Low-clearance underground diaphragm wall construction method

Abstract

The invention discloses a low-clearance underground diaphragm wall construction method, and relates to the technical field of civil engineering. The construction method of the low-clearance underground diaphragm wall comprises the steps of gauge pile construction, guide wall construction, grooving construction, reinforcement cage installation and concrete pouring. The positioning piles are used for the joints of the low-clearance diaphragm wall, in the low-clearance environment, the situation that due to the fact that the vertical space is insufficient, the joints such as lock catch pipes or cross-shaped steel plates are not prone to being used for the vertical joints is avoided, and therefore diaphragm wall joint treatment is better achieved. Moreover, the positioning pile is used as a permanent guide reference, and the grooving perpendicularity error is smaller than that of I-shaped steel or the fore shaft pipe which is used as a positioning structure, so that the construction precision is better, in addition, the disassembly and assembly step of the fore shaft pipe can be omitted, and the construction efficiency is improved.

Description

Technical Field

[0001] The present invention relates to the technical field of civil engineering, and in particular to a low-headroom underground continuous wall construction method. Background Art

[0002] This section merely provides background information related to the present disclosure and is not necessarily prior art.

[0003] Underground diaphragm walls are a construction technology widely used in deep foundation pit support, underground structure waterproofing, water conservancy projects, and subway tunnels. They involve continuously excavating trenches in the ground and pouring concrete to form a continuous reinforced concrete wall. They offer advantages such as high rigidity, excellent waterproofing, and adaptability to complex geological conditions.

[0004] The underground continuous wall is constructed in sections during the construction process. The connecting section between two adjacent sections of the underground continuous wall is prone to leakage or deformation. Therefore, how to reduce the possibility of leakage in the connecting section of the underground continuous wall is a technical problem that needs to be urgently solved by technical personnel in this field. Summary of the Invention

[0005] The purpose of the present invention is to at least solve the problem of leakage in the existing underground continuous wall joint section. This purpose is achieved through the following technical solutions:

[0006] The present invention proposes a low-headroom underground continuous wall construction method, comprising the following steps:

[0007] Positioning pile construction: drilling operations are performed on a first construction working surface to form a plurality of pile holes arranged along a first horizontal direction, and concrete is poured into the plurality of pile holes to form positioning piles;

[0008] Guide wall construction: constructing guide walls on a second construction working surface, the second construction working surface being located on both sides of the plurality of pile holes along a second horizontal direction, an excavation section being formed between the two guide walls, the second horizontal direction being perpendicular to the first horizontal direction;

[0009] Trenching construction: using a trenching machine to perform trenching operations on the two excavated sections, so that a unit trench is formed between two adjacent positioning piles;

[0010] Steel cage installation: installing a steel cage in each of the unit slots; and

[0011] Concrete pouring: Concrete is poured into the unit groove to form an underground continuous wall segment, and each of the underground continuous wall segments is connected to two adjacent positioning piles to form a whole.

[0012] According to the low-headroom underground continuous wall construction method provided by the present invention, positioning piles are used for the joints of low-headroom ground-connected walls. In a low-headroom environment, the vertical joints caused by insufficient vertical space are avoided, which makes it difficult to use joints such as locking tubes or cross steel plates, thereby better realizing the ground-connected wall joint processing. Moreover, the positioning piles serve as permanent guide references, and the verticality error of the grooves is smaller than that of I-beams or locking tubes as positioning structures, so it has better construction accuracy. In addition, the disassembly and assembly steps of the locking tubes can be omitted, thereby improving construction efficiency.

[0013] In addition, the low-headroom underground continuous wall construction method according to the present invention may also have the following additional technical features:

[0014] In some embodiments of the present invention, the grooving machine is used to break the part of each positioning pile facing the side of the adjacent positioning pile. The grooving machine includes a machine body, a slurry discharge device and a drilling device. The slurry discharge device is installed on the machine body, and the drilling device is connected to the slurry discharge device. The drilling device allows mud to enter its own interior, and the slurry discharge device is used to remove the mud inside the drilling device, and the drilling device is used to break the part of the positioning pile facing the side of the adjacent positioning pile.

[0015] In some embodiments of the present invention, a first drill bit is provided on both sides of the bottom of the drilling device, and a part of the first drill bit is used to break the soil between the two positioning piles, and another part of the first drill bit is used to break the part of the positioning pile facing the adjacent positioning pile.

[0016] In some embodiments of the present invention, before the drilling operation, the positioning pile construction further includes a first construction site pretreatment, and the first construction site pretreatment steps include:

[0017] Determine the boundary and depth of the construction area of ​​the positioning piles by measuring and positioning;

[0018] Destroying the existing support structure within the construction area of ​​the positioning piles;

[0019] The construction area of ​​the positioning piles is excavated to a preset elevation to form the first construction working surface.

[0020] In some embodiments of the present invention, before the step of constructing the guide wall, the guide wall construction further includes a second construction site pretreatment, and the second construction site pretreatment includes:

[0021] Determine the boundary and depth of the construction area of ​​the guide wall by measuring and positioning;

[0022] Destroying the existing support structure within the construction area of ​​the guide wall;

[0023] The construction area of ​​the guide wall is excavated to a preset elevation to form the second construction working surface.

[0024] In some embodiments of the present invention, the existing support structure includes initial support concrete of the pilot tunnel.

[0025] In some embodiments of the present invention, the top elevation of the positioning pile is set to be consistent with the top elevation of the underground continuous wall section, and / or the bottom elevation of the positioning pile is set to be consistent with the bottom elevation of the underground continuous wall section.

[0026] In some embodiments of the present invention, plastic concrete is used as the concrete of the positioning piles. BRIEF DESCRIPTION OF THE DRAWINGS

[0027] Various other advantages and benefits will become apparent to those skilled in the art upon reading the detailed description of the preferred embodiment below. The accompanying drawings are for illustration purposes only and are not to be construed as limiting the present invention. The same reference numerals are used throughout the accompanying drawings to represent the same components.

