Pressure type stiff composite uplift pile

Abstract

The utility model belongs to the technical field of underground building construction, and particularly relates to a pressure type stiff composite uplift pile. 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 utility model belongs to underground building construction technical field, more particularly to a pressure type stiff composite uplift pile. BACKGROUND

[0002] In construction engineering, especially in the construction of underground structures, uplift piles, as an important foundation form, play a crucial role in the stability of buildings. Uplift piles are mainly used to prevent the floating of buildings due to groundwater pressure or other upward forces. In projects involving deep basements, the vertical uplift capacity of single piles is particularly critical.

[0003] Traditional uplift piles often need to increase 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 overall construction cost. In addition, during the construction process of such piles, the on-site processing of the reinforcement cage often has problems of low processing precision and poor shaping, further affecting the safety and economy of the structure.

[0004] In recent years, the application of prestressed technology has provided a new solution to improve the performance of uplift piles. By designing uplift piles as pressure-type stress, prestressed technology can effectively control the cracks in the pile body while reducing the amount of reinforcement. However, existing pressure-type uplift piles and precast pipe piles still have some deficiencies in practical application. For example, precast pipe piles cannot apply prestress to form a pressure-type stress mode in the later stage, and the connection method with the foundation slab also has limitations, which limits their efficiency and reliability in certain engineering applications. SUMMARY

[0005] The purpose of the utility model is to at least solve the problem of how to improve the vertical uplift capacity of uplift piles. This purpose is achieved through the following technical solutions:

[0006] The utility model provides a pressure type stiff composite uplift pile, comprising:

[0007] a pipe pile body;

[0008] a prefabricated prestressed steel assembly, along the axial direction of the pipe pile body, the prefabricated prestressed steel assembly is arranged in the pipe pile body, the prefabricated prestressed steel assembly comprises prestressed reinforcement and an isolation sleeve arranged outside at least part of the prestressed reinforcement, both ends of the prestressed reinforcement are located outside the two ends of the pipe pile body along the axial direction;

[0009] a fastening assembly, at least one end of the prestressed reinforcement is connected with the pipe pile body through the fastening assembly.

[0010] According to the pressure type stiff composite uplift pile, the prefabricated prestressed steel assembly is arranged along the axial direction of the pipe pile body, and the prestress of the prestressed steel assembly can effectively adjust and optimize the stress distribution of the entire uplift pile, the prestress provided by the prestressed steel increases the stability of the pipe pile body in the soil layer, and helps maintain the integrity and continuity of the structure of the pile body when the pile body is subjected to vertical tension, thereby reducing the occurrence of cracks.

[0011] In addition, the pressure type stiff composite uplift pile according to the utility model also has the following additional technical features.

[0012] In some embodiments of the utility model, the number of the prefabricated prestressed steel assemblies is multiple, and the multiple prefabricated prestressed steel assemblies are uniformly and symmetrically arranged along the circumference of the pipe pile body.

[0013] In some embodiments of the utility model, the prestressed steel penetrates the isolation sleeve, the prestressed steel has a first end, the fastening assembly comprises a first nut, and the first end is connected to one end of the pipe pile body through the first nut.

[0014] In some embodiments of the utility model, the prestressed steel also has a second end, the fastening assembly comprises 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 utility model, the number of the prestressed steel is two, which are a prestressed steel and an anchoring steel, one end of the prestressed steel is arranged in the isolation sleeve from the axial end of the isolation sleeve, the anchoring steel is fixedly connected to the pipe pile body, the connecting assembly comprises a connector, the connector abuts against the other axial end of the isolation sleeve, and the prestressed steel is connected to the anchoring steel through the connector.

[0016] In some embodiments of the utility model, the anchoring steel and the pipe pile body are integrally formed and cast.

[0017] In some embodiments of the utility model, grease, slow-bonding agent, cement slurry or concrete is filled between the isolation sleeve and the prestressed steel.

