Pressure type stiff composite uplift pile and construction method thereof

Abstract

The invention belongs to the technical field of underground building construction, and particularly relates to a pressure type stiff composite uplift pile and a construction method thereof. The pressure type stiff composite uplift pile comprises a pipe pile body, a prefabricated prestressed steel assembly and a fastening assembly, the prefabricated prestressed steel assembly is arranged on the pipe pile body in a penetrating mode in the axis direction of the pipe pile body, and the prefabricated prestressed steel assembly comprises prestressed tendons and isolation sleeves arranged outside at least part of the prestressed tendons in a sleeving mode; the two ends of the prestressed tendons are connected with the pipe pile body through fastening assemblies. The prefabricated prestressed steel assembly is arranged on the pipe pile body in a penetrating mode, the stress distribution of the whole uplift pile can be effectively adjusted and optimized by applying prestress to the prestressed tendons of the prefabricated prestressed steel assembly, and the stability of the pipe pile body in a soil layer is improved through the prestress provided by the prestressed tendons; and the integrity and continuity of the structure of the pile body can be kept when the pile body is subjected to vertical tension, so that cracks are reduced.

Description

Technical Field

[0001] The invention belongs to the technical field of underground building construction, and specifically relates to a pressure-type rigid composite anti-pulling pile and a construction method thereof. Background Art

[0002] In construction projects, especially in the construction of underground structures, pull-out piles, as an important form of foundation, play a vital role in the stability of buildings. Pull-out piles are mainly used to prevent buildings from floating due to groundwater pressure or other rising forces. In projects involving deep and large basements, the vertical pull-out bearing capacity of single piles is particularly critical.

[0003] Traditional pull-out piles usually require an increase in the amount of tensile reinforcement to control cracks. Although this method can increase the tensile strength of the pile, it also significantly increases the amount of reinforcement and the overall construction cost. In addition, during the construction of such piles, the on-site processing of the reinforcement cage often has problems with low processing accuracy and poor shaping, which further affects the safety and economy of the structure.

[0004] In recent years, the application of prestressing technology has provided a new solution for improving the performance of pull-out piles. By designing the pull-out piles to bear pressure, prestressing technology can effectively control the cracks in the pile body while reducing the amount of steel bars used. However, the existing pressure-type pull-out piles and prefabricated pipe piles still have some shortcomings in practical applications. For example, prefabricated pipe piles cannot be prestressed later to form a pressure-type force mode, and the connection method with the foundation slab is also limited, which limits their efficiency and reliability in certain engineering applications. Summary of the invention

[0005] The purpose of the present invention is to at least solve the problem of how to improve the vertical pull-out bearing capacity of the pull-out pile. This purpose is achieved through the following technical solutions:

[0006] The first aspect of the present invention provides a pressure-type rigid composite pull-out pile, comprising:

[0007] pipe pile body;

[0008] A prefabricated prestressed steel component, which is passed through the pipe pile body along the axis direction of the pipe pile body, and includes a prestressed steel bar and an isolation sleeve sleeved outside at least part of the prestressed steel bar, and the two ends of the prestressed steel bar are respectively located outside the two ends of the pipe pile body along the axis direction;

[0009] A fastening assembly, through which at least one end of the prestressed tendon is connected to the pipe pile body.

[0010] According to the pressure-type rigid composite pull-out pile of the present invention, by penetrating a prefabricated prestressed steel component along the axial direction of the pipe pile body, and by applying prestress to the prestressed tendons of the prefabricated prestressed steel component, the force distribution of the entire pull-out pile can be effectively adjusted and optimized. The prestress provided by the prestressed tendons increases the stability of the pipe pile body in the soil layer, and helps to maintain the integrity and continuity of its structure when the pile body is subjected to vertical tension, thereby reducing the occurrence of cracks. In short, through these improvements, the pressure-type rigid composite pull-out pile can not only provide higher pull-out performance, but also show higher economic benefits and reliability in construction and long-term use, and is suitable for building foundation projects that require high stability and durability.

[0011] In addition, the pressure-type rigid composite anti-pulling pile according to the present invention may also have the following additional technical features:

[0012] In some embodiments of the present invention, there are multiple prefabricated prestressed steel components, and the multiple prefabricated prestressed steel components are evenly and symmetrically arranged along the circumference of the pipe pile body.

[0013] In some embodiments of the present invention, the prestressed tendon passes through the isolation sleeve, the prestressed tendon has a first end, the fastening assembly includes a first nut, and the first end is connected to one end of the pile body through the first nut.

