Large-section rectangular anti-slide pile soft stratum hole-forming method and construction method

Abstract

The application discloses a large-section rectangular anti-slide pile soft stratum hole-forming method and a construction method, and relates to the technical field of anti-slide pile construction. The hole-forming method comprises the following steps: a circle of small-diameter fender piles is constructed in the peripheral area of the design contour of the rectangular anti-slide pile, and the pile bottom of the small-diameter fender pile is embedded into a stable rock stratum; a locking structure is constructed on the top of the small-diameter fender pile, and the small-diameter fender piles are connected into an integrated fender system through the locking structure; a rotary drilling machine is used to guide a hole by cooperating with circular drill bits of multiple diameters, and then a square drill bit is used to mill and trim to a design rectangular section, so that a large-section rectangular pile hole is formed. According to the application, a circle of small-diameter fender piles embedded into a stable rock stratum is constructed, and a locking structure is arranged on the top to form an integrated fender system, the fender piles are used as an advanced support structure to effectively constrain the deformation of the soil around the hole, the stability of the hole wall and the regularity of the hole shape are ensured, and the technical problem that the hole wall is prone to collapse when a large-section hole is formed in a soft stratum is solved.

Description

Technical Field

[0001] This application relates to the field of anti-slide pile construction technology, specifically to a method for drilling and constructing large-section rectangular anti-slide piles in soft soil strata. Background Technology

[0002] Anti-slide piles are the core retaining structures for landslide control and slope reinforcement, widely used in highway, railway, water conservancy, and urban slope engineering. Rectangular anti-slide piles, due to their cross-section providing the maximum section modulus and flexural stiffness along the main sliding direction of the landslide, exhibit significantly higher structural efficiency than circular piles when bearing landslide thrust, with higher material utilization and more effective transfer of horizontal loads to stable strata. Currently, the cross-sectional width of rectangular anti-slide piles is generally 1.5–2.5m, and the length is generally 2.0–4.0m. With the rapid development of infrastructure construction, the demand for large-section rectangular anti-slide piles in complex geological conditions such as soft strata and abundant groundwater is increasing, necessitating safe, economical, and efficient drilling technology.

[0003] The existing methods for forming large-section rectangular anti-slide piles mainly include three mechanical drilling methods: the method of multiple drilling and trimming with a circular drill bit and a rectangular drill bit, which involves gradually trimming the edge through multiple pilot holes; the method of forming a large-diameter circular drill bit, which uses a drill bit with a diameter not less than the long side diameter of the rectangle to form a circular hole, and then sets up a rectangular steel cage for full grouting to form the pile; and the method of forming a rectangular impact drill, which uses a rectangular impact drill bit in conjunction with positive circulation mud to directly impact and form the hole.

[0004] However, existing mechanical drilling methods have the following drawbacks when drilling large sections in soft strata: the multiple drilling and trimming method requires multiple pre-drilling operations, the borehole wall is repeatedly disturbed by the drill bit, and the rectangular drill bit cannot remove slag in time, making it difficult to maintain the properties of the drilling mud inside the hole. In water-rich soft strata, the borehole wall is prone to collapse; the large-diameter circular drill drilling method produces a large borehole diameter with a wide exposed area of ​​the borehole wall. The soft strata have poor self-stabilizing ability, and even with the use of drilling mud for wall protection, the borehole is prone to collapse; the rectangular impact drilling method causes large impact disturbance to the borehole wall by the drill bit, and the positive circulation of drilling mud has limited slag-carrying capacity. In soft strata, the soil around the borehole wall is prone to instability and collapse due to impact vibration. Summary of the Invention

[0005] The purpose of this application is to provide a method for drilling and constructing large-section rectangular anti-slide piles in soft soil, thereby solving the problem that large-section rectangular anti-slide piles are prone to collapse when drilling in soft soil.

[0006] The technical solution adopted by this application to solve its technical problem is: Firstly, a method for drilling large-section rectangular anti-slide piles in soft strata is provided, including: S1. Level the construction site, remove loose soil and surface attachments at the pile location, and install a drainage system. S2. Construct a ring of small-diameter retaining piles around the outer perimeter of the rectangular anti-slide pile design outline, with the bottom of the small-diameter retaining piles embedded in stable rock strata. S3. Construct a locking structure on the top of the small-diameter retaining piles, and connect each of the small-diameter retaining piles through the locking structure to form an overall retaining system; S4. Inside the overall retaining system, a rotary drilling rig with various diameter round drill bits is first used to drill pilot holes, and then a square drill bit is used to mill and trim to the designed rectangular cross-section to form a large cross-section rectangular pile hole.