[0018] In some embodiments of the utility model, the pressure type stiff composite uplift pile further comprises an end plate, and the end plate is clamped between the first end and the first nut.

[0019] In some embodiments of this utility model, the pressure-type stiff composite pull-out pile further includes an enlarged portion, and the pile body is enclosed in the enlarged portion. Attached Figure Description

[0020] Various other advantages and benefits will become apparent to those skilled in the art upon reading the following detailed description of preferred embodiments. The accompanying drawings are for illustrative purposes only and are not intended to limit the scope of the invention. Furthermore, the same reference numerals denote the same parts throughout the drawings. In the drawings:

[0021] Figure 1 A schematic cross-sectional view of a pressure-type stiffened composite tension pile according to an embodiment of the present invention is shown.

[0022] Figure 2 A first-view view of a pressure-type stiffened composite tensile pile according to an embodiment of the present invention is shown schematically.

[0023] Figure 3 A schematic cross-sectional view of the pressure-type stiffened composite tensile pile according to the first embodiment of the present invention without the enlarged section is shown.

[0024] Figure 4 A first-view view of the pressure-type stiffened composite tensile pile according to the first embodiment of the present invention without the enlarged section is schematically shown.

[0025] Figure 5 for Figure 3 A magnified view of a section at point A in the middle;

[0026] Figure 6 for Figure 3 A magnified view of a section at point B in the middle;

[0027] Figure 7 A schematic cross-sectional view of the pressure-type stiffened composite tensile pile according to the second embodiment of the present invention without the enlarged section is shown.

[0028] Figure 8 for Figure 7 A magnified view of a section at point C.

[0029] The attached figures are labeled as follows:

[0030] 100. Pressure-type stiffened composite tensile pile;

[0031] 10. Pipe pile body; 20. Prestressed tendon; 30. Fastening assembly; 31. First nut; 32. Second nut; 33. Anchor; 40. Expanded part; 50. Connector; 60. Isolation sleeve. Detailed Implementation

[0032] Example embodiments of the present disclosure will be described more fully hereinafter with reference to the accompanying drawings. While example embodiments of the present disclosure are shown in the drawings, it is understood that the present disclosure can be embodied in many forms and should not be construed as limited to the embodiments set forth herein. Rather, these embodiments are provided so that this disclosure will be thorough and complete, and will fully convey the scope of the present disclosure to those skilled in the art.

[0033] It is to be understood that the terminology used herein is for the purpose of describing particular example embodiments only and is not intended to be limiting. As used herein, the singular forms "a", "an" and "the" are intended to include the plural forms as well, unless the context clearly indicates otherwise. The terms "comprises", "comprising", "includes", "including" and "has" are inclusive and therefore specify the presence of stated features, steps, operations, elements, and / or components, but do not preclude the presence or addition of one or more other features, steps, operations, elements, components, and / or groups thereof. The method steps, processes, and operations described herein are not to be construed as necessarily requiring their performance in the particular order in which they are described, unless specifically identified as an order dependent step. It is also to be understood that additional or alternative steps can be employed.

[0034] Although the terms first, second, third, and the like can be used herein to describe various 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 be only used to distinguish one element, component, region, layer or section from another region, layer or section. Terms such as "first", "second", and other numerical terms when used herein do not imply a sequence or order unless clearly indicated by the context. Thus, a first element, component, region, layer or section discussed below could be termed a second element, component, region, layer or section without departing from the teachings of the example embodiments.

[0035] Spatially relative terms, such as "inner", "outer", "inward", "outward", "lower", "bottom", "top", "upper", and the like, can be used herein for ease of description to describe one element or feature's relationship to another element(s) or feature(s) as illustrated in the figures. Spatially relative terms can be intended to encompass different orientations of the device in use or operation in addition to the orientation depicted in the figures. For example, if a device is turned over, elements described as "below" or "beneath" other elements or features would then be oriented "above" the other elements or features. Thus, the example term "below" can encompass both an orientation of above and below. The devices can be otherwise oriented (rotated 90 degrees or at other orientations) and the spatially relative descriptors used herein interpreted accordingly.