[0028] In the attached figure:

[0029] Figure 1 A flow chart of a low-headroom underground continuous wall construction method provided by the first embodiment of the present invention is shown;

[0030] Figure 2 A top view of the low-headroom underground continuous wall construction method provided by the first embodiment of the present invention after the positioning columns are constructed is shown;

[0031] Figure 3 A schematic structural diagram of the low-headroom underground continuous wall construction method provided by the first embodiment of the present invention after the construction of positioning columns is shown;

[0032] Figure 4 A top view of the low-headroom underground continuous wall construction method provided by the first embodiment of the present invention after the guide wall is constructed is shown;

[0033] Figure 5 A schematic structural diagram of the low-headroom underground continuous wall construction method provided by the first embodiment of the present invention after the guide wall is constructed is shown;

[0034] Figure 6 A top view of the low-headroom underground continuous wall construction method provided by the first embodiment of the present invention after the underground continuous wall section is constructed is shown;

[0035] Figure 7 A schematic structural diagram of the low-headroom underground continuous wall construction method provided by the first embodiment of the present invention after the underground continuous wall section is constructed is shown;

[0036] Figure 8A schematic diagram showing the structure of the engagement between underground continuous wall segments and positioning piles formed by the low-headroom underground continuous wall construction method provided in the first embodiment of the present invention is shown;

[0037] Figure 9 A top view showing the engagement of underground continuous wall segments and positioning piles formed by the low-headroom underground continuous wall construction method provided in the first embodiment of the present invention is shown;

[0038] Figure 10 A schematic structural diagram of a low-headroom underground continuous wall trenching machine in one state is shown in an embodiment of the present invention;

[0039] Figure 11 A schematic structural diagram of a low-headroom underground continuous wall trenching machine in another state is shown in an embodiment of the present invention;

[0040] Figure 12 A schematic structural diagram of a low-headroom underground continuous wall trenching machine according to an embodiment of the present invention is shown;

[0041] Figure 13 A side view of a support device for a low-headroom underground continuous wall trenching machine provided by an embodiment of the present invention is shown;

[0042] Figure 14 A front view of a support device for a low-headroom underground continuous wall trenching machine provided by an embodiment of the present invention is shown;

[0043] Figure 15 A schematic structural diagram of a body, a supporting device, and a slurry discharge device of a low-headroom underground continuous wall trenching machine provided by an embodiment of the present invention is shown;

[0044] Figure 16 A schematic structural diagram of a fastening device for a low-headroom underground continuous wall trenching machine provided by an embodiment of the present invention is shown;

[0045] Figure 17 A state diagram of a low-headroom underground continuous wall trenching machine provided by an embodiment of the present invention during trenching operation is shown;

[0046] Figure 18 A schematic structural diagram of a drilling device of a low-headroom underground continuous wall trenching machine provided by an embodiment of the present invention is shown;

[0047] Figure 19 A partial structural schematic diagram of a drilling device of a low-headroom underground continuous wall trenching machine provided by an embodiment of the present invention is shown;

[0048] Figure 20 A schematic structural diagram of a drive assembly of a low-headroom underground continuous wall trenching machine provided by an embodiment of the present invention is shown.

[0049] The reference numerals are as follows:

[0050] 1000, positioning pile;

[0051] 2000, guide wall;

[0052] 3000, underground continuous wall section;

[0053] 4000, existing support structure;

[0054] 100. Low headroom underground continuous wall trenching machine;

[0055] 10. Machine body; 11. Underframe; 111. First through hole; 112. Articulated seat; 12. Traveling mechanism; 13. Lifting legs;

[0056] 20. Support device; 21. Support frame; 22. Telescopic mechanism; 23. Lifting mechanism;

[0057] 30. Slurry discharge device; 31. Mounting frame; 32. Slurry discharge pump; 321. Slurry discharge port; 33. Slurry discharge pipeline; 331. Curved pipe; 332. Straight pipe;

[0058] 40. Drilling device; 41. First housing; 411. Second through hole; 412. Third through hole; 42. Connecting pipe; 43. Second housing; 431. First sawtooth; 44. Conducting pipe; 45. Drive assembly; 451. Transmission gear set; 4511. First gear; 4512. Second gear; 4513. Third gear; 4514. Fourth gear; 4515. Fifth gear; 4516. Sixth gear; 452. Intermediate gear; 46. First drill bit; 461. Drill pipe; 4611. First slurry inlet; 462. Drill barrel; 463. First drilling vertebra; 47. Second drill bit; 471. First rotating rod; 472. First rotary vane; 473. Second drilling vertebra; 48. Third drill bit; 481. Second rotating rod; 482. Second rotary vane; 483. Third drilling vertebra;

[0059] 50. First drill rod; 60. Second drill rod;

[0060] 70. Fastening device; 71. First annular portion; 711. First limiting hole; 72. Second annular portion; 721. Second limiting hole;

[0061] X, first horizontal direction; Y, second horizontal direction; Z, vertical direction. DETAILED DESCRIPTION

[0062] Exemplary embodiments of the present disclosure will be described in more detail below with reference to the accompanying drawings. Although exemplary embodiments of the present disclosure are shown in the accompanying drawings, it should be understood that the present disclosure can be implemented in various forms and should not be limited by the embodiments described herein. Rather, these embodiments are provided to enable a more thorough understanding of the present disclosure and to fully convey the scope of the present disclosure to those skilled in the art.

[0063] It should be understood that the terms used herein are for the purpose of describing specific example embodiments only and are not intended to be limiting. Unless the context clearly indicates otherwise, the singular forms "one", "an" and "said" as used herein may also be meant to include plural forms. The terms "comprise", "include", "contain" and "have" are inclusive and therefore specify the presence of stated features, steps, operations, elements and / or parts, but do not exclude the presence or addition of one or more other features, steps, operations, elements, parts, and / or combinations thereof. The method steps, processes, and operations described herein are not to be construed as necessarily requiring them to be performed in the specific order described or illustrated, unless the order of execution is clearly indicated. It should also be understood that additional or alternative steps may be used.

[0064] Although the terms first, second, third, etc. can be used in the text to describe multiple elements, components, regions, layers and / or sections, these elements, components, regions, layers and / or sections should not be limited by these terms. These terms can only be used to distinguish an element, component, region, layer or section from another region, layer or section. Unless the context clearly indicates otherwise, terms such as "first", "second" and other numerical terms do not imply order or sequence when used in the text. Therefore, the first element, component, region, layer or section discussed below can be referred to as the second element, component, region, layer or section without departing from the teaching of the example embodiments.

[0065] For ease of description, spatially relative terms may be used herein to describe the relationship of one element or feature relative to another element or feature as shown in the figures, such as "inside," "outside," "inside," "outside," "below," "beneath," "above," and the like. Such spatially relative terms are intended to include different orientations of the device in use or operation in addition to the orientation depicted in the figures. For example, if the device in the figures is flipped, an element described as "below" or "below" another element or feature would then be oriented as "above" or "above" another element or feature. Thus, the example term "below" can include both above and below orientations. The device may be otherwise oriented (rotated 90 degrees or in other orientations) and the spatially relative descriptors used herein are interpreted accordingly.

