Pipe jacking method for foundation pit launching

Abstract

The invention provides a foundation pit originating pipe jacking method which comprises the following steps: S1, foundation pit excavation: directly supporting a foundation pit on an originating side according to design requirements, and excavating a tunnel entrance and exit foundation pit; s2, pit top supporting is conducted, specifically, a supporting structure is installed at the top of the foundation pit so as to prevent the foundation pit from collapsing in the excavation process or after excavation; and S3, a reaction wall is arranged, a bottom plate is constructed in the foundation pit, and the reaction wall parallel to the starting hole is arranged on the bottom plate so that supporting force can be provided and thrust generated by pipe jacking operation can be borne. The pipe jacking starting work is directly carried out in the tunnel entrance and exit foundation pit, the reaction wall is arranged to provide supporting force, the traditional working well construction step is omitted, the utilization rate of the construction space and the construction efficiency are improved, the method is particularly suitable for the conditions of limited space or complex environment, the construction process is effectively simplified, and the construction cost is reduced. And many problems caused by the working well are avoided.

Description

Technical Field

[0001] The invention relates to the field of pipe jacking construction, in particular to a pipe jacking method starting from a foundation pit. Background Art

[0002] In tunnel jacking construction, the traditional working well method is usually used to provide the necessary space and support for the jacking equipment, so as to install the jacking machine and advance the pipeline. However, the traditional working well usually requires the excavation of a deeper shaft in the tunnel entrance area, and the space of the shaft is limited, which makes the installation and commissioning of the jacking machine very difficult. The limited space of the working well will affect the entry, exit, adjustment and maintenance of the jacking equipment, thereby extending the construction period. In addition, the foundation pit construction at the entrance and exit of the tunnel after the construction is completed, as well as the backfilling of some locations, increase the complexity and cost of the construction. Therefore, a new solution is urgently needed to overcome these limitations, improve construction efficiency, and ensure the smooth progress of the construction process. Summary of the invention

[0003] The main purpose of the present invention is to provide a method for pipe jacking starting from a foundation pit, by excavating a foundation pit at the entrance and exit of a tunnel, setting up a prefabricated reaction wall in the foundation pit, and setting up a pipe jacking device between the reaction wall and the tunnel entrance. This scheme greatly improves the efficiency and safety of pipe jacking construction by providing a more spacious space in the foundation pit at the entrance of the tunnel.

[0004] In order to solve the above technical problems, the technical solution adopted by the present invention is: a pipe jacking method starting from a foundation pit, the method comprising: S1. Excavation of foundation pit: directly carry out foundation pit support according to design requirements on the starting side, and excavate the tunnel entrance and exit foundation pit; S2, pit top support, installing a support structure on the top of the foundation pit to prevent the foundation pit from collapsing during or after excavation; S3. Set up a reaction wall. Construct a bottom plate in the foundation pit and set up a reaction wall on the bottom plate parallel to the starting hole to provide support and withstand the thrust generated by the jacking operation.

[0005] In a preferred embodiment, the reaction wall is a prefabricated composite structure, which includes a central module located in the middle and side modules symmetrically arranged on both sides of the central module.

[0006] In the preferred solution, the reaction wall setting method in step S3 includes: S31, a plurality of slide rails anchored in the bottom plate are arranged on the bottom plate, and the slide rails are parallel to the starting hole; S32, hoisting the side module on one side of the middle module from the horizontal steel support space of the supporting structure onto the slide rail, and then sliding it along the slide rail to a corresponding position; S33, repeat step S32, hoist the side module on the other side of the middle module and slide it to the corresponding position; S34, hoist the middle module between the side modules on both sides, and complete the fixation between the side modules, the middle module and the slide rails.

[0007] In the preferred solution, the number of side modules on one side of the middle module is not less than one; The side module includes a side block, and a docking groove is provided at one end of the side block close to the middle module. When the number of side modules is more than two, except for the side module at the edge, the other ends of the side blocks of the remaining side modules are provided with docking blocks, and the docking blocks match the docking grooves.

