Splicing structure of prestressed concrete precast piles

Abstract

The utility model relates to the technical field of building construction, in particular to a splicing structure of a prestressed concrete precast pile, which is characterized in that a tenon of an upper end plate is inserted into a mortise of a lower end plate, and a square shoulder tenon is designed to increase the contact area and the occlusion force of a connecting part. Under the vertical load, the square shoulder tenon shares the pressure, and the vertical bearing capacity of the connecting part is improved; during horizontal load, the tenon and the mortise side force resist horizontal shearing force, and stable connection is guaranteed. The embedded steel bar group improves the overall strength of the precast pile, enhances the connection strength of the splicing structure, and is beneficial to load transmission. Under the earthquake action, the prestressed concrete precast piles, the tenons and the mortises of the splicing structure are connected and have flexibility and energy dissipation capacity. The square shoulder tenon can generate tiny rotation and displacement to absorb and dissipate earthquake energy, and earthquake force transmission is reduced. Even though the pile body deforms, the tenon-and-mortise connection can still keep certain strength, and the anti-seismic performance of a building is improved.

Description

Technical Field

[0001] This utility model relates to the field of building construction technology, and more specifically, to a splicing structure for prestressed concrete precast piles. Background Technology

[0002] Prestressed concrete precast piles are a type of pile that is prefabricated in a precast component processing plant, cured to the design strength, and then transported to the construction site for driving. During pouring, the steel bars are tensioned to a certain stress using a pre-tensioning prestressing process or centrifugal molding method, and then the concrete is poured. After the concrete reaches a certain strength, the steel bars are released, causing the concrete to generate prestress. Prestressed concrete precast piles have high concrete strength (410), allowing them to be driven into dense sand layers and strongly weathered rock layers. The bearing capacity at the pile tip can be increased by 70% to 80% compared to the original soil, and the side friction resistance can be increased by 20% to 40%. Prestressed concrete precast piles are suitable for various geological conditions, including soft soil, clay, sand, and rock. They also have good stability and seismic resistance in areas with soft soil layers, areas prone to natural disasters such as earthquakes and liquefaction, and areas with high groundwater levels. They are now widely used in construction engineering, especially in precast foundation engineering that needs to withstand large loads.

[0003] Currently, after prestressed concrete piles are placed, they are typically connected to the upper foundation via flange connections, mechanical connections, or welding. Earthquake simulation experiments on existing prestressed concrete piles show that failures mostly occur at the connection points at the upper end of the pile. To further improve the seismic resistance of existing prestressed concrete piles, it is necessary to propose a prestressed concrete pile with superior seismic performance. Utility Model Content

[0004] This invention aims to solve at least one of the technical problems existing in the prior art. To this end, this invention proposes a splicing structure for prestressed concrete precast piles, which has high connection strength and good seismic resistance.

[0005] A splicing structure for prestressed concrete precast piles according to an embodiment of the present invention includes:

[0006] The lower end plate is disposed on the upper end of the precast pile body and is provided with a tenon groove.

[0007] The upper end plate is connected to the upper foundation. The upper end plate is provided with a tenon, and the tenon is provided with a flat shoulder tenon. The flat shoulder tenon is inserted into the mortise.

[0008] An embedded steel reinforcement group is installed in the precast pile body to improve the structural strength of the precast pile body.

[0009] According to some embodiments of the present invention, the tenon is provided with pointed tenons on both sides of the flat shoulder tenon, and the mortise is provided with rectangular grooves and triangular grooves corresponding to the structure of the tenon.

[0010] According to some embodiments of this utility model, the lower end plate is provided with a limiting anchor rod; the lower end plate is provided with a limiting hole perpendicular to the axis, the limiting hole passing through the lower end plate; the tenon is provided with a connecting hole, when the tenon is inserted into the mortise, the limiting hole and the connecting hole are coaxial, and the limiting anchor rod passes through the limiting hole and the connecting hole in sequence.

[0011] According to some embodiments of the present invention, the upper edge of the tenon groove is provided with a guide angle.

[0012] According to some embodiments of the present invention, an annular groove is provided on the outer periphery of the lower end plate.