[0066] The existing technology usually uses I-beam joints or lock pipe joints as the connection structure between two adjacent underground continuous wall sections, which has the following major defects:

[0067] Structural performance: Both types of joints rely on physical overlap, which fails to eliminate microscopic gaps and can easily form seepage channels under long-term water and soil pressure. I-beam joints, due to their rigid connection, are prone to stress concentration, leading to concrete cracking. Lock-end pipe joints, however, are prone to concrete damage due to the pipe extraction process, resulting in an irregular joint surface, both of which affect structural integrity and water-stopping effectiveness.

[0068] Construction technology: I-beam installation requires high-precision vertical alignment, and construction deviations can easily lead to misalignment of wall sections. Locking tubes require repeated disassembly and assembly, and the timing of tube removal is difficult to control. Too early can cause concrete collapse, while too late can lead to tube breakage. Both require complex processes and significantly impact construction efficiency.

[0069] Regarding project adaptability: I-beam joints significantly degraded their water-stopping performance in high-pressure formations; and the failure rate of lock-end pipe extraction surged during construction in deep trenches (>50m). This placed high demands on supporting equipment, and the risk of failure directly impacted project progress.

[0070] In view of this, Example 1 of the present application provides a low-headroom underground continuous wall construction method that utilizes positioning piles (using only plain piles formed of concrete) and forms an interlocking connection between the positioning piles and the underground continuous wall segments to solve the above-mentioned technical problems. In addition, Example 2 of the present application provides a low-headroom underground continuous wall trenching machine suitable for the construction party of Example 1.

[0071] The following is combined with Figure 1-20 The low-headroom underground continuous wall construction method provided in Example 1 of the present application and the low-headroom underground continuous wall trenching machine provided in Example 2 of the present application are introduced.

[0072] Example 1

[0073] Combined with attachment Figure 1 and 2 As shown, the embodiment of the present application provides a low-headroom underground continuous wall construction method, comprising the following steps:

[0074] During the construction of the positioning pile 1000, a drilling operation is performed on the first construction working surface to form a plurality of pile holes arranged along the first horizontal direction X, and concrete is poured into the plurality of pile holes to form a plurality of pile holes. Figure 2 and 3 The positioning pile 1000 is arranged along the vertical direction Z.

[0075] Guide wall 2000 construction, formed in the second construction working surface Figure 4 and 5 The guide walls 2000 in the second construction working surface are located on both sides of the plurality of pile holes along the second horizontal direction Y. An excavation section having a depth set along the vertical direction Z is formed between the two guide walls 2000. The second horizontal direction Y is perpendicular to the first horizontal direction X and is also perpendicular to the vertical direction Z.

[0076] Trenching construction: Utilize the low-headroom underground continuous wall trenching machine 100 to perform trenching operations on the two excavation sections, so that a unit trench with a depth set along the vertical direction Z is formed between two adjacent positioning piles 1000;

[0077] Steel cage installation: Install steel cage in each unit slot;

[0078] Concrete pouring: Concrete is poured into the unit groove to form an underground continuous wall section 3000. The underground continuous wall section 3000 is connected to two adjacent positioning piles 1000 to form a whole. The two adjacent underground continuous wall sections 3000 are connected by the positioning piles 1000 to form an overall underground continuous wall with a length set along the vertical direction Z, forming Figure 6 and Figure 7 The structure in .

[0079] It is understandable that the drawings in this embodiment only show some of the positioning piles 1000 and underground continuous wall segments 3000 for illustration, and the number of the positioning piles 1000 and underground continuous wall segments 3000 is not limited to that shown in the drawings.

[0080] Before the above-mentioned drilling operation, a first construction site pretreatment is required. The steps for the first construction site pretreatment are given below.

[0081] In the above-mentioned drilling operation process, it is necessary to first excavate the pilot pit, and then perform the hole-forming operation in the excavated pilot pit to form the following Figure 2 The structure in .

[0082] The hole can be formed by any drilling equipment, such as a full rotary drilling rig, a rotary drilling rig, an auger drilling machine, a hydraulic anchor drilling rig, etc., which are not listed one by one in this embodiment.

[0083] In some implementations, the distance between two adjacent pile holes may be less than or equal to the design size of the underground continuous wall section 3000 , so that some positioning piles 1000 may be removed to connect the underground continuous wall section 3000 with the positioning piles 1000 .

[0084] Before the construction of the guide wall 2000, the guide wall 2000 needs to be pre-treated at the second construction site. The steps for the pre-treatment at the second construction site are given below.

[0085] During the construction of the guide wall 2000, trenches must be excavated first, followed by reinforcement binding and formwork installation within the trenches, followed by concrete pouring. After the concrete has been poured and cured, the formwork is removed and supports are installed.

[0086] The above-mentioned trenching operation can be performed using the low-headroom underground continuous wall trenching machine 100 of the second embodiment. When trenching, the low-headroom underground continuous wall trenching machine 100 is set at the working surface to be constructed. The trench hole at the construction position is pre-defined by the guide wall 2000. The supporting pipeline system of the low-headroom underground continuous wall trenching machine 100 has been installed. The low-headroom underground continuous wall trenching machine 100 is controlled by the control terminal of the low-headroom underground continuous wall trenching machine 100 to keep the body 10 of the low-headroom underground continuous wall trenching machine 100 perpendicular to the construction working surface, and then the trenching operation is performed. The specific structural form and working process of the low-headroom underground continuous wall trenching machine 100 are given in the second embodiment.

[0087] Before installing the rebar cage, the bottom needs to be cleaned and the slurry replaced. This involves using a low-headroom diaphragm wall trenching machine 100 or other slurry replacement equipment to replace the slurry in the unit trenches and use the slurry to protect the walls. Furthermore, the rebar cage needs to be fabricated. Each section of the rebar cage can be designed to have a height of 2 to 3 meters. During installation, the rebar cages at each end are spliced ​​together gradually below the unit trenches to form a complete rebar cage.

[0088] After the steel cage is installed, the conduit needs to be installed. The conduit is installed on the skeleton of the steel cage and is used to pour concrete. Since the conduit pouring underground continuous wall is a related technology well known to technicians in this field, this embodiment will not describe it in detail.

[0089] According to the above-mentioned low-headroom underground continuous wall construction method, the underground continuous wall constructed has the following characteristics: since the positioning piles 1000 and the underground continuous wall sections 3000 are both made of concrete, they can be stably combined and microscopic gaps can be eliminated after being connected. The positioning piles 1000 are used for the joints of the low-headroom ground continuous wall. In the low-headroom environment, the vertical joints caused by insufficient vertical space are avoided, which makes it difficult to use joints such as locking tubes or cross steel plates, thereby better realizing the ground continuous wall joint treatment. Moreover, the positioning piles 1000 serve as a permanent guide reference, and the verticality error of the groove is smaller than that of the I-beam or locking tube as a positioning structure, so it has better construction accuracy. In addition, the disassembly and assembly steps of the locking tube can be omitted, thereby improving construction efficiency.