[0036] AsFigures 1 to 8 According to the embodiment of the utility model, a pressure type stiff composite uplift pile 100 is provided, which comprises a pipe pile body 10, a prefabricated prestressed steel assembly and a fastening assembly 30. The prefabricated prestressed steel assembly is arranged along the axial direction of the pipe pile body 10, and the prefabricated prestressed steel assembly comprises a prestressed tendon and an isolation sleeve 60 arranged outside the prestressed tendon. The two ends of the prestressed tendon are located outside the two ends of the pipe pile body 10 along the axial direction of the pipe pile body 10. At least one end of the prestressed tendon 20 located outside the pipe pile body 10 is connected with the pipe pile body 10 through the fastening assembly 30.

[0037] According to the pressure type stiff composite uplift pile 100 of the embodiment, the prefabricated prestressed steel assembly is arranged along the axial direction of the pipe pile body 10, and the prestressed tendon 20 of the prefabricated prestressed steel assembly is used to apply prestress, so that the stress distribution of the entire uplift pile can be effectively adjusted and optimized. The prestress provided by the prestressed tendon 20 increases the stability of the pipe pile body 10 in the soil layer, which helps to maintain the integrity and continuity of the structure of the pile body when the pile body is subjected to vertical tension, thereby reducing the occurrence of cracks. In summary, through these improvements, the pressure type stiff composite uplift pile 100 not only can provide higher uplift performance, but also can exhibit higher economic benefits and reliability in construction and long-term use, and is suitable for building foundation engineering that requires high stability and durability.

[0038] In some embodiments, the pressure type stiff composite uplift pile 100 comprises an expansion body 40, and the pipe pile body 10 is completely covered in the expansion body 40. The expansion body 40 enables the pipe pile body 10 to transmit force in a larger range and provides a larger surface area to withstand soil reaction force, which not only enhances the overall bearing capacity of the uplift pile, but also significantly improves its uplift performance. In addition, the design of the expansion body 40 enables the uplift pile to more effectively disperse and resist the upward force, 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 body 40 can be constructed using more economical materials and methods, and the complete covering design of the expansion body 40 protects the pipe pile body 10, reduces corrosion or damage caused by environmental factors (such as underground water and soil pH), and prolongs the service life of the uplift pile. The protection of the prestressed tendon 20 is also enhanced, avoiding the erosion problem that may be caused by direct exposure to the external environment.

[0039] It can be understood that the prefabricated prestressed steel assembly is produced in a factory according to 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.

[0040] In some embodiments, the number of prefabricated prestressed steel components is multiple, and the multiple prefabricated prestressed steel components are uniformly and symmetrically arranged along the circumference of the pipe pile body 10. In this embodiment, only prefabricated prestressed steel components are arranged in the pipe pile body 10. The multiple prefabricated prestressed steel components are uniformly and symmetrically arranged along the circumference, which can effectively disperse the pulling force and enhance the overall anti-pulling performance of the anti-pulling pile. The uniform and symmetric arrangement makes the stress of the pipe pile body 10 more uniform, reduces local stress concentration, and prolongs the service life.

[0041] In other embodiments, the number of prefabricated prestressed steel components is multiple, and the multiple prefabricated prestressed steel components are uniformly and symmetrically arranged along the circumference of the pipe pile body 10. However, in this embodiment, not only prefabricated prestressed steel components are arranged in the pipe pile body 10, but also prestressed steel bars in the prior art are arranged in the pipe pile body 10. The prefabricated prestressed steel components and the prestressed steel bars in the prior art are one-to-one and spaced. The combination of prefabricated prestressed steel components and prestressed steel bars in the prior art significantly enhances the anti-pulling performance of the anti-pulling pile, enabling it to withstand higher pulling forces. The one-to-one and spaced arrangement of the prestressed steel bars and the prefabricated prestressed steel components provides multiple reinforcement, further improving the overall strength and stiffness of the pipe pile body.

