Construction method for quickly replacing head of pipe jacking machine

Abstract

The application discloses a construction method for quickly replacing a machine head of a pipe jacking machine, and is characterized in that the method comprises the following steps: step S1, shaft excavation and support; step S2, positioning of hoisting equipment; step S3, empty pushing and separation of an original pipe jacking machine; step S4, hoisting of the machine head of the original pipe jacking machine; step S5, hoisting and installation of the machine head of a new pipe jacking machine; step S6, shaft backfilling; and step S7, re-pushing of the new pipe jacking machine. The method shortens the replacement operation cycle of the pipe jacking machine, solves the problem that hoisting construction is limited by adjacent civil electric wires, gas pipelines and public forest sites, and meets the requirements of safety, economy, environmental protection, applicability and high work efficiency.

Description

Technical Field

[0001] This invention relates to the field of quick-change pipe jacking machines. More specifically, this invention relates to a construction method for quick-change pipe jacking machine heads. Background Technology

[0002] With the development and utilization of underground space, pipe jacking engineering, as a non-cut-and-cover technology, has also developed rapidly. However, the geology revealed in the geological survey report during pipe jacking construction differs significantly from the actual geology encountered during construction. Therefore, the pipe jacking machine configured according to the geological survey report is often unsuitable for the actual geological jacking process, usually resulting in lag or no jacking at all.

[0003] According to the original geological survey and design data, the lithology of the pipe wall in a certain parallel double-tunnel pipe jacking project with a small clearance consists of two types of surrounding rock: silty mudstone and breccia-bearing clay. The underlying limestone has not intruded into the working area. The pipe jacking operation involves traversing the breccia-bearing clay layer and the silty mudstone layer. The initial selection was a geotechnical pipe jacking machine. However, during construction, when the first pipe jacking reached 190m (out of a total length of 375m) on the left line, the on-site section showed a high-strength limestone layer. Further investigation revealed a long section of rock strata in the forward working area, and the pipe jacking machine suffered severe wear from traversing these strata, making it impossible to continue construction.

[0004] The subsequent rock strata working section of the pipe jacking project is adjacent to public welfare forests and gas pipelines, making it impossible to use surface drilling to assist the pipe jacking machine in completing the subsequent rock strata crossing work. Therefore, the pipe jacking machine needs to be replaced with a rock pipe jacking machine for subsequent tunneling construction. In the past, precast caissons, sheet pile supports, or direct trenching were commonly used to construct working shafts. However, the existing limestone for the subsequent pipe jacking in this project has high strength, making the construction of working shafts difficult; and there is insufficient space for trenching construction.

[0005] Therefore, in view of the problems existing in the above-mentioned technology, there is an urgent need for a new construction method for replacing the pipe jacking machine head. Summary of the Invention

[0006] To achieve these objectives and other advantages according to the present invention, a preferred embodiment of the present invention provides a construction method for quickly replacing the head of a pipe jacking machine, comprising the following steps: Step S1, shaft excavation and support; Step S2, hoisting equipment positioning; Step S3, original pipe jacking machine jacking and separation; Step S4, original pipe jacking machine head hoisting; Step S5, new pipe jacking machine head hoisting and installation; Step S6, shaft backfilling; Step S7, new pipe jacking machine re-jacking.

[0007] Preferably, step S1, shaft excavation and support, specifically includes the following steps:

[0008] Step S11: Mark the hole positions along the outline of the shaft, with a distance of 1.6m between two adjacent hole positions. Record the relative position of the hole positions, as well as the hole diameter and depth. The hole positions are located directly in front of the original pipe jacking machine.

[0009] Step S12: Before the drilling rig is in place, steel plates are laid on both sides of the hole position so that the center lines of the two crawler cranes of the drilling rig are basically coincident with the center lines of the two steel plates. The drilling rig performs drilling at the hole position mark, that is, drilling multiple times within the outline of the vertical shaft to form a vertical shaft. After the hole is formed, a rotary drilling rig is used to remove the rock debris. In the breccia clay layer, a sand-dredging drill bucket with a diameter of 1.6m is used to drill the hole. In the limestone layer, a roller cone core drill is used to drill a pilot hole, and then the drill bit is used to enlarge the hole and drill to 1.5m below the bottom edge of the jacking pipe.

[0010] Step S13: After the dimensions of the shaft meet the requirements, backfill the borehole with cohesive soil, compact it on the surface, and analyze the excavated rock debris.