[0090] In some examples, the trenching operation optionally includes breaking a portion of each positioning pile 1000 facing the adjacent positioning pile 1000, so that the formed underground continuous wall segment 3000 is interlocked with its two adjacent positioning piles 1000.

[0091] Specifically, it is necessary to use a low-clearance underground continuous wall trenching machine 100 to break the two side parts of each positioning pile 1000 and retain the middle part of each positioning pile 1000. This not only can expand the width dimension of each underground continuous wall section 3000 along the first horizontal direction X, but also after the positioning pile 1000 is broken, the surfaces on both sides form an uneven bite structure. After pouring the concrete of the underground continuous wall section 3000, the positioning pile 1000 can use the bite structure to form a tighter and more stable connection relationship with the underground continuous wall section 3000, so that the positioning pile 1000 and the underground continuous wall section 3000 have better integrity.

[0092] It should be understood that the underground continuous wall needs to be cast in sections. The "underground continuous wall section 3000" described in this embodiment refers to the underground continuous wall structure formed after a single casting in a unit trench.

[0093] In some examples, optionally, along the first horizontal direction X, a size L of the broken portion of the side of the positioning pile 1000 facing the adjacent positioning pile 1000 is 20 cm-40 cm. For example, L can be 20 cm, 25 cm, 30 cm, 35 cm and 40 cm, which are not listed one by one in this embodiment.

[0094] For the convenience of demonstration, this embodiment is attached. Figure 7-9 The portion where the spud piles 1000 are broken out and filled with concrete of the underground diaphragm wall section 3000 is shown as a filled structure.

[0095] In some examples, optionally, the low-headroom underground continuous wall trenching machine 100 is used to break the part of each positioning pile 1000 facing the adjacent positioning pile 1000. Therefore, the low-headroom underground continuous wall trenching machine 100 used in the construction method of this embodiment should have the function of breaking the positioning piles 1000. It is obvious that the existing groove-grabbing type trenching machine cannot meet the requirements. Therefore, this application provides a new low-headroom underground continuous wall trenching machine 100 in Example 2.

[0096] The low-clearance underground continuous wall trenching machine 100 includes a machine body 10, a slurry discharge device 30 and a drilling device 40. The slurry discharge device 30 is installed on the machine body 10, and the drilling device 40 is connected to the slurry discharge device 30. The drilling device 40 allows mud to enter itself. The slurry discharge device 30 is used to discharge the mud inside the drilling device 40, and the drilling device 40 is used to break the part of the positioning pile 1000 facing the adjacent positioning pile 1000.

[0097] In this way, through the above-mentioned low-headroom underground continuous wall trenching machine 100 structure, trenching operations and the breaking of positioning piles 1000 can be achieved, and mud discharge can also be achieved, so that the drilling trenching operation can be carried out continuously.

[0098] In some examples, optionally, a first drill bit 46 is provided on both sides of the bottom of the drilling device 40, a portion of the first drill bit 46 is used to break the soil between the two positioning piles 1000, and another portion of the first drill bit 46 is used to break the portion of the positioning pile 1000 facing the adjacent positioning pile 1000.

[0099] With the above structure, the first drill bit 46 is used not only to break the soil between the two positioning piles 1000 to perform the grooving operation, but also to break the positioning piles 1000, thus achieving multi-purpose use.

[0100] The specific structural form of the low-headroom underground continuous wall trenching machine 100 is given in Example 2, and will not be described in detail in this embodiment.

[0101] In some examples, optionally, before the drilling operation, the construction of the spud pile 1000 further includes a first construction site pretreatment, and the first construction site pretreatment steps include:

[0102] The boundary and depth of the construction area of ​​the positioning pile 1000 are determined by measuring and positioning. Specifically, the boundary and depth of the construction area of ​​the positioning pile 1000 can be determined by laying out and positioning.

[0103] Destroy the existing support structure 4000 in the construction area of ​​the positioning pile 1000, and the existing support structure 4000 can be used as the support structure for degassing at the bottom of the tunnel;

[0104] The construction area of ​​the positioning piles 1000 is excavated to a preset elevation to form a pilot pit structure, and the bottom of the pilot pit can be understood as a first construction working surface.

[0105] Both the first construction site pretreatment and the second construction site pretreatment described below can be considered construction preparation. Positioning and setting out ensures construction accuracy and compliance with design requirements. Removing the initial support structure of the pilot tunnel prevents its impact on drilling and guide wall 2000 construction.

[0106] In some examples, optionally, before the step of constructing the guide wall 2000 , the construction of the guide wall 2000 further includes a second construction site pretreatment, and the second construction site pretreatment includes:

[0107] The boundary and depth of the construction area of ​​the guide wall 2000 are determined by measuring and positioning, that is, the specific construction position of the guide wall 2000 is determined by positioning and setting out.

[0108] Destroy the existing support structure 4000 in the construction area of ​​the guide wall 2000. The existing support structure 4000 may be the initial support of the guide tunnel;

[0109] The construction area of ​​the guide wall 2000 is excavated to a preset elevation to form a second construction working surface. The second working surface is the working surface for installing steel bars and pouring concrete on the guide wall 2000. In some embodiments, the second working surface is the bottom of the trench formed by excavation.

[0110] The existing support structure 4000, including the initial support concrete for the pilot tunnel, is removed before constructing the positioning piles 1000 and guide wall 2000. Advantages include high precision, more accurate post-removal alignment, and reduced interference with positioning. The force distribution is clear, and after the temporary support is unloaded, the permanent structure independently supports the load, providing enhanced safety. Pile length or guide wall 2000 design can be adjusted to suit the geology, based on the strata revealed by the pilot tunnel. Cost savings include recyclable materials from the temporary support removal, and an optimized permanent structure design.

[0111] Combined with attachment Figure 8 and attached Figure 9 As shown, in some examples, optionally, the top elevation of the positioning pile 1000 is consistent with the top elevation of the underground continuous wall section 3000 , and / or the bottom elevation of the positioning pile 1000 is consistent with the bottom elevation of the underground continuous wall section 3000 .

