Pipe jacking construction method and device suitable for full-soil tunnel and mudstone tunnel

Abstract

The application provides a pipe jacking construction method suitable for full-soil-hole and mudstone tunnel, which comprises the following steps: assembling a pipe jacking pushing device; installing a pipe jacking tunneling device at the front end of the pipe; carrying out front-end tunneling; outwardly opening a side wall tunneling cutter head to carry out side wall tunneling, so as to dig the soil at the front end of the pipe; excavating a soil core and cleaning the excavated mud residue; injecting mud slurry for lubrication between the pipe and the inner wall of the tunnel; pushing the pipe by a certain footage; and repeating the above steps; and the pipe jacking construction of the full-soil-hole and mudstone tunnel is realized through the above steps. The application adopts a construction scheme of annular tunneling and short-footage pushing, greatly reduces the complexity of the pipe jacking construction equipment, adopts the annular tunneling scheme, and has a small amount of excavation; since the soil core can provide a certain bearing capacity, the short-footage pushing is matched, and the risk of unbalanced earth pressure is also avoided. The core-digging excavator is used to excavate the soil core without lateral limit, and the structure of the conveying belt and the soil conveying vehicle is matched, so that the construction efficiency is high.

Description

Technical Field

[0001] This invention relates to the field of pipe jacking construction, and in particular to a method and apparatus for pipe jacking construction applicable to all-earth tunnels and mudstone tunnels. Background Technology

[0002] With rapid societal development, large-scale engineering construction has emerged, leading to increasingly frequent underground pipeline and culvert construction. Construction sites often face situations involving overlapping or underpassing structures, such as water conveyance culverts needing to pass under existing roads, existing water conveyance culverts, cable culverts passing under existing road surfaces, and projects passing under buildings. To ensure no damage to existing buildings and to guarantee the normal use of roads, it is often necessary to use underpass tunnels (culverts) to pass through existing roads, buildings, and important structures. Pipe jacking is a relatively safe construction technique suitable for small and medium-sized culverts with poor geological conditions and a high risk of collapse, involving pre-support before excavation. Compared to the common collapse-prone drawback of conventional tunnel blasting, pipe jacking uses pre-support to prevent collapse of the tunnel roof, thus protecting personnel and the safety of superstructures. Furthermore, because pipe jacking uses manual or mechanical excavation, vibration is minimal, resulting in less damage to surrounding areas and buildings, making it an economical, safe, and cost-effective construction method. Compared to tunnel boring machine (TBM) construction, pipe jacking has extremely low construction costs, yet it still possesses the advanced support capabilities of TBMs. Therefore, pipe jacking is often used for culverts under urban areas, roads, and important buildings. Pipe jacking includes three methods: manual pipe jacking, rock jacking machines, and slurry circulation pipe jacking machines. Except for slurry circulation, all require the external transportation of excavated soil. Slurry circulation pipe jacking machines require accurate geological surveys and are susceptible to damage from isolated boulders. When boulders are encountered, the jacking head often seizes up, requiring a "window" to address the issue, potentially damaging the upper road and buildings and failing to achieve the original purpose. Furthermore, improper slurry disposal can easily cause environmental pollution. Therefore, manual or rock jacking is preferred for culverts under important roads and buildings. Manual construction is labor-intensive and carries high risks, while rock jacking machines are too expensive.

[0003] A water diversion canal relocation project requires the use of three 3.6m diameter pipe jacking tunnels to pass under a highway. This road experiences heavy traffic, and any damage would cause significant economic losses and social impact. After comparing different options, manual pipe jacking was chosen. However, considering the high cost and slow speed of manual excavation, an optimized design for the manual pipe jacking construction scheme is proposed. CN2685570Y describes a pipe jacking machine using a full-face cutterhead structure, which borrows from the structure of a tunnel boring machine (TBM). This design is relatively complex, expensive, and has low construction efficiency. After excavation, the excavated soil needs to be removed. Due to the limited space inside the pipe, installing a conveyor belt is difficult and causes significant construction interference. CN216617511U describes a pipe jacking and excavation integrated machine using a front-excavation, rear-bucket design. However, this structure requires frequent bucket rotation, making operation in confined spaces difficult. Summary of the Invention

[0004] The technical problem to be solved by this invention is to provide a pipe jacking construction method and apparatus suitable for all-earth tunnels and mudstone tunnels, which can improve construction efficiency with a relatively economical cost and a relatively simple structure. In a preferred embodiment, the solution of this invention also helps to increase the jacking distance of a single construction section and reduce the number of working shafts.