[0011] Step S14: After backfilling, excavate a first-level slope around the top of the shaft. The first-level slope has an inverted trapezoidal cross-section that is larger at the top and smaller at the bottom. The excavation depth is 6m. Before excavation, prepare temporary drainage ditches and guardrails on the site near the first-level slope. After the first-level slope is excavated, insert steel anchor rods into the side soil layer of the first-level slope. Install anchor plates and anchor nuts in sequence at the end of the steel anchor rods that extend out of the first-level slope soil layer. Finally, spray concrete into the side soil layer of the first-level slope, and embed the anchor plates and anchor nuts in the concrete.

[0012] Step S15: Continue excavating a second-level slope downwards, with the second-level slope located within the coverage area of ​​the first-level slope. The cross-section of the second-level slope is an inverted trapezoid, wider at the top and narrower at the bottom. Excavate until the original rock strata interface is reached, and the second-level slope is connected to the shaft. The shaft is located directly below the second-level slope. After the second-level slope is excavated, steel anchor rods are driven into the side soil layer of the second-level slope. Anchor plates and anchor nuts are installed sequentially at the end of the steel anchor rods that protrude from the first-level slope soil layer. Finally, concrete is sprayed into the side soil layer of the first-level slope, embedding the anchor plates and anchor nuts. The length and diameter of the steel anchor rods and the thickness of the concrete are determined by analyzing the excavated rock debris. At this point, the shaft excavation and support are completed.

[0013] Step S16: Continue to use a long-arm excavator to remove the backfill soil from the shaft to the bottom of the original shaft.

[0014] Preferably, step S3, the original pipe jacking machine's empty push and separation, specifically includes the following steps:

[0015] Step S31: After the shaft has been excavated to the bottom and part of the jacking pipe has been completed, its axis and slope are measured. Based on the deviation between the measured data and the design data, the expected plane position and elevation of the guide rail and concrete base plate are calculated. Then, the concrete base plate and guide rail are installed in sequence at the bottom of the shaft. Square steel is placed on the concrete base plate and welded to the embedded parts on the concrete base plate. The guide rail is horizontally welded to the square steel.

[0016] Step S32: After the guide rail construction in the vertical shaft is completed, start the jacking system and use the main jacking cylinder to push the head of the pipe jacking machine until the head is completely seated on the guide rail.

[0017] After the head of the pipe jacking machine is fully seated on the guide rail, the pipe jacking machine's supporting pipeline system is disassembled.

[0018] After the pipeline system of the pipe jacking machine is disassembled, the intermediate hydraulic cylinder installed between the pipe jacking machine and the first pipe section is used to detach the pipe jacking machine from the first pipe section.

[0019] Preferably, step S4, lifting the original pipe jacking machine head, specifically includes the following steps:

[0020] When lifting the original pipe jacking machine, four slings were used to connect four installation lugs on the surface of the pipe jacking machine head shell for four-point lifting. The four outriggers of the truck crane were placed on square timber, and the square timber was placed on the steel plate.

[0021] Preferably, step S5, the installation of the new pipe jacking machine head, specifically includes the following steps:

[0022] Step S51: Before hoisting the new pipe jacking machine head, the elevation and plane position of the guide rail are rechecked to ensure that they meet the requirements of the pipe jacking design axis and slope. The new pipe jacking machine head is then transported to the site by a transport vehicle and hoisted into the vertical shaft and positioned on the guide rail. After the new pipe jacking machine head is in place, the elevation and slope of the guide rail, as well as the external dimensions, center position, elevation, and slope of the new pipe jacking machine head, should be checked and measured. The elevation error should not exceed 5mm. After adjustment, the power system and operation control system are connected.

[0023] Step S52: After the new pipe jacking machine and the original pipe jacking machine are assembled and all systems are installed and checked to be correct, the power is connected for debugging and operation. All systems should operate normally without abnormal noises and move accurately and flexibly.

[0024] Preferably, step S6, shaft backfilling, specifically includes the following steps:

[0025] The excavated foundation pits of the vertical shaft and the first and second level slopes were backfilled in layers and compacted in layers. After the backfilling was completed, the surface vegetation was restored in accordance with the requirements of the relevant landscaping management unit.

[0026] Preferably, in step S2, the width of a single steel plate is 1.8m and the length is 6m.

[0027] Preferably, the dimensions of the first-level slope are 48.5m × 30m, and the dimensions of the second-level slope are 14m × 12m.