[0042] In some embodiments, the prestressed steel bar 20 penetrates the isolation sleeve 60, and the prestressed steel bar 20 has a first end (an end of the prestressed steel bar 20 exposed upward from the foundation pit) and a second end (an end of the prestressed steel bar 20 buried downward in the foundation pit). 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 steel bar 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 steel bar 20 during installation of the anti-pulling pile, and to maintain the tension during operation.

[0043] As Figures 3 to 6As shown, it can be understood that in the first embodiment, the fastening assembly 30 comprises a second nut 32, through which the second end is connected to the other end of the pile body 10. The second nut 32 is installed at the second end of the prestressed tendon 20, anchoring the second end to the pile body 10, and the presence of the second nut 32 provides an additional anchoring point for the prestressed tendon 20. In combination with the first nut 31 in the above-mentioned embodiment, a complete embodiment is formed, in which the prestressed tendon 20 has a first end and a second end, the first end is connected to one end of the pile body 10 through the first nut 31, and the second end is connected to the other end of the pile body 10 through the second nut 32. The first nut 31 not only serves as an anchoring point for the prestressed tendon 20, but also has an adjustable mechanism that allows 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, maximizing its performance and effectiveness. The main function of the second nut 32 is to provide a stable anchoring point to ensure that the prestressed tendon 20 remains stable under long-term load.

[0044] As shown in Figure 7 and Figure 8 As shown, it can be understood that in the first embodiment, the fastening assembly 30 comprises a second nut 32, through which the second end is connected to the other end of the pile body 10. The second nut 32 is installed at the second end of the prestressed tendon 20, anchoring the second end to the pile body 10, and the presence of the second nut 32 provides an additional anchoring point for the prestressed tendon 20. In combination with the first nut 31 in the above-mentioned embodiment, a complete embodiment is formed, in which the prestressed tendon 20 has a first end and a second end, the first end is connected to one end of the pile body 10 through the first nut 31, and the second end is connected to the other end of the pile body 10 through the second nut 32. The first nut 31 not only serves as an anchoring point for the prestressed tendon 20, but also has an adjustable mechanism that allows 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, maximizing its performance and effectiveness. The main function of the second nut 32 is to provide a stable anchoring point to ensure that the prestressed tendon 20 remains stable under long-term load.

[0045] In particular, the anchor 33 is a concrete block or a concrete footing that is formed at the connection between the end of the prestressed tendon 20 and the tubular pile body 10. The main purpose of this design is to utilize 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 prefabricating the anchor 33 can be as follows: first, design 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 influences; second, make appropriate molds; then, place the tubular pile body 10 with the second end of the prestressed tendon 20 exposed into the mold, prepare the concrete according to the design requirements to ensure that it reaches the required strength and durability, and pour the concrete into the mold, use a vibrator 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 anchoring point for the prestressed tendon 20, which helps to bear larger tension and thus improves the stability and uplift resistance of the entire pile. The durability of the concrete ensures that the anchor 33 can resist the effects of environmental factors such as humidity, temperature changes, and chemical corrosion during long-term service, maintaining the structural integrity and functionality. Using prefabricated concrete anchors 33 can complete most of the manufacturing and quality control work in the factory in advance, shorten the construction time on site, and reduce the complexity and cost of construction on site. By using concrete as the material for the anchor 33, its structural properties can be effectively utilized to support the high-tension prestressed tendon 20, providing a solid and reliable anchoring solution for the pressure-type stiff composite uplift pile 100. This solution is suitable for various geological conditions and environments, especially for heavy-load engineering projects that require long-term stable support.

[0046] It can be understood that in the third embodiment, the second end can be directly fixedly connected with the other end of the tubular pile body 10, and the fixedly connected manner can be that the tubular pile body 10 and the second end of the prestressed tendon 20 are integrally cast formed.