[0005] To solve the above-mentioned technical problems, the technical solution adopted by the present invention is: a pipe jacking construction method applicable to all-earth tunnels and mudstone tunnels, comprising the following steps: S1. Assemble the pipe jacking and pushing device; S2. Install a pipe jacking device at the front end of the pipe jacking machine; S3. Proceed with the front-end excavation; S4. Open the sidewall excavation cutter head outward to excavate the sidewall and dig out the soil at the front end of the pipe jacking. S5. Excavate the soil core and clean up the excavated mud and debris; S6. Inject lubricating mud between the jacking pipe and the tunnel wall; S7. Push the jacking pipe forward a certain distance; S8, repeat steps S3~S7; The above steps enable the pipe jacking construction of both earthen tunnels and mudstone tunnels.

[0006] In the preferred embodiment, in steps S2 to S4, the pipe jacking device is equipped with a telescopic and rotatable movable tunneling pipe. The front end of the movable tunneling pipe is equipped with a tunneling cutter head, and the movable tunneling pipe is also equipped with a sidewall tunneling cutter head that can open to the sidewall. The outer end of the sidewall tunneling cutter head is flush with the outer wall of the pipe jacking device.

[0007] In the preferred embodiment, in step S5, a core excavator is used to excavate the soil core, which is then transported to the outside of the tunnel by a soil removal and transport vehicle. The core drilling excavator is equipped with an excavator arm and an inclined conveyor belt on the excavator body. The excavator arm digs the mud onto the conveyor belt, which then transports the mud from the front end of the excavator body to the rear end, where it falls into the soil removal and transportation vehicle. The soil-carrying vehicle is pulled by a steel cable, moving back and forth between the excavator and the outside of the tunnel.

[0008] In the preferred embodiment, in step S6, the sealing grouting seat is sealed to the grouting port of the jacking pipe and supported inside the jacking pipe by a strut, so as to use pressure to inject grout between the jacking pipe and the inner wall of the tunnel.

[0009] In the preferred embodiment, in step S7, the length of the jacking advance is less than 1 meter.

[0010] An apparatus for pipe jacking construction of the above-mentioned all-earth tunnel and mudstone tunnel includes a pipe jacking device installed inside the pipe jacking. The pipe jacking device includes a fixed tunneling pipe and a movable tunneling pipe. The fixed tunneling pipe is fixedly connected to the inner wall of the pipe jacking, and the movable tunneling pipe is movably sleeved with the fixed tunneling pipe. A tunneling cutter head is provided at the free end of the movable tunneling pipe, and a tunneling feed cylinder is provided between the movable tunneling pipe and the fixed tunneling pipe. One end of the tunneling feed cylinder is connected to the fixed tunneling pipe, and the other end is movably pushed against the end face of the movable tunneling pipe. A gear ring is also provided at one end of the movable tunneling pipe near the tunneling feed cylinder. Multiple motors or hydraulic motors installed on the fixed tunneling pipe are connected to the gear ring through drive gears to drive the movable tunneling pipe to rotate.

[0011] In a preferred embodiment, an axial cutter groove is provided on the side wall of the movable tunneling pipe, and a rotatable side wall tunneling cutter head is provided in the cutter groove. The side wall tunneling cutter head is connected to a side wall cutter head hydraulic cylinder to drive the side wall tunneling cutter head to open or retract. Spiral plates are installed on the inner wall of the tunneling pipe to assist in slag removal.

[0012] In a preferred embodiment, the electric motor or hydraulic motor is slidably connected to the fixed tunneling pipe so that the drive gear slides along with the gear ring. Alternatively, the electric motor or hydraulic motor may have a sliding shaft, which is a splined shaft, to allow the drive gear to slide along with the gear ring.

[0013] In a preferred embodiment, a core-taking excavator is also included. The excavator body is equipped with an inclined conveyor belt, with the front end of the conveyor belt being lower and the rear end being higher. An excavator arm is also provided on the excavator body, and the excavator arm is connected to the excavator body via a turntable.