[0008] In the preferred embodiment, the middle module comprises a wedge-shaped block body which is narrow at the bottom and wide at the top, and both sides of the wedge-shaped block body are provided with abutment blocks which are matched with the docking grooves; The side blocks connected to the wedge-shaped blocks are right-angled trapezoids, and the slopes of the connecting ends of the two blocks are matched.

[0009] In the preferred embodiment, the bottom ends of the side blocks and the wedge-shaped blocks are embedded with a plurality of concave steel parts adapted to the slide rails; Corresponding locking holes are arranged at the edge of the concave steel part of the side block, the bottom ends of the docking block and the abutment block, and the slide rail. Fixation between the reaction walls and between the reaction wall and the slide rail can be achieved by passing bolts through the corresponding locking holes.

[0010] In the preferred embodiment, the backs of the wedge-shaped block and the side block are both provided with T-shaped connecting blocks for connecting the assembled top support blocks, the connecting ends of the assembled top support blocks are provided with T-shaped slots adapted to the T-shaped connecting blocks, and the T-shaped slots and the T-shaped connecting blocks are both provided with corresponding multiple connecting through holes for fixing each other; The bottom end of the assembled top support block is embedded with a U-shaped steel piece extending to both ends. The U-shaped steel piece is adapted to the slide rail, and both ends of the U-shaped steel piece are provided with fixing holes adapted to the locking holes of the slide rail for fixing each other. The installation method of the assembled top support block is: after hoisting the side module or the middle module onto the slide rail, the corresponding assembled top support block is also hoisted onto the corresponding slide rail, and the T-shaped connecting block is plugged into the T-shaped slot, and then the two are fixed by bolts, and then the whole is slid or fixed.

[0011] In the preferred embodiment, a plurality of abutment connection mechanisms are respectively arranged on the opposite inner wall surfaces of the tunnel entrance and exit foundation pits on both sides of the reaction wall, which are used to connect the reaction wall with the side surfaces of the tunnel entrance and exit foundation pits and play a role in limiting the sliding installation; The interfering connection mechanism includes an angle adjustment component, a sliding limit component and a top support component. The angle adjustment component includes a support rod arranged on the side of the tunnel entrance and exit foundation pit, an I-shaped adjustment rod is hinged at the end of the support rod, a receiving groove is arranged at one end of the support rod close to the I-shaped adjustment rod, and an angle adjustment hydraulic cylinder is hingedly arranged in the receiving groove, and the telescopic end of the angle adjustment hydraulic cylinder is hinged to the I-shaped adjustment rod; The sliding limit assembly comprises two sliding seats slidably arranged on an I-shaped adjustment rod, an oblique support rod is hingedly arranged on the sliding seat, the two oblique support rods are symmetrically distributed, and a U-shaped clamp is hingedly arranged at the other end, a compression spring is arranged between the U-shaped clamp and the I-shaped adjustment rod, two limit blocks for limiting the sliding range of the sliding seat are slidably arranged on the I-shaped adjustment rod, and a plurality of positioning holes are arranged on the I-shaped adjustment rod, a locking hole is arranged on the limit block, and a locking bolt for locking the limit block is inserted into the locking hole and one of the positioning holes; The top support assembly is a threaded telescopic support rod hinged at the other end of the support rod, and the telescopic end of the support rod can be movably connected to the I-shaped adjustment rod.

[0012] In the preferred solution, in step S31, the abutment connection mechanisms located on both sides of the reaction wall are installed on the opposite inner wall surfaces of the tunnel entrance and exit foundation pit, and the central axis of the I-shaped adjustment rod and the sliding limit assembly is adjusted to be perpendicular to the central axis of the reaction wall by the angle adjustment hydraulic cylinder, and then the limit block is fixed to the corresponding positioning hole according to the fixed position of the side module at the edge; In step S32, when sliding the side module at the edge, it is moved to connect with the U-shaped clamp of the interference connection mechanism.