[0014] In some embodiments of the present invention, the prestressed tendon further has a second end, the fastening assembly includes a second nut, and the second end is connected to the other end of the pipe pile body through the second nut.

[0015] In some embodiments of the present invention, the number of the prestressed tendons is two, namely a prestressed tendon and an anchor tendon. One end of the prestressed tendon is inserted into the isolation sleeve from one axial end of the isolation sleeve, and the anchor tendon is fixedly connected to the pile body. The connecting assembly includes a connector, which abuts against the other axial end of the isolation sleeve, and the prestressed tendon is connected to the anchor tendon through the connector.

[0016] In some embodiments of the present invention, the anchor bar and the pipe pile body are an integrally formed cast structure.

[0017] In some embodiments of the present invention, grease, a bonding retarder, cement slurry or concrete is filled between the isolation sleeve and the prestressed tendons.

[0018] In some embodiments of the present invention, the pressure-type rigid composite pull-out pile further includes an end plate, and the end plate is clamped between the first end and the first nut.

[0019] In some embodiments of the present invention, the volume of the expanded body portion is greater than the volume of the pipe pile.

[0020] The second aspect of the present invention provides a construction method of an anti-pullout pile, which is characterized in that it is used for construction according to the above-mentioned anti-pullout pile, and comprises the following steps:

[0021] The factory prepares the pressure-type rigid composite pull-out piles and transports them to the construction site;

[0022] The pressure-type rigid composite anti-pulling piles are constructed to the designed elevation by static pressure or hammering;

[0023] The plurality of prestressed tendons in the pipe pile body are tensioned to a set prestress and the prestressed tendons are locked. BRIEF DESCRIPTION OF THE DRAWINGS

[0024] Various other advantages and benefits will become apparent to those of ordinary skill in the art by reading the detailed description of the preferred embodiments below. The accompanying drawings are only for the purpose of illustrating the preferred embodiments and are not to be considered as limiting the present invention. Moreover, the same reference numerals are used throughout the accompanying drawings to represent the same components. In the accompanying drawings:

[0025] Figure 1 The cross-sectional structure diagram of the pressure-type stiff composite anti-pulling pile according to the embodiment of the present invention is schematically shown;

[0026] Figure 2 Schematically showing a first perspective view of a pressure-type stiff composite anti-pulling pile according to an embodiment of the present invention;

[0027] Figure 3 The cross-sectional structure diagram of the pressure-type rigid composite anti-pulling pile without the expanded body portion according to the first embodiment of the present invention is schematically shown;

[0028] Figure 4 Schematically showing a first viewing angle view of a pressure-type rigid composite anti-pulling pile without an expanded body portion according to a first embodiment of the present invention;

[0029] Figure 5 for Figure 3 A partial enlarged view of the middle A;

[0030] Figure 6 for Figure 3 A partial enlarged view of point B in the middle;

[0031] Figure 7 The cross-sectional structure diagram of the pressure-type rigid composite anti-pulling pile without the expanded body portion according to the second embodiment of the present invention is schematically shown;

[0032] Figure 8 for Figure 7A partial enlarged view of point C in the middle.

[0033] The reference numerals are as follows:

[0034] 100. Pressure-type rigid composite pull-out piles;

[0035] 10. Pipe pile body; 20. Prestressed tendons; 30. Fastening assembly; 31. First nut; 32. Second nut; 33. Anchor; 40. Expanded body; 50. Connector; 60. Isolation sleeve. DETAILED DESCRIPTION

[0036] The exemplary embodiments of the present disclosure will be described in more detail below with reference to the accompanying drawings. Although the 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. On the contrary, these embodiments are provided in order 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.

[0037] It should be understood that the terms used in the text are only for the purpose of describing specific example embodiments, and are not intended to be limiting. Unless the context clearly indicates otherwise, the singular forms "one", "an" and "said" as used in the text may also be meant to include plural forms. The terms "include", "comprise", "contain", and "have" are inclusive, and therefore specify the existence of stated features, steps, operations, elements and / or parts, but do not exclude the existence 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 interpreted as necessarily requiring them to be performed in the specific order described or illustrated, unless the execution order is clearly indicated. It should also be understood that additional or alternative steps may be used.

[0038] 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, 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.

[0039] For ease of description, spatial 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 figure, such as "inside", "outside", "inner side", "outer side", "below", "below", "above", "above", etc. Such spatial relative terms are intended to include different orientations of the device in use or operation in addition to the orientation depicted in the figure. For example, if the device in the figure is turned over, then the elements described as "below other elements or features" or "below other elements or features" will subsequently be oriented as "above other elements or features" or "above other elements or features". Therefore, the example term "below..." can include both above and below orientations.