[0014] In the preferred embodiment, a soil removal and conveying vehicle is also provided. The two ends of the soil removal and conveying vehicle are connected to a first steel wire rope and a second steel wire rope, respectively. The second steel wire rope passes around the guide wheel fixed on the excavator body and is connected to a second winch device. The first steel wire rope is connected to the first winch device. Both the first winch device and the second winch device are set in the working shaft so that the soil removal and conveying vehicle can follow the soil removal and conveying the mud and slag on the conveyor belt to the outside of the tunnel.

[0015] This invention provides a method and apparatus for pipe jacking construction applicable to both soil tunnels and mudstone tunnels. It employs a ring-shaped excavation and short-advance jacking construction scheme, significantly reducing the complexity of pipe jacking equipment. The ring-shaped excavation scheme results in less excavation, and the soil core provides a certain bearing capacity, while the short-advance jacking avoids the risk of earth pressure imbalance. The core excavator used to excavate unconfined soil cores, combined with a conveyor belt and soil removal vehicle structure, results in very high construction efficiency. Calculations show that the method and apparatus of this invention can excavate 6-15 meters per day for tunnels with a diameter of 2-3 meters, and 5-10 meters per day for tunnels with a diameter of 4.5 meters. Each designed jacking length reaches 400 meters, reducing the number of working shafts and minimizing road damage, significantly exceeding the capabilities of existing construction equipment. Normal manual jacking is slow; this invention greatly improves construction progress, saves economic costs, and ensures project safety. Moreover, it is more cost-effective than rock pipe jacking machine construction. Attached Figure Description

[0016] The present invention will be further described below with reference to the accompanying drawings and embodiments: Figure 1 This is a schematic diagram of the overall structure of the present invention.

[0017] Figure 2 This is a schematic diagram of the structure of the pipe jacking device in this invention.

[0018] Figure 3 This is a schematic diagram of another preferred structure of the pipe jacking device in this invention.

[0019] Figure 4 for Figure 2 A schematic diagram of the AA section.

[0020] Figure 5 for Figure 2 BB cross-sectional diagram.

[0021] Figure 6 This is a schematic diagram of the grouting structure in this invention.

[0022] Figure 7 for Figure 6 CC cross-sectional view.

[0023] Figure 8This is a schematic diagram of the structure of the core extraction excavator during construction in this invention.

[0024] Figure 9 This is a schematic diagram of the structure of the movable tunneling pipe in this invention.

[0025] Figure 10 This is a flowchart illustrating the construction process of this invention.

[0026] In the diagram: 1. Pipe jacking device; 101. Sidewall jacking cutter head; 102. Movable jacking pipe; 103. Fixed jacking pipe; 104. Jacking feed cylinder; 105. Slip ring; 106. Gear ring; 107. Sliding shaft drive motor; 108. Hook; 109. Sliding drive motor; 110. Drive gear; 111. Jacking screw; 112. Jacking block; 113. Gear ring ear plate; 114. Jacking cutter head; 115. Spiral plate; 116. Cutter groove; 117. Sidewall cutter head cylinder; 2. Tunnel; 3. Pipe jacking; 4. Intermediate jacking device. 5. Working shaft; 6. Pipe jacking and pushing device; 7. Reaction pier; 8. Support device; 81. Support block; 82. Support rod; 83. Adjusting sleeve; 9. Sealing grouting seat; 10. Mud grouting pipe; 11. Mud delivery machine; 12. Mud pit; 13. Core sampling excavator; 131. Excavator arm; 132. Conveyor belt; 133. Excavator body; 134. Hydraulic station; 135. Second wire rope; 136. First winch device; 137. Second winch device; 138. First wire rope; 139. Soil removal and conveying vehicle; 130. Guide wheel; 14. Mud guide chute. Detailed Implementation