[0013] According to some embodiments of the present invention, the lower end plate is provided with reinforcing ribs in the annular groove.

[0014] According to some embodiments of this utility model, it includes a fastening bolt and a nut; the upper end plate is provided with a plurality of first mounting holes evenly distributed around its circumference, and the lower end plate is provided with a second mounting hole corresponding to the first mounting holes; the fastening bolt passes through the first mounting hole, the second mounting hole and the nut in sequence for threaded connection.

[0015] According to some embodiments of the present invention, the pre-embedded steel reinforcement group includes main reinforcement and stirrups. The main reinforcement is arranged along the length direction of the precast pile body, and the stirrups are spirally wound around the main reinforcement.

[0016] According to some embodiments of this utility model, the main rib and the lower end plate are welded together.

[0017] According to some embodiments of the present invention, the pre-embedded steel reinforcement group includes a vertical part and a conical part, the vertical part being located at the pile body of the precast pile body, and the conical part being located at the pile tip of the precast pile body.

[0018] The splicing structure of a prestressed concrete precast pile according to an embodiment of the present utility model has at least the following beneficial effects:

[0019] According to the present invention, the tenon of the upper plate is inserted into the mortise of the lower plate. The tight fit between the tenon and the mortise, especially the flat-shoulder tenon design, increases the contact area and interlocking force of the connection. When subjected to vertical loads, the flat-shoulder tenon can share some of the pressure, allowing the connection to withstand greater vertical forces without damage. When subjected to horizontal loads, the friction and mutual compression between the tenon and the mortise effectively resist horizontal shear forces, ensuring a stable connection between the upper and lower foundations. On the other hand, the pre-embedded steel reinforcement group improves the overall strength of the precast pile body, enabling the pile to better withstand various loads at the splicing points and throughout the pile body, further enhancing the connection strength of the spliced ​​structure and ensuring reliable transfer of the load from the upper foundation to the ground.

[0020] According to the present invention, under earthquake conditions, buildings are subjected to horizontal and vertical seismic forces. The prestressed concrete precast piles with the spliced ​​structure of this embodiment utilize a tenon and mortise connection method that provides flexibility and energy dissipation. The flat-shoulder tenon can generate a certain degree of slight rotation and displacement within the mortise, absorbing and dissipating seismic energy and reducing the transmission of seismic forces to the pile and the superstructure. Moreover, even if the pile deforms to a certain extent under seismic forces, the tenon-mortise connection maintains a certain connection strength, preventing rapid failure of the spliced ​​parts of the pile, thus ensuring the stability of the entire building structure during earthquakes and greatly improving the building's seismic performance. Attached Figure Description

[0021] Figure 1 This is a schematic diagram of the structure of this utility model;

[0022] Figure 2 This is a partial cross-sectional view of the present invention.

[0023] Figure 3 This is a schematic diagram of a structure for connecting the lower end plate and the pre-embedded steel reinforcement group of this utility model;

[0024] Figure 4 This is a schematic diagram of the structure of the lower end plate of this utility model;

[0025] Figure 5 This is a schematic diagram of the structure of the upper end plate of this utility model.

[0026] In the picture:

[0027] 100-Lower end plate, 101-Second mounting hole, 110-Tongue groove, 111-Rectangular groove, 112-Triangular groove, 113-Guide angle, 120-Limiting anchor rod, 130-Limiting hole, 140-Annular groove, 150-Reinforcing rib, 170-Fasting bolt, 171-Nut;

[0028] 200 - Upper end plate, 201 - First mounting hole, 210 - Tenon, 211 - Flat shoulder tenon, 212 - Pointed tenon, 220 - Connecting hole;

[0029] 300 - Embedded steel bar group, 310 - Main reinforcement, 320 - Stirrup, 330 - Vertical part, 340 - Conical part;

[0030] 400 - Precast pile body, 410 - Pile body, 420 - Pile tip. Detailed Implementation

[0031] The embodiments of this utility model are described in detail below. Examples of these embodiments are shown in the accompanying drawings, wherein the same or similar reference numerals denote the same or similar elements or elements having the same or similar functions throughout. The embodiments described below with reference to the accompanying drawings are exemplary and are only used to explain this utility model, and should not be construed as limiting this utility model.