[0040] like Figures 1 to 8 As shown, according to an embodiment of the present invention, a pressure-type rigid composite pull-out pile 100 is proposed, comprising a pipe pile body 10, a prefabricated prestressed steel component and a fastening component 30. Along the axial direction of the pipe pile body 10, the prefabricated prestressed steel component is penetrated through the pipe pile body 10, and the prefabricated prestressed steel component comprises a prestressed tendon and an isolation sleeve 60 sleeved outside the prestressed tendon. Both ends of the prestressed tendon are respectively located on the outside of the two ends of the pipe pile body 10 along its axial direction, and at least one end of the prestressed tendon 20 located on the outside of the pipe pile body 10 is connected to the pipe pile body 10 through the fastening component 30.

[0041] According to the pressure-type rigid composite pull-out pile 100 of this embodiment, by penetrating prefabricated prestressed steel components along the axial direction of the pipe pile body 10, and applying prestress through the prestressed tendons 20 of these prefabricated prestressed steel components, the force distribution of the entire pull-out pile can be effectively adjusted and optimized. The prestress provided by the prestressed tendons 20 increases the stability of the pipe pile body 10 in the soil layer, and helps to maintain the integrity and continuity of its structure when the pile body is subjected to vertical tension, thereby reducing the occurrence of cracks. In short, through these improvements, the pressure-type rigid composite pull-out pile 100 can not only provide higher pull-out performance, but also show higher economic benefits and reliability in construction and long-term use, and is suitable for building foundation projects that require high stability and durability.

[0042] In some embodiments, the pressure-type rigid composite pull-out pile 100 includes an expansion part 40, and the pipe pile body 10 is completely covered in the expansion part 40. The expansion part 40 enables the pipe pile body 10 to transmit force in a larger range and provide a larger surface area to withstand the reaction force of the soil layer, which not only enhances the overall bearing capacity of the pull-out pile, but also significantly improves its pull-out performance. In addition, the design of the expansion part 40 enables the pull-out pile to more effectively disperse and resist these forces when encountering rising forces, thereby reducing the risk of overall movement or pulling out. In addition, the use of the fastening assembly 30 simplifies the installation process of the prestressed tendon 20, making the construction faster and more economical. Finally, the expansion part 40 can be constructed using more economical materials and methods. The complete covering design of the expansion part 40 protects the pipe pile body 10, reduces corrosion or damage caused by environmental factors (such as groundwater and soil pH), and prolongs the service life of the pull-out pile. The protectiveness of the prestressed tendon 20 is also enhanced, avoiding the erosion problem that may be caused by direct exposure to the external environment.

[0043] It is understandable that prefabricated prestressed steel components are produced in factories under strict quality control standards. Factory prefabrication can improve production efficiency, reduce the workload on the construction site, and ensure the quality and consistency of the product.

[0044] In some embodiments, there are multiple prefabricated prestressed steel components, and the multiple prefabricated prestressed steel components are evenly and symmetrically arranged along the circumference of the pipe pile body 10. In this embodiment, only prefabricated prestressed steel components are inserted into the pipe pile body 10. Multiple prefabricated prestressed steel components are evenly and symmetrically arranged along the circumference, which can effectively disperse the pull-out force and enhance the overall pull-out resistance of the pull-out pile. The evenly and symmetrical arrangement makes the force on the pipe pile body 10 more uniform, reduces local stress concentration, and prolongs the service life.

[0045] In other embodiments, there are multiple prefabricated prestressed steel components, and the multiple prefabricated prestressed steel components are evenly and symmetrically arranged along the circumference of the pipe pile body 10. However, in this embodiment, the pipe pile body 10 is not only penetrated by prefabricated prestressed steel components, but also penetrated by prestressed steel bars in the prior art. The prefabricated prestressed steel components correspond to the prestressed steel bars one by one and are arranged at intervals. The combined use of prefabricated prestressed steel components and prestressed steel bars in the prior art significantly enhances the pull-out resistance of the pull-out pile, enabling it to withstand higher pull-out forces. The prestressed steel bars and prefabricated prestressed steel components correspond to each other one by one and are arranged at intervals, providing multiple reinforcements and further improving the overall strength and rigidity of the pipe pile body.