[0007] Furthermore, the small-diameter retaining piles are formed by drilling with a small-diameter drill bit and pouring plain concrete.

[0008] Furthermore, the depth at which the bottom of the small-diameter retaining pile is embedded in the stable rock layer is greater than or equal to 1m.

[0009] Furthermore, the diameter of the small-diameter retaining piles is 60-80cm.

[0010] Furthermore, the lock structure is a reinforced concrete lock structure, with its top height at least 50cm above the ground and its width at least 50cm.

[0011] Furthermore, the construction method of the lock structure includes: pre-embedding lock pre-embedded steel bars at the top of the small-diameter retaining pile, tying the lock horizontal steel bars to connect the lock pre-embedded steel bars to form a steel skeleton, and pouring concrete to form the structure.

[0012] Furthermore, the diameter of the pre-embedded reinforcing bar in the lock is 10-12mm, its depth in the small-diameter retaining pile is at least 1.5m, and its height outside the small-diameter retaining pile is at least 50cm.

[0013] Furthermore, the diameter of the horizontal reinforcing bars of the lock opening is 8-10 mm, and at least four horizontal reinforcing bars of the lock opening are provided on one side of each lock opening.

[0014] Furthermore, the cross-sectional width of the large-section rectangular pile hole is 1.5 to 2.5 m, and the cross-sectional length is 2 to 4 m.

[0015] Secondly, a construction method for large-section rectangular anti-slide piles in soft soil strata is provided, including: The large-section rectangular anti-slide pile hole is completed using the aforementioned method for drilling in soft soil strata. A reinforcing cage is placed inside the large-section rectangular anti-slide pile hole and concrete is poured in to form a large-section rectangular anti-slide pile. The small-diameter retaining pile and the interlocking structure are retained as permanent structures.

[0016] The beneficial effects of this application are: The method and construction method for drilling large-section rectangular anti-slide piles in soft strata provided in this application embodiment involves constructing a ring of small-diameter retaining piles embedded in stable rock strata around the outer perimeter of the rectangular anti-slide pile design outline, and setting a locking structure at the top to form an overall retaining system. Utilizing the retaining piles as an advanced support structure can effectively constrain the deformation of the soil around the hole, creating safe and stable spatial conditions for the internal rotary drilling rig to guide the hole and for the square drill bit to mill and trim. This not only simplifies the construction process and improves the drilling efficiency, but also significantly reduces the direct disturbance of the drilling tools to the soil around the hole, ensuring the stability of the hole wall and the regularity of the hole shape. It solves the technical problem of easy collapse of the hole wall when drilling large-section holes in soft strata. At the same time, this retaining system can also participate in the stress of the anti-slide pile as a permanent structure, significantly enhancing the stability and durability of the overall support system. It is particularly suitable for the construction of large-section rectangular anti-slide piles under complex geological conditions such as soft and water-rich strata. Attached Figure Description

[0017] To more clearly illustrate the technical solutions of the embodiments of this application, the accompanying drawings used in the embodiments will be briefly introduced below. It should be understood that the following drawings only show some embodiments of this application and should not be regarded as a limitation of the scope. For those skilled in the art, other related drawings can be obtained based on these drawings without creative effort.

[0018] Figure 1 A flowchart of the drilling method for large-section rectangular anti-slide piles in soft soil strata provided in this application embodiment; Figure 2 This is a plan view of the large-section rectangular anti-slide pile after drilling; Figure 3 This is a plan view of the large-section rectangular anti-slide pile after construction.

[0019] Figure label: 1-Small diameter retaining piles; 2-Lock structure; 21-Embedded reinforcing bars in the lock opening; 22-Horizontal reinforcing bar at the lock joint; 3-Large cross-section rectangular pile hole; 4-Large cross-section rectangular anti-slide pile. Detailed Implementation

[0020] The technical solutions of the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of this application, and not all embodiments. Based on the embodiments of this application, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the scope of protection of this application. Unless otherwise specified, the embodiments and features in the embodiments of this application can be combined with each other.