[0047] The isolation sleeve 60 is a tubular component that is fitted over the prestressed tendon 20. Its main function is to protect the prestressed tendon 20 from direct contact with the soil or other corrosive substances, while allowing the prestressed tendon 20 to slide freely within it during the application of the prestress, to ensure uniform transmission of the prestress. The isolation sleeve 60 is typically made of a corrosion-resistant material, such as plastic, stainless steel, or a metal coated with a corrosion-resistant layer. The prestressed tendon 20 is first threaded into the isolation sleeve 60 in the factory to form a prefabricated prestressed steel assembly before it is passed through the tubular pile body 10. The length of the isolation sleeve 60 is typically matched to the length of the prestressed tendon 20 within the tubular pile body 10. The isolation sleeve 60 provides a protective layer for the prestressed tendon 20, isolating it from moisture and corrosive chemicals, thereby significantly extending the lifespan and maintenance cycle of the prestressed tendon 20. Since the prestressed tendon 20 can slide freely within the isolation sleeve 60, this allows the tension to be transmitted more uniformly along the prestressed tendon 20, improving the stability and load-bearing capacity of the overall structure.

[0048] It is understood that the space between the isolation sleeve 60 and the prestressed tendon 20 is filled with lubricating grease, a slow-bonding agent, cement paste, or concrete. The lubricating grease is primarily used to reduce the friction of the prestressed tendon 20 during tensioning, allowing the prestressed tendon 20 to slide freely within the isolation sleeve 60, thereby transmitting the prestress more uniformly. The lubricating grease should be of high performance and long-acting type to ensure its lubricating properties remain consistent over a long period of use. The slow-bonding agent is used to control the bonding between the prestressed tendon 20 and the isolation sleeve 60, which typically has the property of slow hardening, allowing the prestressed tendon 20 to slide within the isolation sleeve 60 for a certain period of time before gradually solidifying to fix the tendon position, which helps to control the long-term stability of the prestress. The lubricating grease or slow-bonding agent is applied or injected into the isolation sleeve 60 before the prestressed tendon 20 is placed inside. It is ensured that the entire inner wall of the isolation sleeve 60 is uniformly covered so that the prestressed tendon 20 can be smoothly installed and maintain its sliding property during the initial operation. After the installation of the prestressed tendon 20, the filling material can be supplemented through the injection port of the isolation sleeve 60 to ensure that there are no gaps and that the distribution is uniform. The use of lubricating grease can significantly reduce the frictional resistance of the prestressed tendon 20 during tensioning, allowing the tension to be distributed more uniformly along the tendon, improving the overall performance of the structure. The use of a slow-bonding agent allows the position of the prestressed tendon 20 to be adjusted initially, and after solidification, it fixes the position, providing long-term stability to the structure and allowing fine-tuning if necessary. Both materials provide additional protection to the prestressed tendon 20, reducing direct erosion of the tendon by environmental factors, thereby extending the service life of the uplift pile. Filling cement paste or concrete can only allow the prestressed tendon 20 to slide within the isolation sleeve 60 when the prestress needs to be applied to the prestressed tendon 20 initially, and after the prestress is applied, the cement paste or concrete solidifies to fix the prestressed tendon 20.

[0049] In some embodiments, the pressure type stiff composite uplift pile 100 includes an end plate sandwiched between the first end and the first nut 31. The end plate is designed as a strong metal plate located between the first end of the prestressed tendon 20 and the first nut 31. The main function of the end plate is to act as a pressure distribution plate between the prestressed tendon 20 and the pile body 10, which helps to disperse the force transmitted by the prestressed tendon 20 to the pile body 10, avoiding local stress concentration. The shape of the end plate matches the shape of the end of the 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, ensuring 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 bear the tension from the prestressed tendon 20, while being fixed by the nut to ensure the stability of the connection. There may also be the use of gaskets or other cushioning materials between the end plate and the pile body 10, which are used to further reduce wear and protect the contact surface of the end plate and the pile body 10. The end plate can effectively disperse the tension of the prestressed tendon 20, avoiding excessive stress concentration at the connection point, which helps to improve the structural stability and durability of the entire uplift pile.