[0046] In some embodiments, the prestressed tendon 20 passes through the isolation sleeve 60, and the prestressed tendon 20 has a first end (the end of the prestressed tendon 20 that is exposed upward from the foundation pit) and a second end (the end of the prestressed tendon 20 that is buried downward in the foundation pit), and the fastening assembly 30 includes a first nut 31, and the first end is connected to one end of the pipe pile body 10 through the first nut 31. The first nut 31 is located at the first end of the prestressed tendon 20 and is fastened to one end of the pipe pile body 10. The first nut 31 is used to adjust the initial tension of the prestressed tendon 20 during the installation of the pull-out pile and maintain the tension during operation.

[0047] like Figures 3 to 6 As shown, it can be understood that in the first embodiment, the fastening assembly 30 includes a second nut 32, and the second end is connected to the other end of the pipe pile body 10 through the second nut 32. The second nut 32 is installed at the second end of the prestressed tendon 20, so that the second end is anchored to the pipe pile body 10, and the existence of the second nut 32 provides an additional anchor point for the prestressed tendon 20. Combined with the first nut 31 in the above embodiment, a complete embodiment is formed, and the prestressed tendon 20 has a first end and a second end. The first end is connected to one end of the pipe pile body 10 through the first nut 31, and the second end is connected to the other end of the pipe pile body 10 through the second nut 32. The first nut 31 is not only used as an anchor point for the prestressed tendon 20, but also designed with an adjustable mechanism to allow the tension of the prestressed tendon 20 to be adjusted during installation. This adjustment capability allows the prestressed tendon 20 to be properly adjusted according to engineering needs or changes in environmental conditions to maximize its performance and effect. The main function of the second nut 32 is to provide a stable anchor point to ensure that the prestressed tendon 20 remains stable under long-term load.

[0048] like Figure 7 and Figure 8 As shown, it can be understood that in the second embodiment, the fastening assembly 30 includes an anchor 33, and the second end is connected to the other end of the pipe pile body 10 through the anchor 33. Combined with the first nut 31 in the above embodiment, a complete embodiment is formed, and the prestressed tendon 20 has a first end and a second end, the first end is connected to one end of the pipe pile body 10 through the first nut 31, and the second end is connected to the other end of the pipe pile body 10 through the anchor 33. The first end of the prestressed tendon 20 is connected to one end of the pipe pile body 10 through the first nut 31. The first nut 31 allows the tension of the prestressed tendon 20 to be adjusted after installation, ensuring that the prestressed tendon 20 can be adjusted to the optimal tension state under different soil conditions and load conditions. The second end of the prestressed tendon 20 is stably connected to the other end of the pipe pile body 10 through the anchor 33. The anchor 33 is designed to provide a strong anchoring function to ensure that the prestressed tendon 20 will not loosen or shift even under long-term or high-load conditions.

[0049] Specifically, the anchor 33 is a concrete block or a concrete fixing seat, which is formed at the connection between the end of the prestressed tendon 20 and the pipe pile body 10. The main purpose of this design is to use the strength and structural stability of concrete to bear the tension applied by the prestressed tendon 20. The concrete anchor 33 can be made by prefabrication. The prefabricated concrete anchor 33 is manufactured in a controlled environment to ensure that the quality and strength meet the engineering requirements. The steps of pre-supporting the anchor 33 can be first, designing the size, shape and strength of the anchor 33 according to the engineering requirements and load requirements. This usually involves calculations and simulations by structural engineers to ensure that the anchor 33 can withstand the expected forces and environmental impacts; secondly, making a suitable mold; then, the pipe pile body 10 that can expose the second end of the prestressed tendon 20 is placed in the mold, and concrete is prepared according to the design requirements to ensure that it reaches the required strength and durability, and the concrete is poured into the mold, and a vibrator is used to ensure that the concrete fills the mold and forms a seamless connection around the second end. The high compressive strength of the concrete provides a solid anchor point for the prestressed tendon 20, which helps to bear a large tension, thereby improving the stability and pull-out resistance of the entire pile body. The durability of concrete ensures that the anchor 33 can resist the influence of environmental factors such as humidity, temperature changes and chemical corrosion during long-term service, maintaining the integrity and functionality of the structure. The use of precast concrete anchors 33 allows most of the manufacturing and quality control work to be completed in the factory in advance, shortening the on-site construction time and reducing the complexity and cost of on-site construction. By using concrete as the anchor 33 material, its structural properties can be effectively utilized to support high-tension prestressed tendons 20, providing a sturdy and reliable anchoring solution for the pressure-type rigid composite pull-out pile 100. This solution is suitable for various geological conditions and environments, and is particularly suitable for heavy-load engineering projects that require long-term stable support.

