the efficiency of the slag discharge car 600 unloading material into the slag chute 303.

[0079] In the above embodiment, a column 503 is provided below the track 500; one end of the column 503 is connected to the bottom surface of the construction platform 300 or the lower construction area, and the other end of the column 503 is connected to the bottom surface of the track 500. At least two columns 503 are distributed at intervals along the length direction of the track 500.

[0080] In the above embodiment, at least two adjacent columns 503 are also connected by diagonal braces 504, thereby improving the overall stability of the track 500.

[0081] In the above embodiment, the height of the end of the external section 501 away from the opening of the arch seat 100 is higher than the height of the other end of the external section 501. On the one hand, this can reduce the height difference between the ends of the external section 501 and the internal section 502 near the opening of the arch seat 100, thereby facilitating a smooth transition between the external section 501 and the internal section 502 and preventing interference between the connection between the external section 501 and the internal section and the bottom of the muck truck 600. On the other hand, it also makes the muck truck 600 tend to move spontaneously into the arch seat 100 under the action of gravity, so that the winch 306 does not need to actively pull the muck truck 600 into the arch seat 100, but only needs to actively pull the muck truck 600 towards the top of the slag chute 303, thereby reducing the design difficulty and manufacturing cost of the traction system.

[0082] The following is based on Figures 1 to 3 Taking the 100-meter division method of the arch seat as an example, the specific construction steps of this arch seat entry method are given as follows: P1. According to the division method of the arch seat 100 determined by S1, the cross section of the arch seat 100 is divided into the upper excavation area 101, the passage area 102 and the support area 103.

[0083] P2, such as Figure 4 As shown, a water-jet drill is used to advance the working face of the upper excavation area 101 until the bottom of the working face is flush with the bottom surface of the first-stage triangular support wall 1031, and several support arch frames 104 are set at intervals along the third direction within the upper excavation area 101; the water-jet drill is used to advance the working face of the passage area 102 until it is flush with the bottom surface of the first-stage triangular support wall 1031; this process can be carried out by setting up scaffolding at the opening of the arch seat 100 to facilitate the construction personnel to approach the opening of the arch seat 100 and carry out water-jet drilling and manual slag removal.

[0084] P3, such as Figure 5 As shown, the working face of the upper excavation area 101 continues to advance until the bottom of the working face is lower than the bottom surface of the nth triangular support wall 1031, for example, lower than the bottom surface of the nth triangular support wall 1031 by the spacing of at least two support arches 104, n=2, 3, 4...; and support arches 104 are installed at intervals in the newly excavated area of ​​the upper excavation area 101 along the third direction.

[0085] P4. Continue advancing the working face of the passage area 102 until it is flush with the bottom surface of the nth-order triangular support wall 1031 (e.g., Figures 5 to 6 As shown, the working face of channel area 102 descends from the third elevation to the fourth elevation); as Figure 7 As shown, the (n-1)th triangular support wall 1031 and the inverted triangular area below it are excavated, exposing the bottom surface of the nth triangular support wall 1031 or the excavated area below. However, this also causes the arch leg 1041 connected to the (n-1)th triangular support wall 1031 to lose its support. Therefore, it is necessary to connect an extension of the arch leg 1041 to the end of the arch leg 1041 facing the nth triangular support wall 1031, so that the arch leg 1041 can... Figure 8 As shown, it can be reconnected to the nth-order triangular support wall 1031, or as... Figure 9 It is connected to the exposed bottom surface of the excavated area.

[0086] When excavating the upper excavation area 101, if the advancing depth of the face of the upper excavation area 101 along the third direction is less than or equal to 8m, water-cooled drilling should continue to be used; if the advancing depth of the face of the upper excavation area 101 along the third direction is greater than 8m, drilling and blasting should be used instead. When using drilling and blasting, care should be taken to install a rockfall protection device at the opening of the arch seat 100.

[0087] P5. Repeat P3 to P4 until the tunnel face 102 is reached. Figure 3 The second elevation in the middle; and when the elevation of the tunnel face 102 is at Figure 3 When the elevation is above the first elevation, slag removal is carried out using method A1~A2; when the elevation of the 102 working face in the channel area is... Figure 3 When the first elevation is level with the first elevation, dump trucks or loaders can be used directly for slag removal; when the 102 working face in the passage area is at least 6m lower than the first elevation along the third direction, slag removal should be carried out using method B1~B2.

[0088] P6. When the tunnel face at section 102 reaches... Figure 3 After reaching the second elevation, the excavation of the upper excavation area 101 is completed. In subsequent construction, only P4 needs to be repeated until the working face of the passage area 102 is advanced to be flush with the bottom surface of the last triangular support wall 1031. At this time, only the last triangular support wall 1031 and the inverted triangular area below it, as well as the rock mass of the passage area 102 corresponding to the last inverted triangular area, remain in the lower excavation area. The remaining part of the lower excavation area can be directly excavated by an excavator, and the arch leg 1041 of the support arch 104 can be extended to connect with the bottom surface of the lower excavation area to complete the excavation of the arch seat 100.