[0013] In the preferred embodiment, the foundation pit support structure is a continuous steel sheet pile support structure formed by multiple steel sheet piles bite together one by one. The steel sheet piles include a plate body, and flexible inclined plates are symmetrically connected on both sides of the plate body, and the other end of the flexible inclined plate is connected to a bite groove.

[0014] The present invention provides a method for jacking pipes starting from a foundation pit, which omits the traditional working pit construction steps by directly carrying out the jacking work in the tunnel entrance and exit foundation pits and setting a reaction wall to provide supporting force. This not only improves the utilization rate of the construction space and the construction efficiency, which is particularly suitable for situations where space is limited or the environment is complex, but also effectively simplifies the construction process and avoids many problems caused by the working pit. By completing the jacking work and the reaction wall installation in the foundation pit, the efficiency and safety of the construction are significantly improved. BRIEF DESCRIPTION OF THE DRAWINGS

[0015] The present invention will be further described below in conjunction with the accompanying drawings and embodiments: Figure 1 It is the overall structure diagram of the present invention; Figure 2 The present invention Figure 1A top view of the structure; Figure 3 It is a structural diagram of the reaction wall of the present invention; Figure 4 The present invention Figure 3 Another perspective structure diagram; Figure 5 This is a side module structure diagram at the edge of the present invention; Figure 6 It is a side module structure diagram close to the middle module of the present invention; Figure 7 It is the structural diagram of the middle module of the present invention; Figure 8 This is a structural diagram of the assembled top support block of the present invention; Fig. 9 This is a structural diagram of the connection between the reaction wall and the conflict connection mechanism of the present invention; Fig.10 It is a structural diagram of the conflicting connection mechanism of the present invention; Fig.11 This is an exploded structural diagram of the conflicting connection mechanism of the present invention; Fig.12 It is a flow chart of reaction wall installation of the present invention; Fig.13 It is a structural diagram of a steel sheet pile of the present invention; In the figure: tunnel entrance and exit foundation pit 1; supporting structure 2; slide rail 3; reaction wall 4; middle module 40; wedge block 400; interference block 401; lateral module 41; lateral block 410; docking block 412; assembled top support block 43; concave steel part 44; locking hole 440; U-shaped steel part 45; T-shaped connecting block 47; T-shaped slot 48; connecting through hole 480; interference connection mechanism 5; angle adjustment assembly 50; support rod 500; I-shaped adjustment rod 502; angle adjustment hydraulic cylinder 503; accommodating groove 504; sliding limit assembly 51; sliding seat 510; diagonal support rod 511; U-shaped clamp 512; compression spring 513; limit block 514; locking hole 515; positioning hole 516; locking bolt 517; top support assembly 52; steel sheet pile 6; flexible inclined plate 601; bite groove 602. DETAILED DESCRIPTION

[0016] Example 1 like Figure 1 and 2 As shown, a pipe jacking method starting from a foundation pit, the method comprising: S1. Excavation of foundation pit: Carry out foundation pit support directly on the starting side according to the design requirements to ensure the stability of the foundation pit, and excavate the tunnel entrance and exit foundation pit 1.

[0017] S2. Pit top support. A support structure 2 is installed on the top of the foundation pit to prevent the foundation pit from collapsing during or after excavation. The support structure 2 is a steel inner support structure, which is a commonly used technical means in this field and will not be described in detail here.

[0018] S3. Set up a reaction wall 4, construct a bottom plate in the foundation pit, the bottom plate adopts a concrete casting structure, and set up a reaction wall 4 parallel to the starting hole on the bottom plate to provide support and withstand the thrust generated by the jacking operation.

[0019] With such a design, the starting work of the jacking pipe can be carried out directly in the tunnel entrance and exit foundation pit 1 on the starting side. At the same time, a reaction wall 4 is set in the tunnel entrance and exit foundation pit 1 to provide support force for the jacking pipe. Thus, the working pit construction step is skipped through the excavation of the tunnel entrance and exit foundation pit 1 and the installation of the reaction wall 4, which effectively improves the space and efficiency of the jacking pipe construction. Especially when the space is limited and the construction environment is complex, it can effectively improve the construction efficiency and reduce the problems caused by the traditional working pit method.