[0050] It can be understood that in the third embodiment, the second end can be directly fixedly connected to the other end of the pipe pile body 10, and the fixed connection method can be that the pipe pile body 10 and the second end of the prestressed tendon 20 are integrally cast.

[0051] The isolation sleeve 60 is a tubular component that is sleeved on the prestressed tendon 20. Its main function is to protect the prestressed tendon 20 from direct contact with the soil layer or other corrosive substances, and at the same time, when the prestress is applied, it allows the prestressed tendon 20 to slide freely therein to evenly transfer the prestress. The isolation sleeve 60 is usually made of corrosion-resistant materials, such as plastic, stainless steel or metal coated with an anti-corrosion layer. Before the prestressed tendon 20 passes through the pipe pile body 10, the prestressed tendon 20 is first inserted into the isolation sleeve 60 in the factory to form a prefabricated prestressed steel component. The length of the isolation sleeve 60 usually matches the length of the prestressed tendon 20 in the pipe pile body 10. The isolation sleeve 60 provides a protective layer for the prestressed tendon 20, isolating it from contact with moisture and corrosive chemicals, thereby significantly extending the life and maintenance cycle of the prestressed tendon 20. Since the prestressed tendon 20 can slide freely in the isolation sleeve 60, the tension can be more evenly transmitted along the prestressed tendon 20, improving the stability and bearing capacity of the overall structure.

[0052] It is understandable that lubricating grease, adhesive retarder, cement paste or concrete is filled between the isolation sleeve 60 and the prestressed tendon 20. Lubricating grease is mainly used to reduce the friction of the prestressed tendon 20 during the tensioning process, allowing the prestressed tendon 20 to slide freely in the isolation sleeve 60, thereby transmitting the prestress more evenly. Lubricating grease should be selected as high-performance and long-lasting type to ensure that its lubricity is maintained in long-term applications. Adhesive retarder is used to control the adhesion between the prestressed tendon 20 and the isolation sleeve 60. It usually has the characteristics of slow hardening, which can allow the prestressed tendon 20 to slide in the isolation sleeve 60 for a certain period of time, and then gradually solidify to fix the position of the tendon body, which helps to control the long-term stability of the prestress. Before the prestressed tendon 20 is placed in the isolation sleeve 60, lubricating grease or adhesive retarder is first applied or injected into the isolation sleeve 60. Ensure that the entire inner wall of the isolation sleeve 60 is evenly covered so that the prestressed tendon 20 can be installed smoothly and maintain sliding properties during the initial operation. After the prestressed tendons 20 are installed, the filling material can be supplemented through the injection port of the isolation sleeve 60 to ensure that there are no gaps and the distribution is uniform. The use of lubricating grease can significantly reduce the friction resistance of the prestressed tendons 20 during the tensioning process, so that the tension is more evenly distributed along the tendon body, improving the overall performance of the structure. The use of a slow-acting adhesive allows the position of the prestressed tendons 20 to be adjusted in the early stage and fixed after curing. This controllable bonding process provides long-term stability for the structure and allows fine-tuning when necessary. Both materials provide additional protection for the prestressed tendons 20, reduce direct erosion of the tendons by environmental factors, and thus extend the service life of the pull-out piles. Filling with cement slurry or concrete can allow the prestressed tendons 20 to slide between the isolation sleeves 60 only when it is necessary to apply prestress to the prestressed tendons 20 in the early stage. After the prestress is applied, the cement slurry or concrete solidifies and fixes the prestressed tendons 20.

[0053] In some embodiments, the pressure-type rigid composite pull-out pile 100 includes an end plate, which is sandwiched between the first end and the first nut 31. The end plate is designed as a solid metal plate, which is located between the first end of the prestressed tendon 20 and the first nut 31. The main function of the end plate is to serve as a pressure distribution plate between the prestressed tendon 20 and the pipe pile body 10, which helps to disperse the force transmitted from the prestressed tendon 20 to the pipe pile body 10 and avoid local stress concentration. The shape of the end plate is consistent with the shape of the end of the pipe pile body 10. The end plate is usually made of high-strength steel to ensure sufficient strength and rigidity to withstand the high tension of the prestressed tendon 20. The thickness and size of the end plate are determined according to the diameter of the prestressed tendon 20 and the expected tension to ensure that it can work effectively. In addition, the end plate is sandwiched between the first end of the prestressed tendon 20 and the first nut 31 during installation. This configuration allows the end plate to directly withstand the tension from the prestressed tendon 20, while being fixed by the nut to ensure the stability of the connection. Gaskets or other buffer materials may be used between the end plate and the pile body 10 to further reduce wear and protect the contact surface between the end plate and the pile body 10. The end plate can effectively disperse the tensile force of the prestressed tendons 20 and avoid excessive stress concentration at the connection point, which helps to improve the structural stability and durability of the entire pull-out pile.