[0089] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions and improvements made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

Claims

1. A method for entering a tunnel using an arch support, characterized in that, Includes the following steps: S1. Divide the arch seat (100) into an upper excavation area (101) and a lower excavation area along the first direction; the first direction is parallel to the height direction of the cross section of the arch seat (100); divide the lower excavation area into a passage area (102) and two support areas (103) located on both sides of the passage area (102) along the second direction; the second direction is parallel to the width direction of the cross section of the arch seat (100); divide the support area (103) into several equilateral triangle areas and inverted triangle areas along the first direction, the vertical direction and the third direction, the third direction is parallel to the length direction of the arch seat (100); let the equilateral triangle area located at the nth layer along the vertical direction be the nth triangular support wall (1031), n=1, 2, 3...; S2. Excavate the upper excavation area (101) and set up support arches (104) at intervals in the upper excavation area (101) along the third direction until the working face of the upper excavation area (101) is advanced along the third direction to be flush with or lower than the bottom surface of the nth triangular support wall (1031). S3. Excavate the lower excavation area until the face of the tunnel area (102) is advanced vertically to be flush with the bottom surface of the nth triangular support wall (1031), and form the nth triangular support wall (1031) on both sides of the tunnel area (102); extend the support arch (104) to connect with the side of the nth triangular support wall (1031) facing the upper excavation area (101), and / or extend the support arch (104) to connect with the exposed bottom surface of the lower excavation area; S4. Repeat S2 to S3, incrementing the value of n by one each time, until the face of the upper excavation area (101) is advanced to the bottom of the arch seat (100); S5. Repeat S3, incrementing the value of n by one each time, until the face of the tunnel area (102) is advanced to be flush with the bottom surface of the last triangular support wall (1031); excavate the remaining part of the lower excavation area, extend the support arch (104) to connect with the bottom surface of the lower excavation area, and complete the excavation operation of the arch seat (100). in: In S3, when n is greater than 1 and the (n-1)th triangular support wall (1031) needs to be excavated, the (n-1)th triangular support wall (1031) on one side is excavated first to expose the bottom surface of the corresponding side of the nth triangular support wall (1031) or part of the lower excavation area, and the corresponding side of the support arch (104) is connected to the bottom surface of the nth triangular support wall (1031) or the lower excavation area; then the (n-1)th triangular support wall (1031) on the other side is excavated to expose the bottom surface of the corresponding side of the nth triangular support wall (1031) or part of the lower excavation area, and the corresponding side of the support arch (104) is connected to the bottom surface of the nth triangular support wall (1031) or the lower excavation area. In S3, when n is greater than 2 and the (n-1)th triangular support wall (1031) needs to be excavated, the (n-1)th triangular support wall (1031) away from the arch seat (100) opening is excavated first to expose the corresponding nth triangular support wall (1031) or the bottom surface of part of the lower excavation area, and the corresponding support arch (104) is connected to the exposed nth triangular support wall (1031) or the bottom surface of the lower excavation area. Then, the (n-1)th triangular support wall (1031) close to the arch seat (100) opening is excavated to expose the corresponding nth triangular support wall (1031) or the bottom surface of part of the lower excavation area, and the corresponding support arch (104) is connected to the exposed nth triangular support wall (1031) or the bottom surface of the lower excavation area. When the advancing depth of the face of the upper excavation area (101) along the third direction is less than or equal to m meters, water-cooled drill is used to advance the face; when the advancing depth of the face of the upper excavation area (101) along the third direction is greater than m meters, the drill-blast method is used to advance the face; the value of m matches the trajectory of the blasting fly rock, and m is greater than or equal to 8m.

2. The method for arch seat entry into a hole according to claim 1, characterized in that, When using the drill-and-blast method to advance the tunnel face, a rockfall protection device is installed at the opening of the arch abutment (100). The rockfall protection device includes: A rubber buffer layer (203) covers the opening of the arch seat (100), and several connecting collars (205) are distributed at intervals along the edge of the rubber buffer layer (203). Fixed anchor rods (204) are fixedly connected to the arch seat (100) opening. The number and position of the fixed anchor rods (204) match the number and position of the connecting collar (205). Energy dissipation ring, the energy dissipation ring is set between the connecting collar (205) and the fixed anchor rod (204). The energy dissipation ring includes a spiral tube (206) and a limiting sleeve (207). The spiral tube (206) is spirally wound around, and the limiting sleeve (207) is sleeved at the intersection of the spiral tube (206). The connecting rope (208) is connected at one end to the connecting collar (205), and at the other end of the connecting rope (208) passes through the spiral tube (206) and is connected to the fixed anchor rod (204).

3. A method for arch seat entry into a tunnel according to any one of claims 1 to 2, characterized in that, S2 to S3 also include the following slag removal steps: A1. Install a chute (400) on the side of the passage area (102) away from the tunnel. One end of the chute (400) leads to the working face of the passage area (102), and the other end of the chute (400) extends downward along the first direction. A2. Pour the slag material into the slag chute (400) from the top end of the slag chute (400), so that the slag material moves down along the slag chute (400) and leaves the working face of the channel area (102).

4. A method for arch seat entry into a tunnel according to any one of claims 1 to 2, characterized in that, S2 to S3 also include the following slag removal steps: B1. Install a track (500) on the bottom surface of the exposed excavation area. One end of the track (500) leads to the working face of the passage area (102), and the other end of the track (500) leads to the outside of the arch seat (100). A muck truck (600) is installed on the track (500). The muck truck (600) is connected to the winch (306) outside the arch seat (100) through a traction rope (3061). B2. The slag car (600) is lowered to the working face of the passage area (102) by the winch (306), and the slag is loaded into the slag car (600); the slag car (600) and the slag are pulled away from the working face of the passage area (102) by the winch (306).

5. A method for arch seat entry into a tunnel according to any one of claims 1 to 2, characterized in that, At least two triangular support walls (1031) have equal dimensions along the first direction.

6. A method for arch seat entry into a tunnel according to any one of claims 1 to 2, characterized in that, The height of the upper excavation area (101) along the first direction is greater than or equal to 6m.

7. A method for entering a tunnel using an arch seat according to any one of claims 1 to 2, characterized in that, The height of each triangular support wall (1031) along the first direction is less than or equal to 3m.

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