[0112] Positioning piles 1000 are aligned with the top and bottom elevations of the underground diaphragm wall. They serve as a direct guide for diaphragm wall construction, ensuring the wall's verticality and planar position accuracy. Furthermore, the coherent depth of the piles and walls creates a coherent force-bearing system, enhancing overall rigidity and reducing differential settlement. This simplifies the transition between support and permanent structures, avoiding stress concentration and leakage risks caused by misaligned elevations. This system is particularly suitable for deep foundation pits or underground projects where deformation control is critical.

[0113] In some embodiments, the concrete of the positioning pile 1000 is plastic concrete, which is a special material made by optimizing the mix ratio (adding clay, bentonite or reducing the amount of cement). It has the characteristics of low strength (1-5MPa), low elastic modulus and high fluidity, and its performance is between conventional concrete and soil.

[0114] The use of 1000 plastic concrete positioning piles in construction has three core advantages: first, they are easy to break, and their low-strength characteristics significantly improve the efficiency of mechanical crushing, greatly reducing vibration interference to surrounding structures; second, they have tight interlocking and excellent fluidity, ensuring perfect integration with the continuous wall to form an overall anti-seepage system, and their flexible characteristics can effectively adjust differential structural deformation; third, they have outstanding comprehensive benefits, and the remaining parts can be directly converted into an anti-seepage structure, achieving dual optimization of construction efficiency and engineering economy.

[0115] Example 2

[0116] Based on the low clearance underground continuous wall construction method in embodiment 1, combined with the attached Figure 10 and 11 As shown, this embodiment provides a low-headroom underground continuous wall trenching machine 100, including a machine body 10, two supporting devices 20, a slurry discharge device 30 and a drilling device 40, wherein the machine body 10 is the installation base of functional devices such as the supporting device 20, the slurry discharge device 30 and the drilling device 40, the supporting device 20 is a structure for supporting and fixing the slurry discharge device 30 and driving the slurry discharge device 30 to move, the slurry discharge device 30 is used to discharge the mud generated by the trenching machine during the drilling process, and the drilling is used to excavate trenches.

[0117] The machine body 10 of this embodiment includes a chassis 11 and a running mechanism 12 mounted on the bottom of the chassis 11. The chassis 11 can be shaped like a plate and made of a metal material with a certain structural strength. The running mechanism 12 can be in the form of tracks as shown in the figure or in the form of wheels, as long as it can achieve the movement of the machine body 10. This embodiment does not provide a detailed description of this.

[0118] Combined with attachment Figure 12As shown, in order to facilitate the drilling operation of the drilling device 40, a first through hole 111 is provided on the base frame 11 in this embodiment. The size of the first through hole 111 is larger than that of the drilling device 40. At the same time, the existence of the first through hole 111 can also reduce the weight of the body 10.

[0119] In this embodiment, there are two supporting devices 20, and the two supporting devices 20 are respectively located on both sides of the first through hole 111. The supporting devices 20 are installed on the base frame 11. The installation method can be the following hinge. Specifically, two hinge seats 112 are configured on the base frame 11, and the two supporting devices 20 are hinged to the two hinge seats 112 one by one through rotating parts such as rotating shafts, so that the supporting devices 20 can rotate.

[0120] The two sides of the pulp discharge device 30 of this embodiment are respectively connected to the two supporting devices 20 and can be raised and lowered along the two supporting devices 20 to be closer to or farther away from the base frame 11, thereby facilitating adjustment of the position of the pulp discharge device 30 on the supporting devices 20.

[0121] The drilling device 40 of this embodiment is installed on the slurry discharge device 30 and can penetrate through the first through hole 111 to extend into the guide groove to perform drilling, thereby realizing the trenching step of the underground continuous wall operation.

[0122] Furthermore, the drilling device 40 of this embodiment is configured to allow mud to enter its interior, and the drilling device 40 is connected to the slurry discharge device 30, which is used to discharge the mud that enters the interior of the drilling device 40. The specific structural forms of the drilling device 40 and the slurry discharge device 30 are given below.

[0123] Different from the trough-grabbing type troughing machine in the related art, this embodiment designs the low-headroom underground continuous wall troughing machine 100 to include a machine body 10, two supporting devices 20, a slurry discharge device 30 and a drilling device 40. While the drilling device 40 is used to perform troughing operations, the slurry discharge device 30 can be used to directly discharge the mud in the drilling process. Compared with the trough-grabbing type troughing machine, there is no need to lift and lower the trough to discharge the mud and debris during the troughing operation. Therefore, it can not only achieve the continuity of the troughing operation to improve the troughing efficiency, but also reduce the space requirements for the construction site, and can be achieved on the troughing machine. Figure 8 It can be used for construction in small space environments such as tunnels, which improves the adaptability of the trenching machine to construction environments with limited space.

[0124] In some embodiments, a plurality of lifting legs 13 may be installed around the base frame 11. The lifting legs 13 may provide auxiliary support to the base frame 11, thereby increasing the contact area between the grooving machine and the ground, and improving the stability of the grooving machine during operation.

[0125] Combined with attachment Figure 13 and attached Figure 14 As shown, in some examples, optionally, the support device 20 of this embodiment includes a support frame 21, a telescopic mechanism 22 and a lifting mechanism 23. The support frame 21 is the main structure of the support device 20 and is used to install the telescopic mechanism 22 and the support device 20.

[0126] The bottom of the support frame 21 is hinged on the hinge seat 112 on the base frame 11, so that the support frame 21 can drive the lifting mechanism 23, the slurry discharge device 30 and the drilling device 40 to rotate, thereby reducing the overall height of the equipment and facilitating flexible adjustment of the positions of the slurry discharge device 30 and the drilling device 40.

[0127] The lifting mechanism 23 of this embodiment is fixedly installed on the support frame 21, and the drilling device 40 is fixedly or detachably installed on the lifting mechanism 23. The lifting mechanism 23 can be the sprocket chain lifting structure shown in the figure, or it can be a lifting structure such as a cylinder or a hydraulic cylinder in the related technology. As long as it can drive the drilling device 40 to lift and lower, it can be used as the lifting mechanism 23 of this embodiment, and this embodiment will not list them one by one.

[0128] The lower end of the telescopic mechanism 22 is hinged on the base frame 11, and the upper end of the telescopic mechanism 22 is hinged on the upper end of the support frame 21, so that when the telescopic mechanism 22 is telescopic, the lower end of the telescopic mechanism 22 can rotate on the base frame 11, and the upper end can rotate on the support frame 21, and the extension and retraction of the telescopic mechanism 22 can drive the support frame 21 to rotate on the base frame 11.