[0050] In some embodiments, the volume of the enlarged body 40 is greater than the volume of the pile. The enlarged body 40 is usually designed as an enlarged structure at the bottom of the pile, which can adopt different shapes such as circular, square or structures with specific profiles, aiming to increase the contact area with the soil layer and thus improve the uplift capacity. The material of the enlarged body 40 can be concrete, reinforced concrete or other suitable structural materials, selected according to the geological conditions and structural requirements. Specifically, the enlarged body 40 is cast in situ. The enlarged body 40 greatly increases the bearing area and friction area of the pile foundation due to its larger volume than the pile body 10, significantly improving the uplift capacity. This is particularly important in soft soil layers or underwater engineering, effectively preventing the structure from moving or overturning due to buoyancy. The enlarged enlarged body 40 can more effectively disperse loads and stresses, reduce local instability of the soil layer and uneven settlement of the structure, and increase the stability of the entire uplift pile. In summary, through the large-volume enlarged body 40, the uplift pile can provide reliable support in demanding environments such as marine engineering, bridge foundations and high-rise buildings, etc. important structures, ensuring their stability and safety during long-term operation.

[0051] It can be understood that the material of the expansion body 40 can be a pre-mixed fluidized cement soil mixture, a cement mortar mixture, a fine stone concrete, or a jet mixing cement soil. Among them, the pre-mixed fluidized cement soil mixture is suitable for occasions that require rapid construction and initial strength. This 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 compactness and bearing capacity, and is suitable for structural foundations that bear medium loads; the fine stone concrete, due to its smaller aggregate size, is suitable for expansion body 40 that requires higher surface quality and structural tightness; the jet mixing cement soil is suitable for uneven foundation conditions or soil improvement. Jet mixing can ensure that the material is fully mixed with the original foundation soil. The selected expansion material combined with the construction method can significantly improve the bearing capacity and stability of the uplift pile foundation, especially in soft soil, by increasing the bottom area to increase the uplift capacity.

[0052] It can be understood that the construction process of the expansion body 40 can be a long spiral pressure pouring method, a rotary drilling and pouring method, or a jet mixing cement soil method, etc. Among them, the long spiral pressure pouring method is suitable for expansion construction that needs to penetrate deep into the foundation. Continuous pouring is carried out through a long spiral drill, effectively controlling the pouring process and reducing material stratification and voids; the rotary drilling and pouring method is suitable for the construction of large-diameter expansion body 40. After the hole is formed by the rotary drilling machine, the concrete is poured, which is suitable for hard geological conditions. The jet mixing cement soil method improves the soil quality by high-pressure jet mixing technology, and forms an expansion body. It is suitable for foundation reinforcement and environmental remediation projects. The variety of material selection and construction technology makes the uplift pile system adaptable to various geological and environmental conditions, providing targeted solutions to meet the specific needs of different projects.

[0053] It can be understood that the method of implanting the pipe pile body 10 can be a static pressure method or a hammering method. The static pressure method is suitable for areas with strict noise and vibration requirements. The pipe pile is pressed in by static force, reducing the impact on the surrounding environment. The hammering method is suitable for hard foundation conditions. The pipe pile penetrates the hard layer by hammering, which is fast but may produce a lot of noise and vibration.

[0054] As shown in Figure 1 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, respectively as a prestressed tendon and an anchoring tendon. One end of the prestressed tendon is arranged in the isolation sleeve 60 from one end of the axial direction of the isolation sleeve 60, and the anchoring tendon is fixedly connected with the pipe pile body 10, specifically that 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 abuts against the other end of the axial direction of the isolation sleeve 60 (i.e. the connector 50 does not enter the isolation sleeve 60), and the prestressed tendon at the bottom of the isolation sleeve 60 is connected with the anchoring tendon through the connector 50.