[0027] Example 1: like Figure 10 A pipe jacking construction method applicable to all-earth tunnels and mudstone tunnels includes the following steps: S1. Excavate the working shaft 5, assemble the pipe jacking and pushing device 6, one end of the pipe jacking and pushing device 6 is connected to the reaction pier 7, and the other end is connected to the pipe jacking 3. S2. Install the pipe jacking device 1 at the front end of the first section of the pipe jacking 3; Push the jacking pipe 3 forward a certain distance; S3. Start the pipe jacking device 1, the movable tunneling pipe 102 rotates, and at the same time, it is fed by the tunneling feed cylinder 104 to carry out the front end tunneling; S4. The front end of the movable tunneling pipe 102 opens the sidewall excavation cutter head 101 to the outside to excavate the sidewall and dig out the soil at the front end of the jacking pipe 3. S5. Excavate the soil core, clean and transport the excavated mud and debris; Preferred solutions include Figure 8 In step S5, a core excavator 13 is used to excavate soil cores, which are then transported to the outside of the tunnel by a soil transport vehicle 139. The core drilling excavator 13 is equipped with an excavator arm 131 and no cab to reduce the size of the equipment. An inclined conveyor belt 132 is provided on the excavator body 133 of the core drilling excavator 13. The excavator arm 131 digs the mud onto the conveyor belt 132, and the conveyor belt 132 transports the mud from the front end of the excavator body 133 to the rear end of the excavator body 133 and drops it into the soil removal and transportation vehicle 139. The soil removal and conveying vehicle 139 is pulled by a steel wire rope to move back and forth between the excavator body 133 and the outside of the tunnel. That is, after the soil removal and conveying vehicle 139 receives the soil and mud from the tail end of the core excavator 13, it is transported to the outside of the tunnel. The soil removal and conveying vehicle 139 does not have a separate power mechanism to simplify the structure of the soil removal and conveying vehicle 139 and reduce its size.

[0028] S6. Inject lubricating mud between the jacking pipe and the inner wall of tunnel 2; bentonite mud is preferred for lubrication. Preferred solutions include Figure 6 , Figure 7 In step S6, the sealing grouting seat 9 is sealed to the grouting port of the jacking pipe 3 and supported inside the jacking pipe 3 by a strut 82. A certain pressure is applied to the sealing grouting seat 9 to inject slurry between the jacking pipe and the inner wall of the tunnel 2. Preferably, the slurry injection pressure in this example is set to 0.6~2MPa. The slurry injected under pressure can create a uniform slurry lubrication layer between the jacking pipe 3 and the inner wall of the excavated tunnel rock surface, and make the jacking pipe 3 float on the slurry surface, thereby significantly reducing the resistance of the jacking pipe 3. More preferably, after the soil core excavation is completed, multiple slurry guide channels 14 are formed along the axial direction of the jacking pipe 3 near the bottom of the tunnel rock surface. The slurry guide channels 14 facilitate the entry of slurry and, after being deformed under pressure, allow the slurry to be evenly distributed along the outer wall of the jacking pipe 3. The number of slurry guide channels 14 is determined according to the diameter of the jacking pipe 3, the depth of the slurry guide channels 14 is 3~8cm, and the spacing between the slurry guide channels 14 is 8~15cm.

[0029] S7. Push the jacking pipe 3 forward a section; preferably, the length of the jacking advance is less than 1 meter. In this example, 0.5 to 0.8 meters is used as a section of advance.

[0030] S8, repeat steps S3~S7; The above steps enable the pipe jacking construction of both earthen tunnels and mudstone tunnels.

[0031] Preferred solutions include Figures 1-3In steps S2 to S4, the pipe jacking device 1 is provided with a telescopic and rotatable movable tunneling pipe 102. The front end of the movable tunneling pipe 102 is provided with a tunneling cutter head 114. The movable tunneling pipe 102 is also provided with a sidewall tunneling cutter head 101 that can open to the sidewall. The outer end of the sidewall tunneling cutter head 101 is flush with the outer wall of the pipe jacking 3 so that the sidewall tunneling cutter head 101 can be used to eliminate the soil obstruction at the front end of the pipe jacking 3.

[0032] Example 2: like Figures 1-5 Among them, an apparatus for the above-mentioned pipe jacking construction method for all-earth tunnels and mudstone tunnels includes a pipe jacking device 1 installed inside a pipe jacking 3. The pipe jacking device 1 includes a fixed excavation pipe 103 and a movable excavation pipe 102. The fixed excavation pipe 103 is fixedly connected to the inner wall of the pipe jacking 3, such as... Figure 4 As shown, multiple jacking blocks 112 are provided on the outer wall of the fixed tunneling pipe 103. A radially extending jacking screw 111 is provided on one side of the inner wall of each jacking block 112. Normally, the outer wall of the jacking block 112 is flush with the outer wall of the fixed tunneling pipe 103. When the tunneling pipe 103 needs to be fixed, the jacking screw 111 pushes outward, causing the jacking block 112 to contact the inner wall of the jacking pipe 3, thereby fixing the fixed tunneling pipe 103. Preferably, the first section of the jacking pipe 3 is provided with additional reinforcing structures, such as metal clamps on the outer wall of the jacking pipe 3, to improve the tensile strength of the jacking pipe 3.

