PHC pipe pile sinking device and using method thereof
By setting up a pressure bearing ring and a pressure bearing block between the PHC pipe piles, the problem of low pile foundation bearing capacity in PHC pipe pile construction is solved, the construction efficiency is improved and the pile breaking rate is reduced, and the construction process is environmentally friendly.
Patent Information
- Application Number
- CN202510643167.8
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2025-05-19
- Publication Date
- 2025-07-04
AI Technical Summary
The pile foundation bearing capacity is not high during the construction of existing PHC pipe piles, and the existing methods increase construction period and high pile breakage rate.
The design of a pressure bearing ring and a pressure bearing block is adopted. By setting a pressure bearing ring between the PHC pipe piles, and shrinking the pressure bearing block into the pressure bearing ring during the pile feeding process. After the pile feeding is completed, the sliding pressure bearing block is inserted into the soil to enhance the bearing capacity of the pile foundation.
It effectively improves the bearing capacity of the pile foundation, solves the problems of long construction period and high pile breakage rate, and has no noise, vibration and pollution during the construction process.
Smart Images
Figure CN120250622A_ABST
Abstract
Description
Technical Field
[0001] The present invention relates to the technical field of pipe pile construction equipment, and particularly relates to a PHC pipe pile sinking device and a using method thereof. Background Art
[0002] PHC pipe piles are prestressed high-strength concrete pipe piles. According to different forces, PHC pipe piles are divided into three categories: end-bearing piles, friction piles, and friction end-bearing piles.
[0003] In the construction process of PHC pipe pile sinking, improving the bearing capacity of the pile foundation is the key. At present, there are two methods to improve the bearing capacity of the pile foundation. For end-bearing piles, increasing the number of pipe piles is the main method to improve the bearing capacity of the pile foundation. For friction end-bearing piles, increasing the length of the pipe pile is the main method to improve the bearing capacity of the pile foundation. These two methods not only increase the construction period but also are uneconomical, and for the method of increasing the length of the pipe pile, the pile breaking rate is increased.
[0004] Therefore, it is necessary to propose a PHC pipe pile sinking device and a using method thereof. Summary of the Invention
[0005] The purpose of the present invention is to provide a pipe pile sinking device and a using method thereof, so as to solve the problems that the bearing capacity of the pile foundation is not high during the construction of prestressed pipe piles, and the existing methods increase the construction period and the pile breaking rate.
[0006] To solve the above technical problems, the technical solutions adopted by the present invention are as follows: A PHC pipe pile sinking device includes a bearing ring and a bearing block; The bearing ring is provided with a plurality of installation openings on the side wall along the circumferential direction; the bearing ring is provided with vertical jacks for connecting to the main reinforcement bars of the PHC pipe pile; The bearing block is inserted into the installation opening and can move radially along the bearing ring.
[0007] As a further technical solution of the above solution, a vertical limiting rod is provided in the installation opening of the bearing ring, and the bearing block is provided with a long strip-shaped through hole, and the limiting rod passes through the long strip-shaped through hole for limiting.
[0008] As a further technical solution of the above solution, the cross section of the bearing block is fan-shaped.
[0009] The present invention also provides a using method of a PHC pipe pile sinking device, including the following steps: Step S1, insert the main reinforcement bars of the PHC pipe pile into the vertical jacks of the bearing ring, connect the bearing ring to the PHC pipe pile, and insert the bearing block into the installation opening; Step S2, sink the PHC pipe pile and the bearing ring into the soil. After the sinking depth reaches the design elevation, push the bearing block to extend out of the bearing ring and into the soil.