[0021] In the description of this application, the terms "upper," "lower," "left," "right," "front," "rear," "inner," and "outer," etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are used only for the convenience of describing this application 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, they should not be construed as limitations on this application. Unless otherwise specified, the above-mentioned orientational descriptions can be flexibly set in actual application, provided that the relative positional relationships shown in the accompanying drawings are satisfied.

[0022] In the description of this application, it should be noted that, unless otherwise expressly specified and limited, the terms "set up," "install," "connect," and "link" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal communication between two components. Those skilled in the art can understand the specific meaning of the above terms in this application according to the specific circumstances.

[0023] See Figure 1 , Figure 2 This application provides a method for drilling large-section rectangular anti-slide piles in soft strata, including the following steps: S1. Level the construction site, remove loose soil and surface attachments at the pile location, and install a drainage system.

[0024] Specifically, the ground at the pile location will be leveled to approximately 1 meter above the designed top elevation of the anti-slide pile. Loose soil, vegetation, rocks, construction waste, and other surface attachments will be removed to ensure that the bearing capacity of the foundation in the construction area meets the requirements for drilling rig placement. A drainage system, including intercepting ditches and drainage ditches, will be installed around the site to prevent surface water from flowing into the pile hole construction area and to avoid water accumulation affecting subsequent drilling operations.

[0025] S2. Construct a ring of small-diameter retaining piles 1 around the outer perimeter of the rectangular anti-slide pile design outline. The bottom of the small-diameter retaining piles 1 is embedded in the stable rock layer.

[0026] Specifically, multiple small-diameter retaining piles 1 are arranged along the outer perimeter of the rectangular anti-slide pile design outline, forming a closed retaining structure surrounding the rectangular anti-slide pile design outline. The pile bottoms of the small-diameter retaining piles 1 are embedded in stable rock strata to ensure the overall stability of the retaining structure. The multiple small-diameter retaining piles 1 can be constructed using a staggered-hole construction method, specifically: all small-diameter retaining piles 1 are sequentially divided into odd-numbered piles and even-numbered piles along the circumference, with the odd-numbered piles constructed first, followed by the even-numbered piles after the odd-numbered piles are completed, to avoid interference between the construction of adjacent piles.

[0027] S3. Construct a locking structure 2 on the top of the small-diameter retaining piles 1, and connect each small-diameter retaining pile 1 through the locking structure 2 to form an overall retaining system.

[0028] Specifically, the top of the lock structure 2 is rigidly connected to the top of the small-diameter retaining pile 1, so that the tops of each small-diameter retaining pile 1 are connected together to form an overall retaining system. This makes the dispersed retaining piles a cohesive whole structure to jointly constrain the soil around the piles and prevent the soft strata from collapsing during the subsequent large-section drilling process.

[0029] S4. Inside the overall retaining system, a rotary drilling rig with various diameter circular drill bits is first used to drill pilot holes, starting with smaller diameter drill bits and gradually expanding to near rectangular cross-sectional dimensions; then, a square drill bit is used for milling and finishing to shape the circular pilot holes to the designed rectangular cross-section, ultimately forming a large-section rectangular pile hole 3.

[0030] The method for drilling large-section rectangular anti-slide piles in soft strata provided in this application involves constructing a ring of small-diameter retaining piles 1 embedded in stable rock strata around the outer perimeter of the rectangular anti-slide pile design outline, and setting a locking structure 2 at the top to form an overall retaining system. Utilizing the retaining piles as an advanced support structure can effectively constrain the deformation of the soil around the hole, creating safe and stable spatial conditions for the internal rotary drilling rig to guide the hole and for the square drill bit to mill and trim. This not only simplifies the construction process and improves the drilling efficiency, but also significantly reduces the direct disturbance of the drilling tool to the soil around the hole, ensuring the stability of the hole wall and the regularity of the hole shape. It solves the technical problem of easy collapse of the hole wall when drilling large-section holes in soft strata.

[0031] In some embodiments, the small-diameter retaining pile 1 is formed by drilling with a small-diameter drill bit and pouring plain concrete. Since the diameter of the small-diameter retaining pile 1 is small, generally 60 to 80 cm, it can be drilled in one go using a conventional rotary drilling rig without the need for staged hole enlargement; mud slurry can be used to protect the hole wall during drilling to ensure the stability of the hole wall.