[0032] In the description of this utility model, it should be understood that the orientation descriptions, such as up, down, etc., are based on the orientation or positional relationship shown in the drawings. They are only for the convenience of describing this utility model and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on this utility model.

[0033] In the description of this utility model, "multiple" refers to two or more. The use of "first" and "second" is for distinguishing technical features only and should not be construed as indicating or implying relative importance, or implicitly indicating the number of technical features or their sequential relationship.

[0034] In the description of this utility model, unless otherwise explicitly defined, terms such as "setting," "installation," and "connection" should be interpreted broadly, and those skilled in the art can reasonably determine the specific meaning of the above terms in this utility model in conjunction with the specific content of the technical solution.

[0035] Reference Figures 1 to 5As shown, this utility model discloses a splicing structure for prestressed concrete precast piles, including a lower end plate 100, an upper end plate 200, and a pre-embedded steel reinforcement group 300. The lower end plate 100 is located at the upper end of the precast pile body 400 and has a mortise and tenon joint 110. The upper end plate 200 is connected to the upper foundation and has a tenon 210 with a flat shoulder tenon 211 inserted into the mortise and tenon joint 110. The pre-embedded steel reinforcement group 300 is located in the precast pile body 400 to improve the structural strength of the precast pile body 400. Specifically, in this embodiment, the tenon 210 of the upper end plate 200 is inserted into the mortise and tenon joint 110 of the lower end plate 100, utilizing the interlocking characteristics of the mortise and tenon structure for connection. When the pile body is subjected to external forces, such as vertical pressure, horizontal force, or complex stresses generated by earthquakes, the tenon 210 and the mortise and tenon joint 110 can transfer stress between each other. The flat-shoulder tenon 211 can withstand a certain amount of vertical pressure, limiting the vertical displacement of the tenon 210 within the mortise 110. Simultaneously, the tight fit between the tenon 210 and the side of the mortise 110 effectively transmits horizontal shear force, gradually transferring the force from the upper foundation downwards to the precast pile body 400, and then to the ground. The embedded steel reinforcement group 300 is installed within the precast pile body 400. The embedded steel reinforcement group 300 has high tensile strength, while concrete has good compressive strength. During the stress process of the precast pile, when the pile body is subjected to tensile stress, the steel reinforcement can bear most of the tensile stress, compensating for the poor tensile strength of concrete. When the pile body is subjected to compressive stress, the steel reinforcement and concrete work together to resist the pressure. Through this collaborative stress-bearing mechanism of steel reinforcement and concrete, the overall structural strength of the precast pile body 400 is improved, enabling it to withstand greater loads and reducing the risk of pile failure due to excessive stress. In this embodiment, the tenon 210 of the upper end plate 200 is inserted into the mortise 110 of the lower end plate 100. The tight fit between the tenon 210 and the mortise 110, especially the design of the flat shoulder tenon 211, increases the contact area and interlocking force of the connection. When subjected to vertical loads, the flat shoulder tenon 211 can share some of the pressure, allowing the connection to withstand greater vertical forces without damage. When subjected to horizontal loads, the friction and mutual compression forces between the tenon 210 and the sides of the mortise 110 can effectively resist horizontal shear forces, ensuring a stable connection between the upper and lower foundations. On the other hand, the pre-embedded steel reinforcement group 300 improves the overall strength of the precast pile body 400, enabling the pile body to better withstand various loads at the splicing points and throughout the pile body 410, further enhancing the connection strength of the spliced ​​structure and ensuring that the load of the upper foundation can be reliably transferred to the ground. Under earthquake action, the building will be subjected to horizontal and vertical seismic forces. The prestressed concrete precast pile with splicing structure in this embodiment has a certain degree of flexibility and energy dissipation capacity in the connection method of the tenon 210 and the mortise 110.The flat-shoulder tenon 211 can produce a certain amount of slight rotation and displacement within the mortise 110, which can absorb and dissipate seismic energy and reduce the transmission of seismic force to the pile and the superstructure. Moreover, even if the pile deforms to a certain extent under seismic force, the tenon and mortise connection can still maintain a certain connection strength, preventing the joint of the pile from failing rapidly, thereby ensuring the stability of the entire building structure during earthquakes and greatly improving the seismic performance of the building.