[0033] The movable tunneling pipe 102 is movably connected to the fixed tunneling pipe 103. Preferably, multiple lubrication piles are provided between the movable tunneling pipe 102 and the fixed tunneling pipe 103. The lubrication piles are made of polytetrafluoroethylene (PTFE) to reduce the friction between the movable tunneling pipe 102 and the fixed tunneling pipe 103. The lubrication piles are embedded in the outer wall of the movable tunneling pipe 102 and protrude 2-5 mm from the outer wall of the movable tunneling pipe 102. A tunneling cutter head 114 is provided at the free end of the movable tunneling pipe 102. Different tunneling cutter head 114 structures are selected according to the conditions of the rock and soil inside the tunnel. A tunneling feed cylinder 104 is provided between the movable tunneling pipe 102 and the fixed tunneling pipe 103. One end of the tunneling feed cylinder 104 is connected to the fixed tunneling pipe 103. Preferably, a counter-force structure with a hook is provided at the tail end of the fixed tunneling pipe 103, and the other end is movably supported on the end face of the movable tunneling pipe 102. Preferred, such as Figure 5As shown, depending on the diameter of the jacking pipe 3, 3 to 9 tunneling feed cylinders 104 are arranged radially. A PTFE slip ring 105 is provided on the end face of the movable tunneling pipe 102. The tunneling feed cylinders 104 rest against the end face of the slip ring 105, and slide relative to each other. Not shown in the figure, a foldable centering seat is provided near the piston rod to provide support for the tunneling feed cylinders 104 during tunneling, reducing radial stress. When the piston rod retracts, the end of the piston rod and the movable tunneling pipe 102 cause the centering seat to fold.

[0034] Preferred, such as Figure 2 , 3 In section 5, a gear ring 106 is also provided at the end of the movable tunneling pipe 102 near the tunneling feed cylinder 104. The gear ring 106 is fixedly connected to the movable tunneling pipe 102 by multiple gear ring lugs 113 extending inward and screws for easy processing. Multiple motors or hydraulic motors installed on the fixed tunneling pipe 103 are connected to the gear ring 106 through drive gears 110 to drive the movable tunneling pipe 102 to rotate. The number of motors or hydraulic motors is determined according to the diameter of the jacking pipe 3, and is usually set to 4 to 16. The scheme of using multiple motors or hydraulic motors can reduce the size of a single motor or hydraulic motor, and reduce the size and weight of the entire jacking pipe tunneling device 1.

[0035] Preferred solutions include Figure 9 In the process, the side wall of the movable tunneling pipe 102 is provided with an axially oriented cutter groove 116, and a rotatable side wall tunneling cutter head 101 is provided in the cutter groove 116. The side wall tunneling cutter head 101 is connected to the cutter groove 116 through a pin in the tangential direction to the movable tunneling pipe 102. The side wall tunneling cutter head 101 is connected to the side wall cutter head cylinder 117. One end of the side wall cutter head cylinder 117 is connected to the side wall tunneling cutter head 101, and the other end is pressed against the cutter groove 116. Figure 9 The connection structure shown is for illustrative purposes only. In the actual connection structure, dead points must be avoided. The sidewall tunneling cutter head 101 is opened or retracted by the extension and retraction of the sidewall cutter head cylinder 117. A spiral plate 115 is provided on the inner wall of the movable tunneling pipe 102 to assist in the discharge of mud and sludge generated during tunneling. The presence of the soil core and mud and sludge provides some support to the tunnel wall. Furthermore, this invention employs a short-advance construction scheme, thus overcoming the problem of requiring earth pressure balance in existing technologies. During tunneling, the tunneling cutter head also does not need to supply a large amount of lubricating mud, overcoming the problems of mud-water balance and circulation.

[0036] Optional solutions such as Figure 3In the process, the motor or hydraulic motor is slidably connected to the fixed tunneling pipe 103. The inner wall of the fixed tunneling pipe 103 is provided with a sliding groove. Correspondingly, a slider is provided on the fixed seat of the motor or hydraulic motor. A hook structure is provided at the end face of the gear ring 106 so that the drive gear 110 slides with the gear ring 106. Or another alternative solution, such as Figure 2 In the motor or hydraulic motor, there is a sliding shaft, which is a splined shaft. A hook structure is provided at the end face of the gear ring 106 so that the drive gear 110 slides with the gear ring 106.