[0054] In some embodiments, the volume of the expanded body 40 is greater than the volume of the pipe pile. The expanded body 40 is usually designed as an enlarged structure at the bottom of the pipe pile, and can be in different shapes, such as round, square or with a specific contour, in order to increase the contact area with the soil layer, thereby improving the pull-out resistance. The material of the expanded body 40 can be concrete, reinforced concrete or other suitable structural materials, selected according to geological conditions and structural requirements. Specifically, the expanded body 40 is cast on site. Since the expanded body 40 is larger than the pipe pile body 10, the bearing area and friction area of ​​the pile foundation are greatly increased, and the pull-out resistance is significantly improved. This is particularly important in soft soil layers or underwater projects, and can effectively prevent the structure from moving or flipping due to buoyancy. The enlarged expanded body 40 can more effectively disperse the load and stress, reduce the local instability of the soil layer and the uneven settlement of the structure, and increase the stability of the entire pull-out pile. In short, through the large-volume expanded body 40, the pull-out pile can provide reliable support in demanding environments, such as important structures such as marine engineering, bridge foundations and high-rise buildings, to ensure its stability and safety in long-term operation.

[0055] It is understandable that the material of the expanded body 40 can be a premixed fluidized cement soil mixture, a cement mortar mixture, fine stone concrete or jet-mixed cement soil. Among them, the premixed fluidized cement soil mixture is suitable for occasions that require rapid construction and initial strength. The material has good fluidity and is easy to pour, and is suitable for complex or narrow foundation conditions; the cement mortar mixture can provide better density and bearing capacity, and is suitable for structural foundations that bear medium loads; fine stone concrete, due to its smaller aggregate size, is suitable for the expanded body 40 that requires higher surface quality and structural tightness; jet-mixed cement soil is suitable for situations where foundation conditions are uneven or soil quality needs to be improved, and jet mixing can ensure that the material is fully mixed with the original foundation soil. The selected expanded body material combined with the construction method can significantly improve the foundation bearing capacity and stability of the pull-out pile, especially in soft soil, by increasing the pull-out capacity by expanding the bottom area.

[0056] It is understandable that the construction process of the expansion part 40 can be a long spiral pressure grouting method, a rotary drilling hole grouting method or a jet mixing cement soil method. Among them, the long spiral pressure grouting method is suitable for the expansion construction that needs to go deep into the foundation. Continuous pouring is carried out through a long spiral drill to effectively control the pouring process and reduce material stratification and voids; the rotary drilling hole grouting method is suitable for the construction of a large diameter expansion part 40. Concrete is poured after the rotary drilling rig drills the hole, which is suitable for harder geological conditions. The jet mixing cement soil method uses high-pressure jetting technology to mix cement slurry with the soil layer on site, improve the soil quality and form an expansion at the same time, which is suitable for foundation reinforcement and environmental remediation projects. The diverse material selection and construction technology enable the pull-out pile system to adapt to various geological and environmental conditions, provide targeted solutions, and meet the specific needs of different projects.

[0057] It is understandable that the method of implanting the pipe pile body 10 can be static pressure method or hammering method. The static pressure method is suitable for areas with strict noise and vibration requirements, and the pipe pile is pressed into the ground by static force to reduce the impact on the surrounding environment. The hammering method is suitable for occasions with hard foundations. The pipe pile is penetrated through the hard ground by hammering. Although the speed is fast, it may generate large noise and vibration.

[0058] like Figure 1 As shown, it can be understood that along the axial direction of the pipe pile body 10, two prestressed tendons 20 can be arranged in the isolation sleeve 60 in sequence, which are prestressed tendons and anchoring tendons respectively. One end of the prestressed tendon is inserted into the isolation sleeve 60 from the axial end of the isolation sleeve 60, and the anchoring tendon is fixedly connected to the pipe pile body 10. Specifically, the concrete of the pipe pile body 10 directly wraps the anchoring tendon to provide anchoring force. The end of the prestressed tendon located on the upper side of the isolation sleeve 60 is the first end, and the connecting assembly includes a connector 50, which is abutted against the other axial end of the isolation sleeve 60 (that is, the connector 50 does not enter the isolation sleeve 60), and the prestressed tendon located at the bottom of the isolation sleeve 60 is connected to the anchoring tendon through the connector 50.