[0036] In some embodiments of this utility model, the tenon 210 is provided with pointed tenons 212 on both sides of the flat shoulder tenon 211, and the mortise 110 is provided with rectangular grooves 111 and triangular grooves 112 corresponding to the structure of the tenon 210. The pointed tenons 212 on both sides of the flat shoulder tenon 211 have a guiding and positioning function during the splicing process due to their shape. When splicing precast piles, the pointed tenons 212 are first inserted into the corresponding triangular grooves 112. Due to their sharp heads, they can be easily aligned and inserted into the grooves, providing guidance for the subsequent accurate insertion of the flat shoulder tenon 211 into the rectangular grooves 111, ensuring the accuracy and efficiency of the connection between the tenon 210 and the mortise 110. In terms of force, the pointed tenons 212 can assist the flat shoulder tenon 211 in bearing the load when subjected to horizontal and vertical forces. When the pile is subjected to horizontal shear force, the tight fit between the dovetail 212 and the triangular groove 112 increases the transmission path and bearing area of ​​the horizontal force, shares part of the horizontal shear force, reduces the horizontal force burden borne solely by the shoulder tenon 211, and improves the connection's resistance to horizontal deformation. Under vertical loads, the dovetail 212 can also provide some support and stability to the shoulder tenon 211 through the compression action with the triangular groove 112, enhancing the vertical bearing capacity of the entire connection structure.

[0037] In some embodiments of this utility model, the lower end plate 100 is provided with a limiting anchor rod 120; the lower end plate 100 is provided with a limiting hole 130 perpendicular to the axis, the limiting hole 130 penetrating through the lower end plate 100; the tenon 210 is provided with a connecting hole 220, when the tenon 210 is inserted into the mortise 110, the limiting hole 130 and the connecting hole 220 are coaxial, and the limiting anchor rod 120 is sequentially inserted through the limiting hole 130 and the connecting hole 220. Specifically, in this embodiment, the limiting hole 130 perpendicular to the axis on the lower end plate 100 penetrates through the lower end plate 100, and the connecting hole 220 is correspondingly provided on the tenon 210. When the tenon 210 is accurately inserted into the mortise 110, the limiting hole 130 and the connecting hole 220 are coaxial. At this time, the limiting anchor rod 120 can be smoothly inserted through the limiting hole 130 and the connecting hole 220 sequentially. This design utilizes the fit between the hole and the rod in a mechanical connection, using a limiting anchor rod 120 to tightly lock the tenon 210 of the upper end plate 200 and the lower end plate 100 together. After connection, the limiting anchor rod 120 restricts the radial and axial movement of the tenon 210 within the mortise 110. In the radial direction, the limiting anchor rod 120 fills the limiting hole 130 and the connecting hole 220, preventing the tenon 210 from swaying or shifting on the horizontal plane, ensuring the stability of the connection between the upper and lower pile segments. In the axial direction, the limiting anchor rod 120 prevents the tenon 210 from being pulled out of the mortise 110, enhancing the overall integrity of the connection. This allows the upper and lower foundations to work together and share the external forces when the pile body is subjected to vertical and horizontal loads.

[0038] In some embodiments of this utility model, a guide angle 113 is provided on the upper edge of the mortise 110. The guide angle 113, located on the upper edge of the mortise 110, primarily guides the insertion of the tenon 210 during precast pile assembly. During assembly, the mortise 110 with the guide angle 113 makes it easier for the tenon 210 to align and enter the mortise 110. The bevel of the guide angle 113 guides the tenon 210 to gradually slide into the mortise 110, reducing resistance and the possibility of deviation during insertion.

[0039] In some embodiments of this utility model, an annular groove 140 is provided on the outer periphery of the lower end plate 100. By providing the annular groove 140 on the outer periphery of the lower end plate 100, the volume of solid material of the lower end plate 100 can be reduced. Under the premise of meeting the performance requirements of the precast pile structure, material saving is achieved by removing material from some non-critical parts.