[0020] Example 2 like Figure 1-13 As shown, in order to further improve the installation efficiency of the reaction wall 4, the reaction wall 4 in this embodiment is an assembled concrete composite structure, which can be prefabricated in a factory to shorten its production time and ensure the structural stability and construction efficiency of the reaction wall. It specifically includes a middle module 40 located in the middle, and side modules 41 symmetrically arranged on both sides of the middle module 40.

[0021] Secondly, due to the angle difference between the tunnel opening and the inner wall of the tunnel entrance and exit foundation pit 1, the reaction wall 4 needs to be set inclined in the tunnel entrance and exit foundation pit 1, such as Figure 2 As shown, directly hoisting the assembled reaction wall 4 will cause the side modules 41 at the edge to interfere with the transverse steel support of the support structure 2. Therefore, the reaction wall 4 setting method in step S3 includes: S31. A plurality of slide rails 3 are arranged on the bottom plate and anchored therein. The slide rails 3 are parallel to the starting opening. The length and position of the slide rails 3 should be precisely designed according to the size and inclination angle of the reaction wall to ensure that the reaction wall 4 can be smoothly installed at the predetermined position.

[0022] S32. Hoist the side module 41 on one side of the middle module 40 from the transverse steel support space of the support structure 2 onto the slide rail 3, and then slide it along the slide rail 3 to the corresponding position. It should be noted that the parallelism of the slide rail and the stability of the side module should be ensured during the sliding process to avoid module displacement or damage.

[0023] S33, repeat step S32, hoist the side module 41 on the other side of the middle module 40 and slide it to the corresponding position.

[0024] S34, hoist the middle module 40 between the side modules 41 on both sides, and complete the fixation between the side modules 41, the middle module 40 and the slide rails 3.

[0025] It should be noted that the power for the sliding of the side module 41 can be achieved through a hydraulic cylinder or a winch. In the present embodiment, a winch is preferred. The winch is arranged at both ends of the slide rail 3, and the side module 41 to be slid is connected by a steel wire rope, and its sliding on the slide rail 3 is achieved by winding.

[0026] Such a design, through the combination of the slide rail 3 and the modular design, enables the reaction wall 4 to be installed efficiently and accurately, which is particularly suitable for construction environments with limited space such as tunnel entrance foundation pits. This method not only improves the installation efficiency of the reaction wall 4, but also avoids spatial interference during the construction process, thereby improving the operating efficiency of the entire jacking construction.

[0027] Furthermore, the number of the side modules 41 on one side of the middle module 40 is not less than one, and in this embodiment, two are preferred. The side module 41 includes a side block 410, and a docking groove 411 is provided at one end of the side block 410 close to the middle module 40. When the number of side modules 41 is more than two, except for the side module 41 at the edge, the other ends of the side blocks 410 of the other side modules 41 are provided with docking blocks 412, and the docking blocks 412 match the docking grooves 411. By plugging the docking blocks 412 into the docking grooves 411, the docking between adjacent side modules 41 can be effectively achieved.

[0028] Furthermore, the middle module 40 includes a wedge-shaped block 400 that is narrow at the bottom and wide at the top, and both sides of the wedge-shaped block 400 are provided with abutment blocks 401 that are adapted to the docking grooves 411 .

[0029] The side block 410 connected to the wedge-shaped block 400 is a right-angled trapezoid, and the slopes of the connecting ends of the two are adapted to each other. Since the middle module 40 adopts the wedge-shaped block 400, the resistance blocks 401 on both sides thereof can perfectly match the docking grooves 411 on the side modules 41, ensuring a tight connection between the modules.

[0030] In the preferred embodiment, the bottom ends of the side block 410 and the wedge block 400 are embedded with multiple concave steel parts 44 that are compatible with the slide rails 3. In this embodiment, the number of the concave steel parts 44 is two, and the side block 410 is slidably mounted on the corresponding two slide rails 3 through the two concave steel parts 44, thereby achieving a sliding effect.