[0010] As a further technical solution of the above solution, step 1 includes the following steps: Step S11, the pressure-bearing ring moves freely along the longitudinal direction of the steel bar. Move the pressure-bearing ring to the non-dense area of the stirrups, place it in the rolling welding machine, densely arrange the spiral stirrups, weld and fix the pressure-bearing ring, and the steel cage is fabricated; Step S12, install chucks at both ends of the steel cage, tighten them with screws, and use binding wire to connect the stirrups and the main steel bars. Place the steel cage into the steel formwork, and place the steel formwork on the pedestal to prepare for pouring concrete; Step S13, use a pouring machine to pour concrete into the steel formwork in the pedestal. The concrete at the pressure-bearing ring is 10-20% more than that at the nearby positions, and the connection between the PHC pipe pile pouring and the pressure-bearing ring is completed; Step S14, after pouring, install the other half of the steel formwork and fix it with screws. Stretch the steel bars on the pedestal to make the tensile force reach the design value; after tensioning, use a centrifugal forming machine to form, and transport it to the curing room for curing after completion.
[0011] Compared with the prior art, the present invention has the following advantages and beneficial effects: By arranging a pressure-bearing ring between PHC pipe piles, arranging an opening on the pressure-bearing ring to install a pressure-bearing block, during the pile driving process, the pressure-bearing block shrinks inside the pressure-bearing ring without affecting the pile driving. After the pile driving is completed, the pressure-bearing block slides into the soil, improving the bearing capacity of the pile foundation, and solving the problems of long construction period and high pile breakage rate during the installation of PHC pipe piles. BRIEF DESCRIPTION OF THE DRAWINGS
[0012] Figure 1 It is a three-dimensional structural schematic diagram of the present device.
[0013] Figure 2 It is a three-dimensional structural schematic diagram of the pressure-bearing ring.
[0014] Figure 3 It is a three-dimensional structural schematic diagram of the pressure-bearing block.
[0015] Figure 4 It is a schematic diagram of the connection between the pressure-bearing ring and the PHC pipe pile.
[0016] Figure 5 It is a schematic diagram of the use state of the present device.
[0017] Figure 6 It is a schematic diagram of the state after the pressure-bearing ring is connected to the main steel bars.
[0018] The definitions of the reference numerals in the figure are as follows: Pressure-bearing ring - 1; Installation opening - 11; Vertical jack - 12; Limit rod - 13; Pressure-bearing block - 2; Long strip through hole - 21. DETAILED DESCRIPTION OF THE INVENTION
[0019] The technical solutions in the embodiments of the present invention will be clearly and completely described below in conjunction with the accompanying drawings in the embodiments of the present invention, so as to have a further understanding of the concept of the present invention, the technical problems to be solved, the technical features constituting the technical solutions, and the technical effects brought about.
[0020] As Figures 1-6 shown, a PHC pipe pile sinking device includes a pressure-bearing ring 1 and a pressure-bearing block 2; The pressure-bearing ring 1 is provided with a plurality of installation openings 11 on the side wall in the circumferential direction; the pressure-bearing ring 1 is provided with a vertical insertion hole 12 for connecting to the main reinforcement of the PHC pipe pile; The pressure-bearing block 2 is slidably inserted into the installation opening 11 and moves radially along the pressure-bearing ring 1.
[0021] When using this device, first, a plurality of installation openings 11 are provided on the side wall of the pressure-bearing ring 1, the pressure-bearing block 2 is arranged in the installation opening 11, and the pressure-bearing block 2 can move radially along the pressure-bearing ring 1. After connecting the pressure-bearing ring 1 to the PHC pipe pile through steel bars and the vertical insertion hole 12, during the process of driving the pile downward, the pressure-bearing block 2 is moved radially inward towards the pressure-bearing ring 1, and the pressure-bearing block 2 is hidden inside the pressure-bearing ring 1. The whole device and the pipe pile form an integral body to ensure the smooth progress of the pile driving process. After sinking to the designated position, a hydraulic device is used to apply pressure from inside the pipe pile to push the pressure-bearing block 2 out from the inside of the pressure-bearing ring 1. The pressure-bearing block 2 moves radially outward along the pressure-bearing ring 1, and the outer wall of the pressure-bearing block 2 is inserted into the soil for fixation, effectively improving the bearing capacity of the pile foundation.