[0037] Preferred solutions include Figure 8 The system also includes a core-taking excavator 13. The excavator body 133 has an inclined conveyor belt 132, with the front end of the conveyor belt 132 facing the working face lower and the rear end higher. An excavator arm 131 is also mounted on the excavator body 133 and connected to the excavator body 133 via a turntable. In this example, the core-taking excavator 13 does not have a cab; it is remotely controlled via video monitoring combined with remote control. Control signals are transmitted via WIFI communication. Preferably, the excavator arm 131 is connected to a gantry mounted on the excavator body 133 via a turntable. The conveyor belt 132 passes under the gantry. In terms of operation, since the movement speed of the excavator arm 131 is not high, operational delays have little impact on its operation. Furthermore, the video monitoring and remote control method is actually more convenient than on-site operation, both in terms of field of vision and low-light visual clarity. The core excavator 13 is mainly used to remove the soil core within the range of the jacking pipe 3. The construction usually does not extend beyond the end of the jacking pipe 3 to avoid the collapse of the tunnel face.

[0038] Preferred solutions include Figure 8The tunnel also includes a soil removal and conveying vehicle 139. Both ends of the soil removal and conveying vehicle 139 are connected to a first wire rope 138 and a second wire rope 135, respectively. The second wire rope 135 passes around the guide wheel 130 fixed at the rear of the excavator body 133 and is connected to a second winch device 137. The first wire rope 138 is connected to a first winch device 136. Both the first winch device 136 and the second winch device 137 are installed in the working shaft 5 so that the soil removal and conveying vehicle 139 can follow the soil removal and conveying the mud and slag on the conveyor belt 132 to the outside of the tunnel 2. The specific operating steps are as follows: the second winch device 137 tightens the wire rope, and the first winch device 136 loosens the wire rope. At this time, the first winch device 136 adopts constant torque control to make the soil removal and conveying vehicle 139 move in a certain damping manner and to make the wire rope taut. The soil removal and conveying vehicle 139 is pulled by the second wire rope 135 that passes around the guide wheel 130 to the lower end of the conveyor belt 132. The bucket of the excavator arm 131 transfers the mud to the beginning of the conveyor belt 132, which then transports it to the end and it falls into the soil removal and conveying vehicle 139. Then, the second winch device 137 loosens the wire rope, and the first winch device 136 tightens the wire rope to pull the soil removal and conveying vehicle 139 into the working shaft 5. The hoisting device above the working shaft 5 lifts the movable bucket of the soil removal and conveying vehicle 139 to the outside of the working shaft 5, and then lifts the empty movable bucket back onto the soil removal and conveying vehicle 139, repeating the cycle to continuously transport the sludge to the outside of the working shaft 5.

[0039] The above embodiments are merely preferred technical solutions of the present invention and should not be considered as limitations on the present invention. The embodiments and features described in these embodiments can be arbitrarily combined without conflict. The scope of protection of the present invention should be limited to the technical solutions described in the claims, including equivalent substitutions of the technical features described in the claims. That is, equivalent substitutions and improvements within this scope are also within the scope of protection of the present invention.

Claims

1. A pipe jacking construction device for all-earth tunnels and mudstone tunnels, characterized in that: The device includes a pipe jacking device (1) installed inside the pipe jacking (3). The pipe jacking device (1) includes a fixed tunneling pipe (103) and a movable tunneling pipe (102). The fixed tunneling pipe (103) is fixedly connected to the inner wall of the pipe jacking (3). The movable tunneling pipe (102) is movably connected to the fixed tunneling pipe (103). A tunneling cutter head (114) is provided at the free end of the movable tunneling pipe (102). A tunneling feed cylinder (104) is provided between the movable tunneling pipe (102) and the fixed tunneling pipe (103). One end of the tunneling feed cylinder (104) is connected to the fixed tunneling pipe (103), and the other end is movably pushed against the end face of the movable tunneling pipe (102). A gear ring (106) is also provided at one end of the movable tunneling pipe (102) near the tunneling feed cylinder (104). Multiple motors or hydraulic motors installed on the fixed tunneling pipe (103) are connected to the gear ring (106) through drive gears (110) to drive the movable tunneling pipe (102) to rotate. The sidewall of the movable tunneling pipe (102) is provided with an axial cutter groove (116), and a rotatable sidewall tunneling cutter head (101) is provided in the cutter groove (116). The sidewall tunneling cutter head (101) is connected to the sidewall cutter head cylinder (117) to drive the sidewall tunneling cutter head (101) to open or retract. A spiral plate (115) is provided on the inner wall of the active tunneling pipe (102), and the spiral plate (115) is used to assist in slag removal; The electric motor or hydraulic motor is slidably connected to the fixed tunneling pipe (103) so that the drive gear (110) slides with the gear ring (106); Alternatively, the motor or hydraulic motor may be equipped with a sliding shaft, which is a splined shaft, so that the drive gear (110) slides along the gear ring (106).