[0031] Corresponding locking holes 440 are provided at the edge of the concave steel part 44 of the side block 410, the bottom ends of the docking block 412 and the resistance block 401, and the slide rail 3. By passing bolts through the corresponding locking holes 440, fixation between the reaction walls 4 and between the reaction wall 4 and the slide rail 3 can be achieved.

[0032] With such a design, the adjacent side modules 41, the middle module 40 and the slide rail 3 can be connected and fixed by bolts, thereby providing effective counter-support. It should be noted that the specific number of bolts in this embodiment can be adjusted according to actual conditions.

[0033] In the preferred embodiment, the back sides of the wedge-shaped block 400 and the side block 410 are provided with T-shaped connecting blocks 47 for connecting the assembled top support block 43, and the connecting end of the assembled top support block 43 is provided with a T-shaped slot 48 adapted to the T-shaped connecting block 47, and the T-shaped slot 48 and the T-shaped connecting block 47 are provided with corresponding multiple connecting through holes 480 for fixing them to each other.

[0034] A U-shaped steel member 45 extending toward both ends is embedded in the bottom end of the assembled top support block 43, and the U-shaped steel member 45 is matched with the slide rail 3. In the present embodiment, there are two U-shaped steel members 45, and both ends thereof are provided with fixing holes 450 matched with the locking holes 440 of the slide rail 3 for fixing them to each other.

[0035] The installation method of the assembled top support block 43 is as follows: after hoisting the side module 41 or the middle module 40 onto the slide rail 3, the corresponding assembled top support block 43 is also hoisted onto the corresponding slide rail 3, and the T-shaped connecting block 47 is plugged into the T-shaped slot 48, and then the two are fixed by bolts, and then the whole is slid or fixed.

[0036] With such a design, the assembled top support block 43 can be used to further improve the strength of the overall structure. At the same time, the assembled design can also reduce the weight of a single hoisting.

[0037] It should be noted that the assembled top support block 43, the side modules 41 and the middle module 40 are all provided with lifting ears for easy lifting.

[0038] In the preferred embodiment, in order to further improve the support for the reaction wall 4 and position the sliding installation, a plurality of abutment connection mechanisms 5 located on both sides of the reaction wall 4 are respectively provided on the opposite inner wall surfaces of the tunnel entrance and exit foundation pit 1. In this embodiment, the number of abutment connection mechanisms 5 on one side is two, which are used to connect the reaction wall 4 with the side of the tunnel entrance and exit foundation pit 1 and play a role in limiting the sliding installation; The interfering connection mechanism 5 includes an angle adjustment component 50, a sliding limit component 51 and a supporting component 52. The angle adjustment component 50 includes a support rod 500 fixedly mounted on the side of the tunnel entrance and exit foundation pit 1. The support rod 500 is fixed to the side wall of the tunnel entrance and exit foundation pit 1 by welding or bolt installation. An I-shaped adjustment rod 502 is hinged at the end of the support rod 500, so that the I-shaped adjustment rod 502 can rotate on the support rod 500 to adjust its own angle. A receiving groove 504 is provided at one end of the support rod 500 close to the I-shaped adjustment rod 502, and an angle adjustment hydraulic cylinder 503 is hingedly provided in the receiving groove 504. The telescopic end of the angle adjustment hydraulic cylinder 503 is hinged to the I-shaped adjustment rod 502, so that the angle of the I-shaped adjustment rod 502 can be adjusted by telescoping the angle adjustment hydraulic cylinder 503. In addition, when it is in a telescopic state, the angle adjustment hydraulic cylinder 503 can be stored in the receiving groove 504.