[0059] Specifically, the anchor bar and the pipe pile body 10 are integrally formed and cast, and the anchor bar and the concrete of the pipe pile body 10 directly provide anchoring force. Because the anchor bar does not need to be recycled, the anchor bar can be directly fixedly connected to the pipe pile body 10.

[0060] It is understood that the first nut 31 and the second nut 32 have a self-locking function, which can be achieved by designing a thread of a specific shape, such as a sawtooth or wedge-shaped thread. Such a self-locking thread can effectively prevent the nut from rotating and loosening under load. Alternatively, an additional locking device, such as a reverse locking nut or a locking pin, can be introduced to ensure that the nut can be reliably locked in place after the tension reaches the required prestress. It is possible to consider using nylon plugs or other anti-loosening devices, which generate additional friction between the threads to prevent the nut from automatically loosening under vibration or long-term load.

[0061] It is understandable that the first nut 31 and the second nut 32 are convex in design, which will bring additional structural advantages and functionality to the tensioning and locking of the prestressed tendons 20. Convex nuts usually have a larger contact area and improved mechanical properties, and such a design helps to more effectively transmit and disperse pressure while improving the stability of the connection. Convex nuts usually have a protruding dome-shaped or hemispherical head, which can provide a larger contact area and reduce material fatigue or damage caused by concentrated tension. The raised portion of the nut can effectively disperse the force generated by the prestressed tendons 20 during tensioning, helping to evenly transmit these forces to the pile structure.

[0062] This embodiment also provides a construction method of an anti-pullout pile, which is used to construct the anti-pullout pile according to the above-mentioned anti-pullout pile, and includes the following steps:

[0063] 100 pressure-type rigid composite anti-pullout piles were prefabricated in the factory and transported to the construction site;

[0064] The pressure-type rigid composite anti-pulling pile 100 is constructed to the designed elevation by static pressure or hammering;

[0065] The plurality of prestressed tendons 20 of the pipe pile body 10 are tensioned until the prestressing force is set and the prestressed tendons 20 are locked.

[0066] In addition, this embodiment also provides another method for constructing pull-out piles, which is used for constructing according to the above pull-out piles, and includes the following steps:

[0067] preparing body expansion materials;

[0068] Filling the enlarged body material into the pre-buried pit to form an enlarged body portion 40;

[0069] Implant the post body 10 into the expanded portion 40;

[0070] The plurality of prestressed tendons 20 of the pipe pile body 10 are tensioned to set the prestress and lock the prestressed tendons 20. Specifically, the perfect construction process includes the following steps:

[0071] (1) Production and transportation of prestressed pipe piles

[0072] The pressure type prestressed pipe piles are manufactured in the factory according to the design requirements. Prestressed tendons 20 are installed in each pipe pile body 10 to ensure that all joints and fastening components are correctly installed and fixed.

[0073] Ensure that the nuts of the prestressed tendons 20 are tightened before transportation to prevent loosening during transportation. The piles should be properly packaged or supported to ensure that they are not damaged during transportation and loading and unloading.

[0074] After the pipe piles arrive at the construction site, a comprehensive quality inspection is carried out to confirm that there is no damage or deformation, and to check that the pipe piles meet the design specifications.

[0075] (2) Construction of expanded piles

[0076] Choose the appropriate expanded pile construction method according to the geological conditions and design requirements. The optional methods include long screw pressure grouting method, rotary drilling hole grouting method or jet mixing cement soil method.

[0077] Before construction, geological surveys and environmental assessments are conducted to determine the most suitable expanded pile construction technology. Ensure that all required equipment and materials are ready.

[0078] (3) Implantation of pipe piles

[0079] According to the designed elevation and positioning, the piles are installed in place by static pressure or hammering. During the implantation process, special attention should be paid to not touching or damaging the exposed prestressed tendons 20.

[0080] Use appropriate guiding and positioning equipment to ensure that the piles are installed vertically and to the correct depth as required by the design.

[0081] (4) Tensioning and locking prestressed tendons 20

[0082] After the installation of the pipe pile is completed, the prestressing tendons 20 are tensioned. The prestressing tendons 20 are properly tensioned using a through jack or other special tensioning equipment until the designed prestressing force is reached.

[0083] After the tensioning is completed, the nut is locked to fix the tension of the prestressed tendon 20, ensuring that the prestressed tendon 20 maintains a constant tension during operation. Then the tensioning equipment is removed.