[0028] The present invention has at least the following beneficial effects: The method of the present invention not only shortens the replacement cycle of the pipe jacking machine and solves the problem of limited hoisting construction near civil power lines, gas pipelines and public welfare forest sites, but also meets the requirements of safety, economy, environmental protection, applicability and high efficiency.

[0029] 1) Economic efficiency: Compared with conventional techniques such as caisson water jetting-assisted sinking and steel sheet pile driving after hole drilling, the present invention adopts "slope excavation + rock shaft" in hard mudstone, gravelly clay and limestone. It only requires the amount of steel bars and concrete, without the need for additional project investment, and the cost is less.

[0030] 2) High efficiency: Compared with conventional technologies such as caissons and sheet piles, the "drilling rock extraction + slope excavation + rock shaft" of this invention does not require additional auxiliary means and the process is simple and easy to operate.

[0031] 3) Feasibility: The present invention adopts the hoisting channel construction process of "drilling rock extraction + slope excavation + rock shaft", which shortens the replacement cycle of pipe jacking machine and solves the problem of restricted hoisting construction near civil power lines, gas pipelines and public welfare forest sites.

[0032] 4) Safety: This invention uses a two-stage slope excavation to reach a self-stabilizing limestone layer. The soil and rock layers are supported by shotcrete and anchor. Before the truck crane hoisting process, the foundation bearing capacity is tested and the overturning resistance is verified to meet the safety conditions.

[0033] Other advantages, objectives and features of the present invention will become apparent in part from the following description, and in part from those skilled in the art through study and practice of the invention. Attached Figure Description

[0034] Figure 1 This is a schematic diagram of the construction method for quickly changing the head of a pipe jacking machine in one of the technical solutions of the present invention;

[0035] Figure 2 This is a schematic diagram of the positioning of the truck crane and the transport vehicle in a technical solution of the present invention;

[0036] Figure 3 This is a detailed diagram of the distribution of anchor reinforcement bars in a technical solution of the present invention;

[0037] Figure 4 This is a cross-sectional view of the vertical shaft, the first-level slope, and the second-level slope in a technical solution of the present invention;

[0038] Attached reference numerals: 1. Second-level slope, 2. Shaft, 3. Truck crane, 4. Steel plate, 5. Square timber, 6. First-level slope, 7. Transport vehicle, 8. Reinforcing bar anchor, 9. Anchor plate, 10. Anchor nut, 11. Concrete, 12. Guardrail, 13. Drainage ditch, 14. Site, 15. Original rock stratum interface, 16. Drill hole, 17. Guide rail, 18. Square steel. Detailed Implementation

[0039] The present invention will now be described in further detail with reference to the accompanying drawings, so that those skilled in the art can implement it based on the description.

[0040] The following description is intended to disclose the present invention and enable those skilled in the art to implement it. The preferred embodiments described below are merely examples, and other obvious modifications will occur to those skilled in the art. The basic principles of the invention defined in the following description can be applied to other embodiments, modifications, improvements, equivalents, and other technical solutions that do not depart from the spirit and scope of the invention.

[0041] Those skilled in the art should understand that, in the disclosure of this invention, the terms "longitudinal," "lateral," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," and "outer," etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing this invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, the above terms should not be construed as limiting this invention.

[0042] It is understood that the term "a" should be understood as "at least one" or "one or more", that is, in one embodiment, the number of an element can be one, while in another embodiment, the number of the element can be multiple, and the term "a" should not be understood as a limitation on the number.

[0043] like Figure 1-4 As shown, a preferred embodiment of the present invention provides a construction method for quickly replacing the head of a pipe jacking machine, comprising the following steps:

[0044] Step S1: Shaft excavation and support;

[0045] Specifically, the following steps are included:

[0046] Step S11: Level the site 14 and mark the hole positions along the outline of the shaft 2. The distance between two adjacent hole positions is 1.6m. Record the relative position of the hole positions, as well as the hole diameter and hole depth. The hole positions are located directly in front of the original pipe jacking machine.

[0047] Step S12: Before the drilling rig is in place, steel plates are laid on both sides of the hole position so that the center lines of the two crawler cranes of the drilling rig are basically coincident with the center lines of the two steel plates. The drilling rig performs drilling at the hole position mark, that is, drilling multiple holes within the outline of the vertical shaft to form a vertical shaft. After the hole is formed, a rotary drilling rig is used to remove the rock debris. In the breccia clay layer, a sand-dredging drill bucket with a diameter of 1.6m is used to drill to form hole 16. In the limestone layer, a roller cone core drill is used to drill a pilot hole, and then a drill bit is used to enlarge the hole and drill to 1.5m below the bottom edge of the jacking pipe.