[0039] The sliding limit assembly 51 includes two sliding seats 510 slidably arranged on the I-shaped adjustment rod 502, and an oblique support rod 511 is hingedly arranged on the sliding seat 510. The two oblique support rods 511 are symmetrically distributed, and a U-shaped clamp 512 is hingedly arranged at the other end. A compression spring 513 is arranged between the U-shaped clamp 512 and the I-shaped adjustment rod 502, and the two ends of the compression spring 513 are respectively fixed to the U-shaped clamp 512 and the I-shaped adjustment rod 502. Therefore, the U-shaped clamp 512 can be pushed out by the tension of the compression spring 513, and the two sliding seats 510 are brought into a close state. When the U-shaped clamp 512 is resisted by the side module 41, it can be squeezed The compression spring 513 is pressed to separate the two sliding seats 510. Two limit blocks 514 for limiting the sliding range of the sliding seat 510 are slidably provided on the I-shaped adjustment rod 502, and a plurality of positioning holes 516 are provided on the I-shaped adjustment rod 502. The limit blocks 514 are provided with locking holes 515. The locking holes 515 and one of the positioning holes 516 are connected with locking bolts 517 for locking the limit blocks 514. By fixing the two limit blocks 514 on the I-shaped adjustment rod 502, the maximum sliding range of the two sliding seats 510 can be achieved, thereby limiting the position of the side module 41 and preventing it from sliding out of the preset position.

[0040] With such a design, accurate positioning and firm fixation between the reaction wall 4 and the tunnel entrance and exit foundation pit 1 can be achieved through the wedge-shaped insertion structure of the resistance connection mechanism 5 in cooperation with the wedge-shaped block 400. Through the adjustment of the angle adjustment component 50, the I-shaped adjustment rod 502 can effectively match the angle of the reaction wall 4, and the wedge-shaped insertion structure of the wedge-shaped block 400 provides a precise plug-in force between the side module 41 and the slide rail 3, so that the reaction wall 4 can not only slide smoothly to the predetermined position during the installation process, but also be firmly fixed in place.

[0041] Specifically, the wedge-shaped block 400 cooperates with the side module 41 through its inclined shape, effectively avoiding position deviation during the insertion process. At the same time, due to the self-locking function of the wedge-shaped structure, once the reaction wall reaches the preset position, its stability is greatly improved, avoiding the looseness or misalignment problems that may exist in traditional support structures. In addition, the wedge-shaped structure provides uniform pressure distribution between the reaction wall 4 and the foundation pit wall, effectively reducing local stress concentration and extending the service life of the support system.

[0042] Furthermore, in step S31, the interference connection mechanism 5 located on both sides of the reaction wall 4 is installed on the relative inner wall surfaces of the tunnel entrance and exit foundation pit 1, and the central axis of the I-shaped adjustment rod 502 and the sliding limit assembly 51 is adjusted to be perpendicular to the central axis of the reaction wall 4 through the angle adjustment hydraulic cylinder 503, and then the limit block 514 is fixed on the corresponding positioning hole 516 according to the fixed position of the side module 41 at the edge.

[0043] In step S32, when the side module 41 at the sliding edge is moved to connect with the U-shaped clamp 512 of the abutting connection mechanism 5, after the wedge block 400 is inserted, the side module 41 is pushed to tightly abut and connect with the abutting connection mechanism 5.

[0044] In the preferred embodiment, the top support assembly 52 is a threaded telescopic support rod hinged at the other end of the support rod 500, and its telescopic end can be movably connected to the I-shaped adjustment rod 502. When the reaction wall 4 is installed, the telescopic end of the threaded telescopic support rod can be rotated to make it contact with the I-shaped adjustment rod 502, so that the angle adjustment hydraulic cylinder 503 can be depressurized.

[0045] In the preferred embodiment, the foundation pit support structure is a continuous steel sheet pile support structure formed by multiple steel sheet piles 6 that are interlocked one by one. The steel sheet piles 6 include a plate body 600, which is the main part of the steel sheet pile and is responsible for bearing most of the soil pressure and water pressure. In this embodiment, the steel sheet piles are hot-rolled steel plates. Flexible inclined plates 601 are symmetrically connected on both sides of the plate body 600 to provide additional lateral support force. At the same time, through its own deformation ability, it can bend moderately under pressure to adapt to the deformation requirements of the foundation pit soil, so that the support structure can adapt to the slight displacement of the foundation pit soil, avoid the limitations of traditional rigid support, reduce the impact on the steel sheet piles, and avoid structural damage to the foundation pit caused by geological activities. Steel plates thinner than the steel sheet piles 6 can be used, and the other end of the flexible inclined plate 601 is connected to a bite groove 602 for the bite between the steel sheet piles 6.