[0084] (5) Connection with the base plate

[0085] According to the design requirements, the exposed prestressed tendons 20 are connected to the base plate structure. There are two connection methods:

[0086] The exposed prestressed tendons 20 are directly poured into the base plate, so that the prestressed tendons 20 and the base plate form an integrated structure, thereby improving the integrity and stability of the connection.

[0087] Nuts and pressure plates are added to the exposed prestressed tendons 20, and then cast together with the base plate. This method can provide additional anchoring force and enhance the pull-out resistance of the structure.

[0088] The technical effects of the construction method of an anti-pullout pile in this embodiment include:

[0089] Improve the tensile strength and bearing capacity of the structure: Through the composite design of pipe piles and expanded piles and precise construction control, the stability and bearing capacity of the foundation are enhanced, which is especially suitable for buildings or structures that bear large upward tension and lateral forces.

[0090] Ensure construction quality and structural safety: Strict quality control and precise construction technology ensure the long-term stability and safety of the structure, reducing maintenance costs and potential risks.

[0091] Adaptable to complex geological and environmental conditions: The choice of multiple construction methods makes this technology applicable to different geological and environmental conditions, providing flexible solutions to complex engineering challenges.

[0092] The above is only a preferred specific embodiment of the present invention, but the protection scope of the present invention is not limited thereto. Any changes or substitutions that can be easily thought of by a person skilled in the art within the technical scope disclosed by the present invention should be included in the protection scope of the present invention. Therefore, the protection scope of the present invention shall be subject to the protection scope of the claims.

Claims

1. A pressure-type rigid composite pull-out pile, characterized in that: include: pipe pile body; A prefabricated prestressed steel component, which is passed through the pipe pile body along the axis direction of the pipe pile body, and includes a prestressed steel bar and an isolation sleeve sleeved outside at least part of the prestressed steel bar, and the two ends of the prestressed steel bar are respectively located outside the two ends of the pipe pile body along the axis direction; A fastening assembly, through which at least one end of the prestressed tendon is connected to the pipe pile body.

2. The pressure-type rigid composite anti-pulling pile according to claim 1 is characterized in that: There are multiple prefabricated prestressed steel components, and the multiple prefabricated prestressed steel components are evenly and symmetrically arranged along the circumference of the pipe pile body.

3. The pressure-type rigid composite pull-out pile according to claim 1, characterized in that: The prestressed tendon passes through the isolation sleeve, and the prestressed tendon has a first end. The fastening assembly includes a first nut, and the first end is connected to one end of the pipe pile body through the first nut.

4. The pressure-type rigid composite anti-pulling pile according to claim 3 is characterized in that: The prestressed tendon also has a second end, the fastening assembly includes a second nut, and the second end is connected to the other end of the pipe pile body through the second nut.

5. The pressure-type rigid composite anti-pulling pile according to claim 3 is characterized in that: There are two prestressed tendons, namely a prestressed tendon and an anchor tendon. One end of the prestressed tendon is inserted into the isolation sleeve from one axial end of the isolation sleeve, and the anchor tendon is fixedly connected to the pile body. The connecting assembly includes a connector, which is abutted against the other axial end of the isolation sleeve, and the prestressed tendon is connected to the anchor tendon through the connector.

6. The pressure-type rigid composite anti-pulling pile according to claim 5, characterized in that: The anchoring bar and the pipe pile body are an integrally formed cast structure.

7. The pressure-type rigid composite anti-pulling pile according to any one of claims 1 to 6, characterized in that: Grease, a retarder, cement slurry or concrete is filled between the isolation sleeve and the prestressed tendons.

8. The pressure-type rigid composite anti-pulling pile according to any one of claims 3 to 6, characterized in that: The pressure-type rigid composite anti-pulling pile further includes an end plate, and the end plate is sandwiched between the first end and the first nut.

9. The pressure-type rigid composite pull-out pile according to any one of claims 1 to 6, characterized in that: The pressure-type rigid composite anti-pulling pile further comprises an expanded body portion, and the pipe pile body is covered in the expanded body portion.

10. A construction method for anti-pull piles, characterized in that: The method is used for constructing the pressure-type rigid composite anti-pulling pile according to any one of claims 1 to 9, comprising the following steps: The factory prepares the pressure-type rigid composite pull-out piles and transports them to the construction site; The pressure-type rigid composite anti-pulling piles are constructed to the designed elevation by static pressure or hammering; The plurality of prestressed tendons in the pipe pile body are tensioned to a set prestress and the prestressed tendons are locked.

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