[0129] Combined with attachment Figure 15 As shown in some examples, optionally, the slurry discharge device 30 includes a mounting frame 31, a slurry discharge pump 32, a slurry discharge pipeline 33 and a slurry discharge pipeline (not shown in the figure), the mounting frame 31 is the installation base of the slurry discharge pump 32, and the slurry discharge pipeline 33 is connected to the mounting frame 31. Figure 16 As shown, it can be seen that the opposite ends of the mounting frame 31 in the horizontal direction are fixedly connected to the two supporting devices 20 respectively, so that the two supporting devices 20 and the mounting frame 31 therebetween form a gate-shaped support structure.

[0130] The slurry pump 32 is installed on the mounting frame 31 and is provided with a slurry discharge port 321. The slurry pump 32 may be a slurry pump in the related art that can suck and discharge slurry. The structure thereof will not be described in detail in this embodiment.

[0131] One end of the slurry discharge pipeline 33 is connected and communicated with the slurry discharge pump 32, the other end of the slurry discharge pipeline 33 is connected and communicated with the drilling device 40, and the slurry discharge pipeline is connected and communicated with the slurry discharge port 321. The slurry discharge pump 32 is used to suck the mud in the slurry discharge pipeline 33 and discharge the mud from the slurry discharge pipeline.

[0132] In order to improve the efficiency of mud discharge, this embodiment designs the number of slurry pumps 32, slurry pipelines 33 and slurry discharge pipelines to be two respectively. Since the overall size of the two slurry pumps 32 when arranged in the horizontal direction is larger than the overall size of the two drill rods when arranged in the horizontal direction, in order to facilitate the docking of the first drill rod 50 and the second drill rod 60 described below, this embodiment uses one of the two slurry pipelines 33 as a curved pipe 331, and the other of the two slurry pipelines 33 as a straight pipe 332.

[0133] Among them, the upper end of the curved pipe 331 is connected to and communicated with one of the slurry pumps 32, the lower end of the curved pipe 331 is indirectly connected to the drilling device 40 through the first drill rod 50, the upper end of the straight pipe 332 is connected to and communicated with the other slurry pump 32, and the lower end of the straight pipe 332 is indirectly connected to the drilling device 40 through the second drill rod 60. The two slurry discharge pipelines are respectively connected to and communicated with the slurry discharge ports 321 of the two slurry pumps 32.

[0134] During the slurry discharge operation, the mud in the drilling device 40 enters the curved pipe 331 and the straight pipe 332 through the first drill rod 50 and the second drill rod 60 respectively, and then the slurry discharge pump discharges the mud through the slurry discharge port 321 to the slurry discharge pipeline, and the slurry discharge pipeline discharges the mud to the mud pool outside the troughing working surface.

[0135] In order to meet the drilling depth requirement, the low-headroom underground continuous wall trenching machine 100 also includes a drill rod, the upper end of the drill rod is connected and communicated with the slurry discharge device 30, and the lower end of the drill rod is connected and communicated with the drilling device 40.

[0136] Specifically, the drill rod includes a first drill rod 50 and a second drill rod 60. The upper end of the first drill rod 50 is connected to and communicated with the lower end of one of the slurry outlet pipelines 33 (curved pipe 331), the lower end of the first drill rod 50 is connected to and communicated with the drilling device 40, the upper end of the second drill rod 60 is connected to and communicated with the lower end of another slurry outlet pipeline 33 (straight pipe 332), and the lower end of the second drill rod 60 is connected to and communicated with the drilling device 40.

[0137] In some embodiments, there may be multiple first drill rods 50 and multiple second drill rods 60, respectively. Multiple first drill rods 50 are first connected to form an integral drill rod, and multiple second drill rods 60 are first connected to form another integral drill rod.

[0138] Combined with attachment Figure 16As shown, in some examples, optionally, the low-headroom underground continuous wall trenching machine 100 further includes a fastening device 70. The reason for configuring the fastening device 70 is that the drill rod in the related art usually only has the first drill rod 50, rather than the first drill rod 50 and the second drill rod 60 arranged side by side as in the present application. In order to achieve the stability of the first drill rod 50 and the second drill rod 60 during the drilling process, the present embodiment utilizes the fastening device 70 to connect the first drill rod 50 and the second drill rod 60 to improve the stability of their positions and structures.

[0139] The fastening device 70 of this embodiment includes a first annular portion 71 and a second annular portion 72 that are integrally connected. In some embodiments, the first annular portion 71 and the second annular portion 72 may be an integrally formed part.

[0140] The first annular portion 71 is provided with a first limiting hole 711, and the second annular portion 72 is provided with a second limiting hole 721. The shape and size of the first limiting hole 711 match the shape and size of the outer wall of the first drill rod 50, and the shape and size of the second limiting hole 721 match the shape and size of the outer wall of the second drill rod 60. The first drill rod 50 is passed through the first limiting hole 711 and fits with the hole wall of the first limiting hole 711. The second drill rod 60 is passed through the second limiting hole 721 and fits with the hole wall of the second limiting hole 721, so as to achieve relative fixation between the first drill rod 50 and the second drill rod 60.

[0141] To facilitate the installation of the fastening device 70, in some embodiments, the first annular portion 71 of this embodiment may be provided with a plurality of first connecting holes (not shown in the figure) around the first limiting hole 711, the second annular portion 72 may be provided with a plurality of second connecting holes (not shown in the figure) around the second limiting hole 721, the outer wall of the first drill rod 50 may be provided with a first annular flange (not shown in the figure), the first annular flange may be provided with a plurality of third connecting holes (not shown in the figure) along the circumferential direction, the outer wall of the second drill rod 60 may be provided with a second annular flange (not shown in the figure), the second annular flange may be provided with a plurality of fourth connecting holes (not shown in the figure) along the circumferential direction, the plurality of first connecting holes may be connected one-to-one with the plurality of third connecting holes through a first connecting member, and the plurality of second connecting holes may be connected one-to-one with the plurality of fourth connecting holes through a second connecting member. The above-mentioned first connecting member and second connecting member may be connecting members such as bolts.

[0142] Combined with attachment Figure 17 and attached Figure 18 As shown ( Figure 9This is a cross-sectional view of the drilling device 40, the second drill bit 47 is not shown in the figure). In some examples, optionally, the drilling device 40 includes a first box body 41, two connecting pipes 42, a second box body 43, two conducting pipes 44, a drive assembly 45 and multiple drill bits. The first box body 41 is located above the second box body 43. The first box body 41 is used to connect the above-mentioned first drill rod 50 and second drill rod 60 of this embodiment, that is, the first box body 41 can be indirectly connected to the slurry discharge device 30 through the first drill rod 50 and the second drill rod 60.

[0143] Specifically, in this embodiment, a second through hole 411 and a third through hole 412 are provided in the first box body 41, the first drill rod 50 is passed through the second through hole 411 and is fixedly connected to the first box body 41, and the second drill rod 60 is passed through the third through hole 412 and is fixedly connected to the first box body 41.