[0032] The specific construction process for each small-diameter retaining pile 1 is as follows: After drilling to the designed depth, the hole is cleaned to remove sediment from the bottom; the hole depth is checked using a measuring rope to ensure that the depth of the pile embedded in the stable rock layer meets the design requirements. After the hole cleaning is qualified, plain concrete is poured using the tremie method. The pouring process is continuous and uninterrupted to ensure that the concrete in the pile body is dense and the concrete strength grade is not lower than C20.

[0033] In this embodiment, the small-diameter retaining pile 1 is made of plain concrete instead of reinforced concrete. Since the small-diameter retaining pile 1 mainly serves the function of enclosure and does not bear a large bending moment, plain concrete can meet the stress requirements. At the same time, it can eliminate the process of making and lowering the steel cage, speed up the construction, reduce the project cost, and improve the economy.

[0034] In some embodiments, the depth at which the bottom of the small-diameter retaining pile 1 is embedded in the stable rock stratum is greater than or equal to 1m. A stable rock stratum refers to a rock stratum that, under natural conditions, possesses high structural integrity, mechanical strength, and resistance to deformation, and can remain stable for a long period of time without easily being damaged, sliding, or collapsing.

[0035] Correspondingly, the small-diameter retaining pile 1, as a cantilever retaining structure, provides sufficient anti-overturning moment by embedding its bottom into stable rock strata. Calculations and analysis show that in soft strata, an embedment depth of 1m is sufficient to meet the stability requirements of the retaining pile during subsequent large-section drilling, resisting soil and water pressure around the pile. Based on the geological conditions revealed by previous surveys, if the stable rock strata are shallow, the embedment depth can be appropriately increased to 1.5m or 2m.

[0036] In some embodiments, the diameter of the small-diameter retaining pile 1 is 60–80 cm. With a rectangular anti-slide pile cross-section width of 1.5–2.5 m and a length of 2.0–4.0 m, a pile diameter of 60–80 cm can form a sufficiently wide retaining band around the anti-slide pile, effectively restraining the soft soil around the pile and avoiding insufficient retaining rigidity due to an excessively small pile diameter, as well as unnecessary engineering work and costs due to an excessively large pile diameter. This pile diameter can also be constructed using conventional rotary drilling rigs, eliminating the need for large-tonnage drilling rigs, resulting in low equipment investment, high mobility, and strong adaptability.

[0037] In some embodiments, the locking structure 2 is a reinforced concrete locking structure, with its top height at least 50cm above the ground and its width at least 50cm.

[0038] Specifically, the interlocking structure 2 is arranged around the perimeter of the rectangular anti-slide pile design outline, forming a closed rectangular frame-type reinforced concrete structure. The top surface of the interlocking structure 2 is flat, serving as an auxiliary platform for the rotary drilling rig and also as a reference surface for construction surveying and setting out. The top height of the interlocking structure 2 is at least 50cm above the ground. This height effectively prevents surface water from flowing into the pile hole and also serves as a safety protection facility during construction to prevent personnel from falling. The width of the interlocking structure 2 is at least 50cm, which is the horizontal dimension extending outward from the edge of the anti-slide pile design outline, ensuring that the interlocking structure 2 has sufficient rigidity and strength to reliably connect the small-diameter retaining piles 1.

[0039] In this embodiment, the construction method of the lock structure 2 includes the following steps: S3.1, Pre-embedded locking reinforcement 21: During the construction of small-diameter retaining pile 1, pre-embedded locking reinforcement 21 is pre-embedded at the top of the pile; the pre-embedded locking reinforcement 21 has an inverted U-shaped structure, with the lower end pre-embedded in the concrete of the retaining pile and the upper end extending out of the top surface of the retaining pile.

[0040] S3.2, Binding the horizontal reinforcing bars 22 of the lock: After the small-diameter retaining pile 1 is constructed and reaches the design strength, the horizontal reinforcing bars 22 of the lock are bound to the pre-embedded reinforcing bars 21 of the lock to form the reinforcing skeleton of the lock structure 2; the horizontal reinforcing bars 22 of the lock are arranged around the lock structure 2 to form a horizontal closed frame.