[0048] The drilling rig's walking structure typically uses tracks, with two steel plates corresponding to its two tracks. Laying these steel plates facilitates the rig's movement by allowing the tracks to stand upright, increasing the contact area between the rig and the ground, thus reducing the pressure on the ground surface during drilling and facilitating the drilling process. Gravelly clay layers have relatively low hardness and can be drilled directly using conventional sand-dredging drill bits. Limestone layers, however, are harder and require secondary drilling.

[0049] Step S13: While removing the rock debris, take care to avoid disturbing the borehole wall. After verifying that the dimensions of shaft 2 meet the requirements, backfill the borehole with cohesive soil and compact it on the surface. Analyze the removed rock debris.

[0050] Step S14: After backfilling, excavate a first-level slope 6 around the top of the shaft. The first-level slope 6 has an inverted trapezoidal cross section that is larger at the top and smaller at the bottom. The excavation depth is 6m. Before excavation, construct temporary drainage ditches 13 and guardrails 12 on site 14 near the first-level slope 6. After the first-level slope 6 is excavated, drive steel anchors 8 into the side soil layer of the first-level slope 6. Install anchor plates 9 and anchor nuts 10 in sequence at the end of the steel anchors 8 that extends out of the first-level slope soil layer. Finally, spray concrete 11 into the side soil layer of the first-level slope, and embed the anchor plates 9 and anchor nuts 10 in the concrete.

[0051] Step S15: Excavate a second-level slope 1 around the backfill borehole 2, with the second-level slope 1 located within the coverage area of ​​the first-level slope 6. The cross-section of the second-level slope 1 is an inverted trapezoid with a larger top and a smaller bottom. Excavate until the original rock layer interface 15 is reached, and the second-level slope 1 is connected to the shaft. The shaft 2 is located directly below the second-level slope 1. Here, the shaft 2 can be understood as the lower part of the original vertical shaft. After the second-level slope 1 is excavated, steel anchor rods 8 are driven into the side soil layer of the second-level slope. Anchor plates 9 and anchor nuts 10 are installed sequentially at the end of the steel anchor rods 8 that extends out of the first-level slope soil layer. Finally, concrete 11 is sprayed into the side soil layer of the first-level slope, and the concrete buries the anchor plates 9 and anchor nuts 10. The length and diameter of the steel anchor rods 8 and the thickness of the concrete 11 are determined by analyzing the excavated rock debris. At this point, the shaft excavation and support are completed.

[0052] The dimensions of the first-level slope 6 are 48.5m × 30m, and the dimensions of the second-level slope 1 are 14m × 12m.

[0053] This invention employs a "slope excavation + rock shaft" method in hard mudstone, gravelly clay, and limestone. Compared to conventional techniques such as caisson water jetting for sinking and steel sheet piles being driven after the borehole is opened, this method only requires the investment of steel bars and concrete, without the need for additional project investment, resulting in lower costs.

[0054] The "drilling rock extraction + slope excavation + rock shaft" technology of this invention requires no additional auxiliary means compared to caissons and sheet piles, and the process is simple and easy to operate. This invention employs a "drilling rock extraction + slope excavation + rock shaft" hoisting channel construction process, shortening the replacement cycle of the pipe jacking machine and solving the problem of restricted hoisting construction near residential power lines, gas pipelines, and public welfare forest sites. This invention uses a two-stage slope excavation to reach a self-stabilizing limestone layer, with shotcrete and anchor support for the soil and rock layers. Before the truck crane hoisting process, the foundation bearing capacity is tested and overturning resistance calculations are performed to ensure safety conditions.

[0055] Step S16: Continue to use a long-arm excavator to remove the backfill soil from the shaft to the bottom of the original shaft.

[0056] Step S2: The lifting equipment is in place;

[0057] Step S3: The original pipe jacking machine is pushed and separated without load;

[0058] Step S31: After the shaft is excavated to the bottom and part of the jacking pipe is exposed, its axis and slope are measured. Based on the deviation between the measured data and the design data, the expected plane position and elevation of the guide rail 17 and the concrete base plate are calculated. Then, the concrete base plate and guide rail are installed in sequence at the bottom of the shaft. Square steel 18 is placed on the concrete base plate and welded to the embedded parts on the concrete base plate. The guide rail 17 is horizontally welded to the square steel 18.