2. The pipe jacking construction device for all-earth tunnels and mudstone tunnels according to claim 1, characterized in that: It also includes a core drilling excavator (13), on which an inclined conveyor belt (132) is provided. The front end of the conveyor belt (132) is lower and the rear end is higher. An excavator arm (131) is also provided on the excavator body (133), and the excavator arm (131) is connected to the excavator body (133) through a turntable.

3. The pipe jacking construction device for all-earth tunnels and mudstone tunnels according to claim 2, characterized in that: A soil removal and conveying vehicle (139) is also provided. The two ends of the soil removal and conveying vehicle (139) are connected to the first wire rope (138) and the second wire rope (135) respectively. The second wire rope (135) passes around the guide wheel (130) fixed on the excavator body (133) and is connected to the second winch device (137). The first wire rope (138) is connected to the first winch device (136). The first winch device (136) and the second winch device (137) are both set in the working shaft (5) so that the soil removal and conveying vehicle (139) can follow the soil removal and conveying vehicle (139) and transporting the mud and slag on the conveyor belt (132) to the outside of the tunnel (2).

4. A construction method using the pipe jacking construction device for all-earth tunnels and mudstone tunnels as described in any one of claims 1 to 3, characterized in that: Includes the following steps: S1. Assemble the pipe jacking device (6). S2. Install the pipe jacking device (1) at the front end of the pipe jacking (3); S3. Proceed with the front-end excavation; S4. Open the sidewall excavation cutter head (101) to the outside and excavate the sidewall to dig out the soil at the front end of the jacking pipe (3); S5. Excavate the soil core and clean up the excavated mud and debris; S6. Inject lubricating mud between the jacking pipe and the inner wall of the tunnel (2); S7. Push the jacking pipe (3) forward a certain distance; S8, repeat steps S3~S7; The above steps enable the pipe jacking construction of both earthen tunnels and mudstone tunnels.

5. The construction method of the all-earth tunnel and mudstone tunnel pipe jacking construction device according to claim 4, characterized in that: In steps S2 to S4, the pipe jacking device (1) is equipped with a telescopic and rotatable movable tunneling pipe (102). The front end of the movable tunneling pipe (102) is equipped with a tunneling cutter head (114). The movable tunneling pipe (102) is also equipped with a side wall tunneling cutter head (101) that can open to the side wall. The outer end of the side wall tunneling cutter head (101) is flush with the outer wall of the pipe jacking (3).

6. The construction method of the all-earth tunnel and mudstone tunnel pipe jacking construction device according to claim 4, characterized in that: In step S5, a core excavator (13) is used to excavate the soil core, which is then transported to the outside of the tunnel by a soil transport vehicle (139). The core excavator (13) is equipped with an excavator arm (131). An inclined conveyor belt (132) is provided on the excavator body (133) of the core excavator (13). The excavator arm (131) digs the mud onto the conveyor belt (132). The conveyor belt (132) transports the mud from the front end of the excavator body (133) to the rear end of the excavator body (133) and it falls into the soil removal and transportation vehicle (139). The soil removal and transport vehicle (139) is pulled by a steel wire rope and moves back and forth between the excavator body (133) and the outside of the tunnel.

7. The construction method of the all-earth tunnel and mudstone tunnel pipe jacking construction device according to claim 4, characterized in that: In step S6, the sealing grouting seat (9) is sealed to the grouting port of the jacking pipe (3) and supported inside the jacking pipe (3) by a strut (82) so that the grout is injected between the jacking pipe and the inner wall of the tunnel (2) using pressure.

8. The construction method of the all-earth tunnel and mudstone tunnel pipe jacking construction device according to claim 4, characterized in that: In step S7, the length of the jacking advance is less than 1 meter.

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