[0041] S3.3 Concrete Pouring: After the steel reinforcement cage passes inspection, erect the formwork for the interlocking structure 2 and pour the concrete to form it. Use standardized steel or wooden formwork to ensure the accurate dimensions of the interlocking structure 2. Concrete pouring shall be carried out in layers, vibrated to ensure compaction, and cured for no less than 7 days.

[0042] By connecting the pre-embedded reinforcing bars 21 and the horizontal reinforcing bars 22 of the lock, the lock structure 2 and the small-diameter retaining pile 1 form an integral whole, together constituting the retaining system of the large-section rectangular pile hole 3.

[0043] In some embodiments, the diameter of the pre-embedded reinforcing bar 21 is 10-12 mm, its depth in the small-diameter retaining pile 1 is at least 1.5 m, and its height outside the small-diameter retaining pile 1 is at least 50 cm.

[0044] Specifically, the interlocking pre-embedded steel bar 21 is made of HRB400 grade hot-rolled ribbed steel bar, which has good mechanical properties and weldability. The depth of the interlocking pre-embedded steel bar 21 embedded in the small-diameter retaining pile 1 is at least 1.5m. This depth ensures reliable anchorage between the steel bar and the retaining pile concrete, and can transmit the tensile and shear forces between the interlocking structure 2 and the small-diameter retaining pile 1. The height of the interlocking pre-embedded steel bar 21 outside the small-diameter retaining pile 1 is at least 50cm. This height matches the height of the interlocking structure 2, ensuring that the steel bar can extend into the interior of the interlocking structure 2 and form a reliable connection with the horizontal interlocking steel bar 22.

[0045] In some embodiments, the diameter of the horizontal reinforcing bar 22 of the lock opening is 8 to 10 mm, and at least four horizontal reinforcing bars 22 are provided on one side of each lock opening.

[0046] Specifically, the horizontal reinforcing bars 22 of the lock joint are made of HPB300 grade hot-rolled plain round steel bars or HRB400 grade hot-rolled ribbed steel bars. At least four horizontal reinforcing bars 22 are provided on each side of each lock joint. These four bars are arranged in layers along the height of the lock joint structure 2, namely the top bar, upper bar, middle bar, and bottom bar, forming a spatial reinforcing steel skeleton. The horizontal reinforcing bars 22 are continuously arranged around the perimeter of the lock joint structure 2, and are connected by arc bends or welding at corners to form a closed frame. The horizontal reinforcing bars 22 are tied to the pre-embedded reinforcing bars 21 at each intersection point, and single-sided or double-sided welding is used for reinforcement when necessary.

[0047] Through the above arrangement, the horizontal reinforcing bars 22 and the pre-embedded reinforcing bars 21 of the lock form a steel skeleton with sufficient rigidity and strength, ensuring that the lock structure 2 can effectively transfer and distribute the load, and connect each small-diameter retaining pile 1 into an overall retaining system.

[0048] In this embodiment, the cross-sectional width of the large-section rectangular pile hole 3 is 1.5–2.5 m, and the cross-sectional length is 2–4 m. This size range covers the commonly used cross-sectional dimensions of large-section rectangular anti-slide piles and can meet the needs of most landslide control projects. For special large-span landslides, the cross-sectional dimensions can be appropriately increased based on stress calculations, but the arrangement density of the small-diameter retaining piles 1 and the cross-sectional dimensions of the interlocking structure 2 need to be adjusted accordingly.

[0049] See Figure 3 This application also provides a method for constructing large-section rectangular anti-slide piles in soft soil strata, including the following steps: Step 1: Hole Formation Operation; The large-section rectangular anti-slide pile hole 3 is completed using the hole formation method for soft strata of large cross-section rectangular anti-slide piles provided in this embodiment.

[0050] Step Two: Lowering the Reinforcing Cage; After the large-section rectangular pile hole is completed and cleaned to meet the requirements, the rectangular anti-slide pile reinforcing cage is lowered. The reinforcing cage is fabricated and lowered in sections, with each section connected by welding or mechanical means. Concrete pads are placed on the outside of the reinforcing cage to ensure that the protective layer thickness meets the design requirements.

[0051] Step 3: Concrete pouring; After the steel cage is lowered, concrete is poured using the tremie pipe method to form a large-section rectangular anti-slide pile 4.