[0059] Step S32: After the guide rail 17 in the vertical shaft is constructed, start the jacking system and use the main jacking cylinder to push the head of the pipe jacking machine until the head is completely seated on the guide rail 17.

[0060] After the head of the pipe jacking machine is fully seated on the guide rail 17, the supporting pipeline system of the pipe jacking machine is disassembled.

[0061] After the pipeline system of the pipe jacking machine is disassembled, the intermediate hydraulic cylinder installed between the pipe jacking machine and the first pipe section is used to detach the pipe jacking machine from the first pipe section.

[0062] Step S4: Lifting the original pipe jacking machine head;

[0063] When the original pipe jacking machine was lifted, four slings were used to connect four installation lugs on the surface of the pipe jacking machine head shell for four-point lifting. The four outriggers of the truck crane were placed on the square timber 5, and the square timber 5 was placed on the steel plate 4.

[0064] Step S5: Installation of the new pipe jacking machine head;

[0065] Step S51: Before hoisting the new pipe jacking machine head, the elevation and plane position of the guide rail are rechecked to ensure that they meet the requirements of the pipe jacking design axis and slope. The new pipe jacking machine head is then transported to the site by the transport vehicle 7 and hoisted into the vertical shaft 2. It is then positioned on the guide rail 17. After the new pipe jacking machine head is in place, the elevation and slope of the guide rail 17, as well as the external dimensions, center position, elevation, and slope of the new pipe jacking machine head, are checked and measured. The elevation error should not exceed 5mm. After adjustment, the power system and operation control system are connected.

[0066] Step S52: After the new pipe jacking machine and the original pipe jacking machine are assembled and all systems are installed and checked to be correct, the power is connected for debugging and operation. All systems should operate normally without abnormal noises and move accurately and flexibly.

[0067] Step S6: Shaft backfilling;

[0068] Backfill the excavated foundation pits of the vertical shaft and the first-level slope 6 and the second-level slope 1, and carry out layered backfilling and layered compaction; and after the backfilling is completed, restore the surface vegetation in accordance with the requirements of the relevant landscaping management unit.

[0069] Step S7: Re-jacking with the new pipe jacking machine.

[0070] Although embodiments of the present invention have been disclosed above, they are not limited to the applications listed in the specification and embodiments. They can be applied to various fields suitable for the present invention. For those skilled in the art, other modifications can be easily made. Therefore, without departing from the general concept defined by the claims and their equivalents, the present invention is not limited to the specific details and illustrations shown and described herein.

Claims

1. A construction method for quickly changing the head of a pipe jacking machine, characterized in that, Includes the following steps: Step S1: Shaft excavation and support; Step S2: Lifting equipment positioning; Step S3: Original pipe jacking machine pushes and separates; Step S4: Original pipe jacking machine head is lifted; Step S5: New pipe jacking machine head is hoisted and installed; Step S6: Shaft backfilling; Step S7: New pipe jacking machine re-jacking; Step S1, shaft excavation and support, specifically includes the following steps: Step S11: Mark the hole positions along the outline of the shaft, with a distance of 1.6m between two adjacent hole positions. Record the relative position of the hole positions, as well as the hole diameter and depth. The hole positions are located directly in front of the original pipe jacking machine. Step S12: Before the drilling rig is in place, steel plates are laid on both sides of the hole position so that the center lines of the two crawler cranes of the drilling rig are basically coincident with the center lines of the two steel plates. The drilling rig performs drilling at the hole position mark, that is, drilling multiple times within the outline of the vertical shaft to form a vertical shaft. After the hole is formed, a rotary drilling rig is used to remove the rock debris. In the breccia clay layer, a sand-dredging drill bucket with a diameter of 1.6m is used to drill the hole. In the limestone layer, a roller cone core drill is used to drill a pilot hole, and then the drill bit is used to enlarge the hole and drill to 1.5m below the bottom edge of the jacking pipe. Step S13: After the dimensions of the shaft meet the requirements, backfill the borehole with cohesive soil, compact it on the surface, and analyze the excavated rock debris. Step S14: After backfilling, excavate a first-level slope around the top of the shaft. The first-level slope has an inverted trapezoidal cross-section that is larger at the top and smaller at the bottom. The excavation depth is 6m. Before excavation, prepare temporary drainage ditches and guardrails on the site near the first-level slope. After the first-level slope is excavated, insert steel anchor rods into the side soil layer of the first-level slope. Install anchor plates and anchor nuts in sequence at the end of the steel anchor rods that extend out of the first-level slope soil layer. Finally, spray concrete into the side soil layer of the first-level slope, and embed the anchor plates and anchor nuts in the concrete. Step S15: Continue excavating a second-level slope downwards, with the second-level slope located within the coverage area of ​​the first-level slope. The cross-section of the second-level slope is an inverted trapezoid, wider at the top and narrower at the bottom. Excavate until the original rock strata interface is reached, and the second-level slope is connected to the shaft. The shaft is located directly below the second-level slope. After the second-level slope is excavated, steel anchor rods are driven into the side soil layer of the second-level slope. Anchor plates and anchor nuts are installed sequentially at the end of the steel anchor rods that protrude from the first-level slope soil layer. Finally, concrete is sprayed into the side soil layer of the first-level slope, embedding the anchor plates and anchor nuts. The length and diameter of the steel anchor rods and the thickness of the concrete are determined by analyzing the excavated rock debris. At this point, the shaft excavation and support are completed. Step S16: Continue to use a long-arm excavator to remove the backfill soil from the shaft to the bottom of the original shaft.