[0022] In some preferred embodiments, the height of the pressure-bearing block 2 may not be completely consistent with the installation opening 11 of the pressure-bearing ring 1. When using the device, cushion plates are respectively installed on the upper and lower sides of the pressure-bearing block 2 to ensure the unified connection between the pressure-bearing ring 1 and the pressure-bearing block 2; at the same time, the cushion blocks can be used as stress concentration protection devices to utilize the ductility of steel to prevent the pressure-bearing block 2 from directly transmitting the load to the concrete pile body of the pipe pile.
[0023] As Figure 3 shown, as a preferred embodiment, a vertical limiting rod 13 is provided in the installation opening of the pressure-bearing ring 1, and the pressure-bearing block 2 is provided with a long strip-shaped through hole 21, and the limiting rod 13 passes through the long strip-shaped through hole 21 for limiting. In this embodiment, during the movement of the pressure-bearing block 2, the long strip-shaped through hole 21 is limited by the limiting rod 13 during the movement of the pressure-bearing block 2, and the limiting rod 13 respectively abuts against both ends of the long strip-shaped through hole 21 to prevent the pressure-bearing block 2 from sliding out too much radially outward along the pressure-bearing ring 1 and falling off.
[0024] As Figure 3 shown, as a preferred embodiment, the cross-section of the pressure-bearing block 2 is fan-shaped. In this embodiment, the cross-section of the pressure-bearing block 2 is set as fan-shaped, which is more labor-saving when pushing.
[0025] The present invention also provides a method for using a PHC pipe pile driving device, which includes the following steps: Step S1: Insert the main reinforcement bars of the PHC pipe pile into the vertical insertion holes 12 of the pressure-bearing ring 1, connect the pressure-bearing ring 1 to the PHC pipe pile, and insert the pressure-bearing block 2 into the installation opening 11; Step S2: Drive the PHC pipe pile and the pressure-bearing ring 1 into the soil. After the penetration depth reaches the design elevation, push the pressure-bearing block 2 to extend out of the pressure-bearing ring 1 and into the soil.
[0026] As a preferred embodiment, step S1 includes the following steps: Step S11: The pressure-bearing ring 1 moves freely along the longitudinal direction of the steel bars. Move the pressure-bearing ring 1 to the non-dense stirrup area, place it in a rolling welding machine, densely arrange spiral stirrups, and weld and fix the pressure-bearing ring 1 to complete the production of the steel cage; Step S12: Install chucks at both ends of the steel cage, tighten them with screws, connect the stirrups and the main reinforcement bars with binding wires, place the steel cage into the steel formwork, place the steel formwork on the pedestal, and prepare to pour concrete; Step S13: Use a pouring machine to pour concrete into the steel formwork on the pedestal. The concrete at the pressure-bearing ring 1 is 10 - 20% more than that at the nearby positions to complete the connection between the PHC pipe pile pouring and the pressure-bearing ring; Step S14: After pouring, install the other half of the steel formwork and fix it with screws. Stretch the steel bars on the pedestal to make the tensile force reach the design value; after tensioning, use a centrifugal forming machine to form, and transport it to the curing room for curing after completion.
[0027] 1. Design of the pressure-bearing block and the pressure-bearing ring (taking PHC500×120, A-type reinforcement as an example): Manufacture a pressure-bearing block with a thickness of 80 mm, an inner arc diameter of 50 mm, an outer arc diameter of 250 mm, an angle of 20°, and positioning holes (the shape, position, and size of the positioning holes are as Figure 1 shown), and the material is SUS430 stainless steel (yield strength is 205 MPa). Manufacture a pressure-bearing ring with a thickness of 200 mm, an outer diameter of 220 mm, and an inner diameter of 155 mm. The side opening is designed as a hollow style that can accommodate 8 pressure-bearing blocks (the middle opening on the side is located between the main reinforcement perforations. Two adjacent openings form a group, and the adjacent sides of a group are separated by 10°. The adjacent sides of two groups are separated by 40°). At the same time, 12 main reinforcement perforations are reserved on the same circumference, and the angle between the connecting lines of the centers of every two adjacent holes and the pile center is 30°, as Figure 3 shown.