[0046] The above embodiments are only preferred technical solutions of the present invention and should not be regarded as limiting the present invention. The protection scope of the present invention shall be the technical solutions recorded in the claims, including equivalent replacement solutions of the technical features in the technical solutions recorded in the claims. That is, equivalent replacement improvements within this scope are also within the protection scope of the present invention.

Claims

1. A pipe jacking method starting from a foundation pit, characterized by: The method includes: S1. Excavation of foundation pit: directly carry out foundation pit support according to design requirements on the starting side, and excavate the tunnel entrance and exit foundation pit (1); S2, pit top support, installing a support structure (2) on the top of the foundation pit to prevent the foundation pit from collapsing during or after excavation; S3. Setting a reaction wall (4). A bottom plate is constructed in the foundation pit, and a reaction wall (4) parallel to the starting hole is set on the bottom plate to provide support force and withstand the thrust generated by the jacking operation.

2. A pipe jacking method starting from a foundation pit according to claim 1, characterized in that: The reaction wall (4) is an assembled composite structure, comprising a middle module (40) located in the middle, and side modules (41) symmetrically arranged on both sides of the middle module (40).

3. A pipe jacking method starting from a foundation pit according to claim 2, characterized in that: The method for setting the reaction wall (4) in step S3 includes: S31, arranging a plurality of slide rails (3) anchored therein on the bottom plate, wherein the slide rails (3) are parallel to the starting hole; S32, hoisting the side module (41) on one side of the middle module (40) from the transverse steel support space of the support structure (2) onto the slide rail (3), and then sliding the side module (41) along the slide rail (3) to a corresponding position; S33, repeating step S32, hoisting and sliding the side module (41) on the other side of the middle module (40) to a corresponding position; S34, hoisting the middle module (40) between the side modules (41) on both sides, and completing the fixation between the side modules (41), the middle module (40) and the slide rails (3).

4. A pipe jacking method starting from a foundation pit according to claim 3, characterized in that: The number of the side modules (41) on one side of the middle module (40) is not less than one; The side module (41) comprises a side block (410), one end of the side block (410) close to the middle module (40) is provided with a docking groove (411), and when the number of the side modules (41) is more than two, except for the side module (41) at the edge, the other ends of the side blocks (410) of the other side modules (41) are provided with a docking block (412), and the docking block (412) matches the docking groove (411).

5. A pipe jacking method starting from a foundation pit according to claim 3, characterized in that: The middle module (40) comprises a wedge-shaped block (400) which is narrow at the bottom and wide at the top, and both sides of the wedge-shaped block (400) are provided with abutment blocks (401) adapted to the docking grooves (411); The side block (410) connected to the wedge-shaped block (400) is a right-angled trapezoid, and the slopes of the connecting ends of the two are adapted to each other.

6. A pipe jacking method starting from a foundation pit according to claim 5, characterized in that: The bottom ends of the side blocks (410) and the wedge blocks (400) are both embedded with a plurality of concave steel parts (44) adapted to the slide rails (3); Corresponding locking holes (440) are provided at the edge of the concave steel member (44) of the side block (410), at the bottom ends of the docking block (412) and the abutting block (401), and on the slide rail (3). By passing bolts through the corresponding locking holes (440), fixation between the reaction walls (4) and between the reaction walls (4) and the slide rail (3) can be achieved.