2. The construction method for quickly changing the pipe jacking machine head according to claim 1, characterized in that, Step S3, the original pipe jacking machine's empty push and separation, specifically includes the following steps: Step S31: After the shaft has been excavated to the bottom and part of the jacking pipe has been completed, its axis and slope are measured. Based on the deviation between the measured data and the design data, the expected plane position and elevation of the guide rail and concrete base plate are calculated. Then, the concrete base plate and guide rail are installed in sequence at the bottom of the shaft. Square steel is placed on the concrete base plate and welded to the embedded parts on the concrete base plate. The guide rail is horizontally welded to the square steel. Step S32: After the guide rail construction in the vertical shaft is completed, start the jacking system and use the main jacking cylinder to push the head of the pipe jacking machine until the head is completely seated on the guide rail. After the head of the pipe jacking machine is fully seated on the guide rail, the pipe jacking machine's supporting pipeline system is disassembled. After the pipeline system of the pipe jacking machine is disassembled, the intermediate hydraulic cylinder installed between the pipe jacking machine and the first pipe section is used to detach the pipe jacking machine from the first pipe section.

3. The construction method for quickly changing the pipe jacking machine head according to claim 2, characterized in that, Step S4, lifting the original pipe jacking machine head, specifically includes the following steps: When lifting the original pipe jacking machine head, four slings were used to connect four installation lugs on the surface of the pipe jacking machine head shell for four-point lifting. The four outriggers of the truck crane were placed on square timber, and the square timber was placed on the steel plate.

4. The construction method for quickly changing the pipe jacking machine head according to claim 3, characterized in that, Step S5, the installation of the new pipe jacking machine head, specifically includes the following steps: Step S51: Before hoisting the new pipe jacking machine head, the elevation and plane position of the guide rail are rechecked to ensure that they meet the requirements of the pipe jacking design axis and slope. The new pipe jacking machine head is then transported to the site by a transport vehicle and hoisted into the vertical shaft and positioned on the guide rail. After the new pipe jacking machine head is in place, the elevation and slope of the guide rail, as well as the external dimensions, center position, elevation, and slope of the new pipe jacking machine head, should be checked and measured. The elevation error should not exceed 5mm. After adjustment, the power system and operation control system are connected. Step S52: After the new pipe jacking machine and the original pipe jacking machine are assembled and all systems are installed and checked to be correct, the power is connected for debugging and operation. All systems should operate normally without abnormal noises and move accurately and flexibly.

5. The construction method for quickly changing the pipe jacking machine head according to claim 4, characterized in that, Step S6, shaft backfilling, specifically includes the following steps: The excavated foundation pits of the vertical shaft and the first and second level slopes were backfilled in layers and compacted in layers. After the backfilling was completed, the surface vegetation was restored in accordance with the requirements of the relevant landscaping management unit.

6. The construction method for quickly changing the pipe jacking machine head according to claim 1, characterized in that, In step S12, the width of a single steel plate is 1.8m and the length is 6m.

7. The construction method for quickly changing the pipe jacking machine head according to claim 1, characterized in that, The dimensions of the first-level slope are 48.5m × 30m, and the dimensions of the second-level slope are 14m × 12m.

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