[0040] In some embodiments of this utility model, the lower end plate 100 is provided with reinforcing ribs 150 within the annular groove 140. In this embodiment, although the annular groove 140 reduces the material usage of the lower end plate 100, the reinforcing ribs 150 within the groove can compensate for the potential strength loss due to the material reduction. The reinforcing ribs 150 are generally rib-shaped structures, connected to the main body of the lower end plate 100, and can increase the overall rigidity of the lower end plate 100. From a mechanical perspective, the reinforcing ribs 150 can distribute the load acting on the lower end plate 100 to a larger area. When the precast pile is subjected to vertical pressure, horizontal force, or other complex loads, the reinforcing ribs 150 can transfer stress to different parts of the lower end plate 100, avoiding stress concentration at a certain point or in a certain area, thereby improving the load-bearing capacity of the lower end plate 100 and enabling it to still meet structural design requirements despite the reduction in material usage.

[0041] In some embodiments of this utility model, a fastening bolt 170 and a nut 171 are included. The upper end plate 200 has a plurality of first mounting holes 201 evenly arranged circumferentially, and the lower end plate 100 has second mounting holes 101 corresponding to the first mounting holes 201. The fastening bolt 170 passes through the first mounting holes 201, the second mounting holes 101, and the nut 171 in sequence for threaded connection. Specifically, in this embodiment, this corresponding arrangement provides accurate positioning for the installation of the fastening bolt 170. After the fastening bolt 170 passes through the first mounting holes 201 and the second mounting holes 101 in sequence, it is threadedly connected to the nut 171. The self-locking characteristic of the thread is used to achieve a tight connection between the upper end plate 200 and the lower end plate 100. During threaded connection, the nut 171 is rotated and tightened on the bolt. Through the friction between the threads, the nut 171 and the bolt are tightly engaged, thereby firmly fixing the upper end plate 200 and the lower end plate 100.

[0042] In some embodiments of this utility model, the pre-embedded steel reinforcement group 300 includes main reinforcement 310 and stirrups 320. The main reinforcement 310 is arranged along the length of the precast pile body 400, and the stirrups 320 are spirally wound around the main reinforcement 310. Specifically, in this embodiment, the main reinforcement 310 is arranged along the length of the precast pile body 400. When the precast pile is subjected to vertical loads, such as the pressure applied by the building, the main reinforcement 310 plays a major load-bearing role. According to the principles of mechanics of materials, the main reinforcement 310, with its own tensile and compressive strength, transfers the vertical load from the top of the pile to the lower part of the pile body and the foundation. When the vertical load increases and the concrete of the pile body 410 may fail due to excessive pressure, the main reinforcement 310 can disperse the pressure, preventing the pile body from failing due to the vertical load exceeding its bearing capacity, and ensuring the vertical stability of the precast pile structure. The stirrups 320 are spirally wound around the main reinforcement 310. During the concrete pouring stage, the stirrups 320 fix the position of the main reinforcement bars 310, ensuring the accurate shape and dimensions of the reinforcement cage and preventing displacement of the main reinforcement bars 310 during construction. From a mechanical performance perspective, when precast piles are subjected to various external forces such as vertical loads, horizontal loads, or torques, the concrete will undergo lateral deformation. The spiral stirrups 320 can form a restraining force on the concrete, limiting its lateral expansion. This restraining effect, based on mechanical principles, can effectively improve the compressive strength and ductility of the concrete, thereby enhancing the overall bearing capacity and resistance to complex external forces of the precast pile.

[0043] In some embodiments of this utility model, the main reinforcement 310 and the lower end plate 100 are welded together. This welded connection allows the load borne by the main reinforcement 310 to be effectively transferred to the lower end plate 100. When the precast pile is subjected to a vertical load, the main reinforcement 310 transfers the load to the welded joint with the lower end plate 100. Due to the high strength of the welded connection, the load can be smoothly distributed to the lower end plate 100 through the weld point, and then transferred to the entire bottom of the pile and the foundation. Under horizontal loads or other complex loads, the welded connection also ensures that the main reinforcement 310 and the lower end plate 100 work together to resist external forces, enabling the precast pile structure to perform its load-bearing function normally.