7. A pipe jacking method starting from a foundation pit according to claim 6, characterized in that: The backs of the wedge-shaped block (400) and the side block (410) are both provided with a T-shaped connecting block (47) for connecting to the assembled top support block (43); the connecting end of the assembled top support block (43) is provided with a T-shaped slot (48) adapted to the T-shaped connecting block (47); and the T-shaped slot (48) and the T-shaped connecting block (47) are both provided with a plurality of corresponding connecting through holes (480) for fixing them to each other; A U-shaped steel piece (45) extending toward both ends is embedded in the bottom end of the assembled top support block (43); the U-shaped steel piece (45) is matched with the slide rail (3), and both ends of the U-shaped steel piece (45) are provided with fixing holes (450) matched with the locking holes (440) of the slide rail (3) for fixing them to each other; The installation method of the assembled top support block (43) is as follows: after the side module (41) or the middle module (40) is hoisted onto the slide rail (3), the corresponding assembled top support block (43) is also hoisted onto the corresponding slide rail (3), and the T-shaped connecting block (47) is plugged into the T-shaped slot (48), and then the two are fixed by bolts, and then the whole is slid or fixed.

8. A pipe jacking method starting from a foundation pit according to any one of claims 3 to 7, characterized in that: A plurality of abutment connection mechanisms (5) are respectively arranged on opposite inner wall surfaces of the tunnel entrance and exit foundation pit (1) and are located on both sides of the reaction wall (4), and are used to connect the reaction wall (4) to the side of the tunnel entrance and exit foundation pit (1), and at the same time play a limiting role in sliding installation; The interfering connection mechanism (5) comprises an angle adjustment component (50), a sliding limit component (51) and a supporting component (52); the angle adjustment component (50) comprises a support rod (500) arranged on the side of the tunnel entrance and exit foundation pit (1); an I-shaped adjustment rod (502) is hingedly connected to the end of the support rod (500); a receiving groove (504) is arranged at one end of the support rod (500) close to the I-shaped adjustment rod (502); an angle adjustment hydraulic cylinder (503) is hingedly arranged in the receiving groove (504); and a telescopic end of the angle adjustment hydraulic cylinder (503) is hingedly connected to the I-shaped adjustment rod (502); The sliding limit assembly (51) comprises two sliding seats (510) slidably arranged on an I-shaped adjustment rod (502); an oblique support rod (511) is hingedly arranged on the sliding seat (510); the two oblique support rods (511) are symmetrically distributed and hingedly arranged at the other end with a U-shaped clamp (512); a compression spring (513) is arranged between the U-shaped clamp (512) and the I-shaped adjustment rod (502); two limit blocks (514) for limiting the sliding range of the sliding seat (510) are slidably arranged on the I-shaped adjustment rod (502); a plurality of positioning holes (516) are arranged on the I-shaped adjustment rod (502); a locking hole (515) is arranged on the limit block (514); a locking bolt (517) for locking the limit block (514) is inserted into the locking hole (515) and one of the positioning holes (516); The top support assembly (52) is a threaded telescopic support rod hinged at the other end of the support rod (500), and the telescopic end of the support rod can be movably connected to the I-shaped adjustment rod (502).

9. A pipe jacking method starting from a foundation pit according to claim 8, characterized in that: In step S31, the abutment connection mechanisms (5) located on both sides of the reaction wall (4) are installed on the opposite inner wall surfaces of the tunnel entrance and exit foundation pit (1), and the central axis of the I-shaped adjustment rod (502) and the sliding limit assembly (51) are adjusted to be perpendicular to the central axis of the reaction wall (4) through the angle adjustment hydraulic cylinder (503), and then the limit block (514) is fixed on the corresponding positioning hole (516) according to the fixed position of the side module (41) at the edge; In step S32, when the side module (41) at the sliding edge is moved to connect with the U-shaped clamp (512) of the abutting connection mechanism (5).

10. A pipe jacking method starting from a foundation pit according to claim 9, characterized in that: The foundation pit support structure is a continuous steel sheet pile support structure formed by a plurality of steel sheet piles (6) interlocked one by one. The steel sheet piles (6) comprise a plate body (600). Both sides of the plate body (600) are symmetrically connected with flexible inclined plates (601). The other end of the flexible inclined plate (601) is connected with an interlocking groove (602).

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