[0144] In this embodiment, one end of the first box body 41 is connected to one side of the second box body 43 through one of the connecting pipes 42, and the other end of the first box body 41 is connected to the other side of the second box body 43 through another connecting pipe 42. The connecting pipe 42 can connect the first box body 41 and the second box body 43 through a flange or other structure, and since the connecting pipe 42 is hollow inside, the overall weight of the drilling device 40 can also be reduced.

[0145] In this embodiment, multiple drill bits are installed at the bottom of the second box body 43 in a manner that they can rotate around their own axes and are located below the second box body 43. The drive assembly 45 is installed in the second box body 43 and is connected to the multiple drill bits. The drive assembly 45 is used to drive the multiple drill bits to rotate. Some of the multiple drill bits are provided with a first slurry inlet 4611. The specific structure of the drill bit and the drive assembly 45 is given below.

[0146] The second box body 43 of this embodiment is provided with a mud flow channel (not shown in the figure) connected to the first slurry inlet 4611, and two conducting pipes 44 are installed on the top of the second box body 43. The lower ends of the two conducting pipes 44 are respectively connected to the mud flow channel, the upper end of one of the two conducting pipes 44 is connected to and communicated with the lower end of the first drill rod 50, and the upper end of the other of the two conducting pipes 44 is connected to and communicated with the second drill rod 60.

[0147] When the drill bit is drilling, the mud enters the mud flow channel through the first slurry inlet 4611, and then enters the first drill rod 50 and the second drill rod 60 through the two conducting pipes 44. Finally, the slurry discharge device 30 discharges the mud in the first drill rod 50 and the second drill rod 60 through the slurry discharge pipeline, so that drilling and slurry discharge are carried out simultaneously without the need to shut down the equipment to discharge the mud.

[0148] Combined with attachment Figure 19 and 20As shown, in some examples, optionally, the drive assembly 45 includes a drive mechanism (not shown in the figure), two transmission gear sets 451 and an intermediate gear 452. The drive mechanism may include one motor or two motors. When the drive mechanism includes one motor, the two first gears 4511 of the two transmission gear sets 451 can be driven to rotate by one motor and a transmission structure. In this case, the transmission structure can be a gear transmission or a shaft transmission, as long as the torque of a motor output shaft can be transmitted to the two first gears 4511. When the drive mechanism includes two motors, the two motors are connected to the two first gears 4511 in a one-to-one correspondence, so that the two motors each drive the first gears 4511 connected thereto to rotate.

[0149] The transmission gear set 451 of this embodiment is located on both sides of the intermediate gear 452 along a horizontal direction. The transmission gear set 451 includes a first gear 4511 , a second gear 4512 , a third gear 4513 , a fourth gear 4514 , a fifth gear 4515 and a sixth gear 4516 .

[0150] In which, the first gear 4511 of this embodiment is connected to the driving mechanism and rotates under the drive of the driving mechanism. The second gear 4512 is located on the side of the first gear 4511 away from the other transmission gear set 451. The second gear 4512 has two circles of teeth along its own axial direction. One circle of teeth of the second gear 4512 is engaged with the first gear 4511, and the other circle of teeth of the second gear 4512 is engaged with the fourth gear 4514.

[0151] The sixth gear 4516 is meshed with the fourth gear 4514. The diameters of the sixth gear 4516 are respectively larger than the diameter of the second gear 4512 and the fourth gear 4514. The diameter of the fourth gear 4514 is smaller than the diameter of the second gear 4512 and larger than the diameter of the first gear 4511. The two third gears 4513 are respectively meshed with the second gear 4512. A gap is formed between the two third gears 4513 to accommodate the first gear 4511. The fifth gear 4515 is meshed with one of the third gears 4513. The diameters of the third gear 4513 and the fifth gear 4515 are respectively larger than the diameter of the first gear 4511, and the diameter of the fifth gear 4515 is smaller than the diameter of the third gear 4513.

[0152] In this embodiment, the intermediate gear 452 is located between the two transmission gear sets 451 and meshes with the two fifth gears 4515 of the two transmission gear sets 451. The diameter of the intermediate gear 452 is larger than that of the third gear 4513. Similar to the second gear 4512, the fifth gear 4515 also has two rings of teeth arranged along the axial direction.

[0153] Accordingly, the multiple drill bits in this embodiment include a first drill bit 46, a second drill bit 47, and a third drill bit 48. The two first drill bits 46 are coaxially connected to the two sixth gears 4516 of the two transmission gear sets 451 and rotate synchronously therewith. The four second drill bits 47 are coaxially connected to the four third gears 4513 of the two transmission gear sets 451 and rotate synchronously therewith. The third drill bit 48 is coaxially connected to the intermediate gear 452 and rotates synchronously therewith. A portion of the first drill bit 46 is used to drill into the soil within the slot section, while the other portion is used to drill into the positioning pile 1000.

[0154] During drilling, the first gear 4511 rotates the second gear 4512, which in turn rotates the two third gears 4513, thereby rotating the second drill bit 47. The second gear 4512 also rotates the fourth gear 4514, which in turn rotates the sixth gear 4516, thereby rotating the rod and driving the first drill bit 46. One of the third gears 4513 in each transmission gear set 451 rotates the fifth gear 4515. The two fifth gears 4515 in both transmission gear sets 451 simultaneously rotate the intermediate gear 452 between them, thereby rotating the third drill bit 48.

[0155] This structure only requires one or two motors to drive seven drill bits to rotate synchronously for drilling, which can effectively improve drilling efficiency, simplify the drive structure, and reduce the size and cost of the equipment.

[0156] Combined with the attachment again Figure 10 As shown, in some examples, optionally, in this embodiment, two first drill bits 46 are located at opposite ends of the lower side of the first box body 41 along the first horizontal direction X, and the first horizontal direction X is perpendicular to the arrangement direction (vertical direction) from the first box body 41 to the second box body 43, and four second drill bits 47 are located between the two first drill bits 46 and are arranged around the first drill bits 46 to form a drilling array.

[0157] Specifically, the first drill bit 46 of this embodiment includes a drill pipe 461 and a drill barrel 462. The upper end of the drill pipe 461 is coaxially connected to the first gear 4511 and is connected to the mud flow channel. The lower end of the drill pipe 461 is provided with a first slurry inlet 4611. The drill barrel 462 is installed at the lower end of the drill pipe 461. The side wall of the drill barrel 462 is provided with a plurality of second slurry inlet holes. The inner wall and / or outer wall of the drill barrel 462 is provided with a plurality of first drilling cones 463. The first drilling cones 463 can further improve the drilling efficiency.