[0055] Specifically, the anchoring rib is integrally formed with the pipe pile body 10, and the anchoring rib and the pipe pile body 10 provide anchoring force directly. Because the anchoring rib does not need to be recycled, the anchoring rib can be directly fixedly connected with the pipe pile body 10.

[0056] It can be understood that the first nut 31 and the second nut 32 have a self-locking function, which can be achieved by designing a specific shape of thread, such as a zigzag or wedge-shaped thread. Such self-locking thread can effectively prevent the nut from rotating and loosening under load. Alternatively, additional locking devices such as reverse locking nuts or locking pins can be introduced to ensure that the nut can be reliably locked in place after tensioning to the required prestress. Nylon inserts or other anti-loosening devices can be considered, which generate additional friction between the threads to prevent the nut from automatically loosening under vibration or long-term load.

[0057] It can be understood that the first nut 31 and the second nut 32 are designed in a convex shape, which will bring additional structural advantages and functionality to the tensioning and locking of the prestressed tendon 20. Convex nuts generally have a larger contact area and improved mechanical properties. Such design helps to more effectively transfer and distribute 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 tension concentration. The convex part of the nut can effectively disperse the force generated by the prestressed tendon 20 when tensioned, helping to evenly transmit these forces to the pipe pile structure.

[0058] The embodiment also provides a construction method of the uplift pile, for constructing the uplift pile according to the above, comprising the following steps:

[0059] The pressure type stiff composite uplift pile 100 is prefabricated in a factory and transported to a construction site;

[0060] The pressure type stiff composite uplift pile 100 is constructed to a design elevation by means of static pressure or hammering;

[0061] The plurality of prestressed tendons 20 of the pipe pile body 10 are tensioned to a set pre-tensioning force and locked.

[0062] In addition, the embodiment also provides another construction method of the uplift pile, for constructing the uplift pile according to the above, comprising the following steps:

[0063] The expansion material is prepared;

[0064] The expansion material is filled into the pre-buried pit to form the expansion part 40;

[0065] The pipe pile body 10 is implanted into the expansion part 40;

[0066] The plurality of prestressing tendons 20 of the tensioned pipe pile body 10 are set to a predetermined prestressing force and locked. Specifically, the complete construction process includes the following steps:

[0067] (1) Production and transportation of prestressed pipe piles

[0068] The pressure type prestressed pipe pile is produced in the factory according to the design requirements. The prestressing tendon 20 is installed in each pipe pile body 10, and it is ensured that all joints and fastening parts are correctly installed and fixed.

[0069] It is ensured that the nuts of the prestressing tendons 20 are tightened before transportation to prevent loosening during transportation. The pipe pile should be properly packaged or supported to ensure that it is not damaged during transportation and handling.

[0070] After the pipe pile arrives at the construction site, a comprehensive quality inspection is carried out to confirm that there is no damage or deformation, and the pipe pile is checked to confirm that it meets the design specifications.

[0071] (2) Construction of expanded pile

[0072] According to the geological conditions and design requirements, appropriate expanded pile construction methods are selected. The optional methods include long spiral pressure filling method, rotary drilling and pouring method or jet mixing cement soil method.

[0073] Before construction, geological exploration and environmental assessment are carried out to determine the most suitable expanded pile construction technology. It is ensured that all required equipment and materials are ready.

[0074] (3) Implantation of pipe pile

[0075] According to the design elevation and positioning, the pipe pile is installed in place by using static pressure method or hammering method. During implantation, special attention is paid to not touching or damaging the exposed prestressing tendons 20.

[0076] Proper guiding and positioning equipment is used to ensure that the pipe pile is installed vertically and reaches the correct depth according to the design requirements.