[0052] The construction method for large-section rectangular anti-slide piles in soft soil provided in this application embodiment ensures that the overall retaining system composed of small-diameter retaining piles 1 and interlocking structure 2 plays a continuous retaining role during the drilling process, preventing hole collapse and ensuring safe drilling under complex geological conditions such as soft soil strata. After the construction of the large-section rectangular anti-slide pile 4 is completed, the small-diameter retaining piles 1 and interlocking structure 2 are retained as permanent structures and do not need to be demolished. The small-diameter retaining piles 1 and interlocking structure 2 become part of the large-section rectangular anti-slide pile 4, increasing the effective cross-sectional area of ​​the anti-slide pile and improving the overall bending stiffness and shear bearing capacity of the anti-slide pile.

[0053] The above are merely specific embodiments of this application, but the scope of protection of this application is not limited thereto. Any variations or substitutions that can be easily conceived by those skilled in the art within the scope of the technology disclosed in this application should be included within the scope of protection of this application.

Claims

1. A method for drilling large-section rectangular anti-slide piles in soft soil strata, characterized in that, include: S1. Level the construction site, remove loose soil and surface attachments at the pile location, and install a drainage system. S2. Construct a ring of small-diameter retaining piles (1) around the outer perimeter of the rectangular anti-slide pile design outline, with the bottom of the small-diameter retaining piles (1) embedded in stable rock layers. S3. Construct a locking structure (2) on the top of the small-diameter retaining piles (1) to connect each of the small-diameter retaining piles (1) to form an overall retaining system. S4. Inside the overall enclosure system, a rotary drilling rig with various diameter round drill bits is first used to drill the pilot hole, and then a square drill bit is used to mill and trim it to the designed rectangular cross section to form a large cross section rectangular pile hole (3).

2. The method for drilling large-section rectangular anti-slide piles in soft strata according to claim 1, characterized in that, The small-diameter retaining pile (1) is formed by drilling with a small-diameter drill bit and pouring plain concrete.

3. The method for drilling large-section rectangular anti-slide piles in soft strata according to claim 1, characterized in that, The depth at which the bottom of the small-diameter retaining pile (1) is embedded in the stable rock layer is greater than or equal to 1m.

4. The method for drilling large-section rectangular anti-slide piles in soft strata according to claim 1, characterized in that, The diameter of the small-diameter retaining pile (1) is 60-80cm.

5. The method for drilling large-section rectangular anti-slide piles in soft strata according to claim 1, characterized in that, The lock structure (2) is a reinforced concrete lock structure with a top height at least 50cm above the ground and a width of at least 50cm.

6. The method for drilling large-section rectangular anti-slide piles in soft strata according to claim 5, characterized in that, The construction method of the lock structure (2) includes: pre-embedding lock pre-embedded steel bars (21) at the top of the small diameter retaining pile (1), binding lock horizontal steel bars (22) to connect the lock pre-embedded steel bars (21) to form a steel bar skeleton, and pouring concrete to form the structure.

7. The method for drilling large-section rectangular anti-slide piles in soft strata according to claim 6, characterized in that, The diameter of the pre-embedded reinforcing bar (21) is 10-12mm, its depth in the small diameter retaining pile (1) is at least 1.5m, and its height outside the small diameter retaining pile (1) is at least 50cm.

8. The method for drilling large-section rectangular anti-slide piles in soft strata according to claim 6, characterized in that, The diameter of the horizontal reinforcing bar (22) of the lock opening is 8-10 mm, and at least four horizontal reinforcing bars (22) of the lock opening are provided on one side of each lock opening.

9. The method for drilling large-section rectangular anti-slide piles in soft strata according to claim 1, characterized in that, The cross-sectional width of the large-section rectangular pile hole (3) is 1.5 to 2.5 m, and the cross-sectional length is 2 to 4 m.

10. A construction method for large-section rectangular anti-slide piles in soft soil strata, characterized in that, include: The large-section rectangular anti-slide pile hole (3) is completed using the hole-forming method for soft strata of large-section rectangular anti-slide piles according to any one of claims 1 to 9. A steel cage is placed in the large-section rectangular pile hole (3) and concrete is poured to form a large-section rectangular anti-slide pile (4). The small-diameter retaining pile (1) and the interlocking structure (2) are retained as permanent structures.

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