[0158] The second drill bit 47 of this embodiment includes a first rotating rod 471 and a first rotary blade 472 spirally arranged on the first rotating rod 471 along the length direction of the first rotating rod 471. A plurality of second drilling cones 473 are provided at the bottom of the first rotary blade 472. Along the arrangement direction from the first box body 41 to the second box body 43, the distance between the bottom of the first rotary blade 472 and the second box body 43 is greater than the distance between the bottom of the first drill bit 46 and the second box body 43. The distance between the bottom of the first drill bit 46 and the second box body 43 is greater than or equal to the distance between the bottom of the third drill bit 48 and the second box body 43. The third drill bit 48 includes a second rotating rod 481, a second rotary blade 482 spirally arranged on the second rotating rod 481 along the length direction of the second rotating rod 481, and a third drilling cone 483 located at the bottom of the second rotary blade 482.

[0159] This slotting machine is designed with a combination of large cylindrical drill bits on both sides and an extended spiral drill bit in the middle. The cylindrical drill bit positions and expands the slot, while the spiral drill bit efficiently removes slag. This adapts to complex strata (balancing hard soil crushing and soft soil collapse prevention), optimizes power distribution (divide and cooperate to reduce energy consumption), and improves slot quality, resulting in smooth and clean slot walls. This overall functional synergy enables efficient and precise slotting.

[0160] In order to further improve, the second box body 43 includes a bottom wall and side walls connected to the bottom wall. A plurality of first serrations 431 are provided on the side of the side wall facing away from the first box body 41. The first serrations 431 are located below the bottom wall and are arranged at intervals along the surrounding direction of the side wall, and / or, a plurality of second serrations are arranged at intervals around the bottom wall.

[0161] The above technical solution includes three implementation methods, one of which is as follows: Figure 10 In one embodiment, the first serrations 431 are provided on the side wall, another embodiment comprises the second serrations on the bottom wall (this embodiment is not shown in the figure), and still another embodiment comprises the first serrations 431 on the side wall and the second serrations on the bottom wall.

[0162] The sharp edges of the first and second serrations 431 and 432 can more effectively penetrate hard formations (such as rock formations and dense gravel layers), reducing slippage and improving drilling efficiency. Furthermore, the first and second serrations 431 and 432 disperse contact stress, preventing large-area friction on the bottom wall and extending the service life of the second housing 43. Furthermore, the interlocking action of the first and second serrations 431 and 432 can inhibit drill bit deviation, improving verticality, especially in inclined or uneven formations. Finally, the gaps between the serrations facilitate the flow of crushed rock and soil particles, preventing accumulation and blockage of debris.

[0163] The above description is merely a preferred embodiment of the present invention, but the scope of protection of the present invention is not limited thereto. Any changes or substitutions that can be easily conceived by a person skilled in the art within the technical scope disclosed in the present invention should be included in the scope of protection of the present invention. Therefore, the scope of protection of the present invention should be based on the scope of protection of the claims.

Claims

1. A low-headroom underground continuous wall construction method, characterized in that: The following steps are involved: Positioning pile construction: drilling operations are performed on a first construction working surface to form a plurality of pile holes arranged along a first horizontal direction, and concrete is poured into the plurality of pile holes to form positioning piles; Guide wall construction: constructing a guide wall on a second construction working surface, the second construction working surface being located on both sides of the plurality of pile holes along a second horizontal direction, an excavation section being formed between the two guide walls, the second horizontal direction being perpendicular to the first horizontal direction; Trenching construction: using a trenching machine to perform trenching operations on the two excavated sections, so that a unit trench is formed between two adjacent positioning piles; Steel cage installation: installing the steel cage in each of the unit slots; as well as Concrete pouring: Concrete is poured into the unit groove to form an underground continuous wall segment, and each of the underground continuous wall segments is connected to two adjacent positioning piles to form a whole.

2. The low headroom underground continuous wall construction method according to claim 1, characterized in that: The trenching operation includes breaking the portion of each positioning pile facing the adjacent positioning pile, so that the formed underground continuous wall section is engaged with its two adjacent positioning piles.

3. The low headroom underground continuous wall construction method according to claim 2, characterized in that: Along the first horizontal direction, the size of the broken portion of the positioning pile on the side facing the adjacent positioning pile is 20 cm-40 cm.

4. The low headroom underground continuous wall construction method according to claim 2, characterized in that: The grooving machine is used to break the part of each positioning pile facing the adjacent positioning pile. The grooving machine includes a machine body, a slurry discharge device and a drilling device. The slurry discharge device is installed on the machine body, and the drilling device is connected to the slurry discharge device. The drilling device allows mud to enter its interior, and the slurry discharge device is used to remove the mud inside the drilling device, and the drilling device is used to break the part of the positioning pile facing the adjacent positioning pile.

5. The low headroom underground continuous wall construction method according to claim 4, characterized in that: A first drill bit is provided on both sides of the bottom of the drilling device. A part of the first drill bit is used to break the soil between the two positioning piles, and another part of the first drill bit is used to break the part of the positioning pile facing the adjacent positioning pile.

6. The low headroom underground continuous wall construction method according to any one of claims 1 to 5, characterized in that: Before the drilling operation, the positioning pile construction further includes a first construction site pretreatment, and the first construction site pretreatment steps include: Determine the boundary and depth of the construction area of ​​the positioning piles by measuring and positioning; Destroying the existing support structure within the construction area of ​​the positioning piles; The construction area of ​​the positioning piles is excavated to a preset elevation to form the first construction working surface.

7. The low headroom underground continuous wall construction method according to claim 6, characterized in that: Before the guide wall construction step, the guide wall construction further includes a second construction site pretreatment, and the second construction site pretreatment includes: Determine the boundary and depth of the construction area of ​​the guide wall by measuring and positioning; Destroying the existing support structure within the construction area of ​​the guide wall; The construction area of ​​the guide wall is excavated to a preset elevation to form the second construction working surface.

8. The low headroom underground continuous wall construction method according to claim 7, characterized in that: The existing support structure includes the initial support concrete of the pilot tunnel.

9. The low headroom underground continuous wall construction method according to any one of claims 1 to 5, characterized in that: The top elevation of the positioning pile is set to be consistent with the top elevation of the underground continuous wall section, and / or the bottom elevation of the positioning pile is set to be consistent with the bottom elevation of the underground continuous wall section.

10. The low headroom underground continuous wall construction method according to any one of claims 1 to 5, characterized in that: Plastic concrete is used as the concrete of the positioning piles.

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