[0044] In some embodiments of this utility model, the pre-embedded steel reinforcement group 300 includes a vertical portion 330 and a conical portion 340. The vertical portion 330 is located at the pile body 410 of the precast pile body 400, and the conical portion 340 is located at the pile tip 420 of the precast pile body 400. The synergistic effect of the vertical portion 330 and the conical portion 340 greatly optimizes the bearing capacity of the precast pile. The vertical portion 330 ensures that the pile body 410 can stably bear the vertical load transmitted from the superstructure, while the conical portion 340 creates conditions for the pile body 410 to smoothly enter the foundation, enabling the precast pile to be better rooted in the ground, improving the overall bearing capacity, and meeting the requirements of different projects for the bearing capacity of pile foundations.

[0045] The embodiments of the present utility model have been described in detail above with reference to the accompanying drawings. However, the present utility model is not limited to the above embodiments. Within the scope of knowledge possessed by those skilled in the art, various changes can be made without departing from the spirit of the present utility model.

Claims

1. A splicing structure for prestressed concrete precast piles, characterized in that, include: The lower end plate (100) is disposed on the upper end of the precast pile body (400), and the lower end plate (100) is provided with a tenon (110); The upper end plate (200) is connected to the upper foundation. The upper end plate (200) is provided with a tenon (210). The tenon (210) is provided with a flat shoulder tenon (211). The flat shoulder tenon (211) is inserted into the mortise (110). An embedded steel bar assembly (300) is provided in the precast pile body (400) to improve the structural strength of the precast pile body (400).

2. The splicing structure of prestressed concrete precast piles according to claim 1, characterized in that, The tenon (210) is provided with pointed tenons (212) on both sides of the flat shoulder tenon (211), and the mortise (110) is provided with a rectangular groove (111) and a triangular groove (112) corresponding to the structure of the tenon (210).

3. The splicing structure of prestressed concrete precast piles according to claim 2, characterized in that, The lower end plate (100) is provided with a limiting anchor rod (120); the lower end plate (100) is provided with a limiting hole (130) perpendicular to the axis, the limiting hole (130) passes through the lower end plate (100); the tenon (210) is provided with a connecting hole (220), when the tenon (210) is inserted into the mortise (110), the limiting hole (130) and the connecting hole (220) are coaxial, and the limiting anchor rod (120) passes through the limiting hole (130) and the connecting hole (220) in sequence.

4. The splicing structure of prestressed concrete precast piles according to claim 1, characterized in that, The upper edge of the tenon (110) is provided with a guide angle (113).

5. The splicing structure of prestressed concrete precast piles according to claim 1, characterized in that, An annular groove (140) is provided on the outer periphery of the lower end plate (100).

6. The splicing structure of prestressed concrete precast piles according to claim 5, characterized in that, The lower end plate (100) is provided with reinforcing ribs (150) in the annular groove (140).

7. The splicing structure of prestressed concrete precast piles according to claim 1, characterized in that, It includes fastening bolts (170) and nuts (171); the upper end plate (200) is evenly provided with a plurality of first mounting holes (201) in the circumferential direction, and the lower end plate (100) is provided with second mounting holes (101) corresponding to the first mounting holes (201); the fastening bolts (170) pass through the first mounting holes (201), the second mounting holes (101) and the nuts (171) in sequence and are threaded together.

8. The splicing structure of prestressed concrete precast piles according to claim 1, characterized in that, The pre-embedded steel reinforcement group (300) includes main reinforcement (310) and stirrups (320). The main reinforcement (310) is arranged along the length of the precast pile body (400), and the stirrups (320) are spirally wound around the main reinforcement (310).

9. The splicing structure of prestressed concrete precast piles according to claim 8, characterized in that, The main reinforcing bar (310) and the lower end plate (100) are welded together.

10. The splicing structure of prestressed concrete precast piles according to claim 9, characterized in that, The pre-embedded steel reinforcement group (300) includes a vertical part (330) and a conical part (340). The vertical part (330) is located at the pile body (410) of the precast pile body (400), and the conical part (340) is located at the pile tip (420) of the precast pile body (400).

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