[0077] (4) Tensioning and locking of prestressing tendons 20

[0078] After the pipe pile is installed, the tensioning of the prestressing tendons 20 is carried out. The prestressing tendons 20 are appropriately tensioned using a through center jack or other special tensioning equipment until the designed prestressing force is reached.

[0079] After tensioning is completed, the locking nuts are locked to fix the tension of the prestressing tendons 20, ensuring that the prestressing tendons 20 maintain constant tension during operation. Then the tensioning equipment is removed.

[0080] (5) Connection with the bottom plate

[0081] According to the design requirements, the exposed prestressing tendons 20 are connected with the bottom plate structure. There are two connection methods respectively:

[0082] Directly pouring the exposed prestressed tendon 20 into the bottom plate makes the prestressed tendon 20 and the bottom plate form an integrated structure, improving the overall integrity and stability of the connection.

[0083] Adding nuts and pressure plates to the exposed prestressed tendon 20, then pouring together with the bottom plate. This way can provide additional anchoring force, enhance the structure's ability to resist pullout.

[0084] The technical effects of the construction method of the anti-pulling pile of the embodiment include:

[0085] Improve the anti-pulling and carrying capacity of the structure: through the composite design of pipe pile and expanded pile and precise construction control, the stability and carrying capacity of the foundation are enhanced, especially suitable for buildings or structures that bear large pulling force and lateral force.

[0086] 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.

[0087] Adapt 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.

[0088] The above is only the preferred specific implementation of the present application, but the protection scope of the present application is not limited to this. Any skilled person in the art can easily think of changes or replacements within the technical range disclosed by the present application, which should be covered within the protection scope of the present application. Therefore, the protection scope of the present application should be subject to the protection scope of the claims.

Claims

1. A pressure-type stiffened composite tension pile, characterized in that, include: pipe pile body; A precast prestressed steel assembly is provided along the axial direction of the pipe pile body. The precast prestressed steel assembly is inserted through the pipe pile body. The precast prestressed steel assembly includes prestressing tendons and isolation sleeves sleeved over at least part of the prestressing tendons. The two ends of the prestressing tendons are located on the outer sides of the two ends of the pipe pile body along the axial direction. A fastening assembly is provided, wherein at least one end of the prestressed tendon is connected to the pile body via the fastening assembly.

2. The pressure-type stiffened composite tension pile according to claim 1, characterized in that, The number of precast prestressed steel components is multiple, and the multiple precast prestressed steel components are uniformly and symmetrically arranged along the circumference of the pipe pile body.

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

4. The pressure-type stiffened composite tension pile according to claim 3, characterized in that, The prestressed tendon also has a second end, and the fastening assembly includes a second nut, the second end of which is connected to the other end of the pipe pile body via the second nut.

5. The pressure-type stiffened composite tension pile according to claim 3, characterized in that, The number of prestressing tendons is two, namely a prestressing tendon and an anchoring tendon. One end of the prestressing tendon passes through the axial end of the isolation sleeve and is inserted into the isolation sleeve. The anchoring tendon is fixedly connected to the pipe pile body. The connecting assembly includes a connector, which abuts against the other axial end of the isolation sleeve. The prestressing tendon is connected to the anchoring tendon through the connector.

6. The pressure-type stiffened composite tension pile according to claim 5, characterized in that, The anchoring reinforcement is integrally cast with the pipe pile body.

7. The pressure-type stiffened composite tension pile according to any one of claims 1 to 6, characterized in that, The space between the isolation sleeve and the prestressed tendon is filled with grease, adhesive, cement grout, or concrete.

8. The pressure-type stiffened composite tensile pile according to any one of claims 3 to 6, characterized in that, The pressure-type stiff composite pull-out pile also includes an end plate, which is sandwiched between the first end and the first nut.

9. The pressure-type stiffened composite tension pile according to any one of claims 1 to 6, characterized in that, The pressure-type stiff composite pull-out pile also includes an enlarged section, in which the pile body is enclosed.

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