[0028] 2. Manufacture of the pipe pile steel cage (taking PHC500×120, A-type reinforcement as an example): Insert the main reinforcement bars into the annular ducts of the bearing rings, and enable the bearing rings to move freely in the direction of the longitudinal stressed steel bars. Move the bearing rings to the non-dense area of the stirrups, with a spacing of 1-2 m between each bearing ring. After placing them in the rolling welding machine, densely arrange the spiral stirrups and weld to fix the bearing rings, and the production of the steel reinforcement cage is completed.
[0029] 3. Casting of pipe pile concrete, prestressing tension of main reinforcement bars and centrifugal forming and curing: Install chucks at both ends of the fabricated steel reinforcement cage, tighten them with screws, and connect the starting point of the stirrups and the longitudinal stressed steel bars with binding wires. Place the steel reinforcement cage into the steel formwork (spray concrete release agent on the inner wall of the steel formwork and the bearing blocks), place the steel formwork on the pedestal, and prepare to cast concrete.
[0030] Use a casting machine to cast concrete into the steel formwork in the pedestal. After casting, the workers should make the concrete near the bearing ring 10%-20% more than other positions to ensure that the bearing ring can be better embedded in the concrete during the subsequent centrifugal forming process. After casting, install the other half of the steel formwork, fix it with screws, then stretch the steel bars on the pedestal to make the tensile force reach the designed value. Place the tensioned steel formwork into the centrifugal forming machine for centrifugal forming. After forming, use a bonding agent with low strength to fix the bearing blocks (to ensure that they will not slide during transportation). After centrifugal forming, transport it to the high-temperature curing chamber for curing.
[0031] When specifically using this device, follow the following steps: (1) Pile sinking method: Since the static pressure pile sinking method avoids the vibration, noise and pollution generated by hammer-driven piling, it has the advantages of no damage to the pile, no noise, no vibration, no impact force, no pollution during construction, and relatively small horizontal load on the new type of pile during construction. Therefore, the static pressure pile sinking method is preferably selected as the pile sinking method for the new type of pile.
[0032] (2) Preparation before construction: To smoothly carry out pile sinking, it should be ensured that there are no obstacles, dangerous buildings, etc. within 50 m of the construction site before pile sinking starts. If there are, they should be cleared before the pile sinking method starts to achieve three connections and one leveling. When the site does not meet the piling conditions of the pile driver: when the site is soft plastic or flowing plastic silty soil, replace the soil or directly fill 1-1.5 m of brick slag on it; when the site is a general miscellaneous filling soil layer, 0.3-0.5 m thick brick slag can be directly filled on it.
[0033] (3) Selection of pile press: Considering the pile length of 16 m and the single pile vertical ultimate bearing capacity of about 1600 KN, a hugging pile press is selected as the pile press for the new type of pile.
[0034] (4) Lifting piles into position: After the pile driver enters the site, adjust the frame vertically, align the center of the clamping jaws (a centerline hammer can be hung) with the pile position, and level the pile driver; the concrete precast piles can only be lifted when the concrete strength reaches 70% of the design strength value, and can only be transported and pressed when the strength reaches 100% of the design strength value; for static pressed piles with steel pile tips, the pile tip welding should be completed before the pile is hoisted and fed. When the pile is hoisted and fed, the single lifting point should be located at 0.3 times the pile length; when the pile driver is hoisting and feeding, it is strictly forbidden to move or adjust the pile driver; when feeding, the joints on both sides of the pile body should be placed in the gap between adjacent clamps.
[0035] (5) Align the pile body: Align the pile tip with the pile position and press the pile into the soil for 0.5~1.0m. Stop pressing down and correct the verticality deviation of the pile body to no more than 0.3% before officially pressing down. The center line of the clamp should coincide with the center line of the pile body.
[0036] (6) Pile driving: The depth of each pile driving is generally 2.0m. The driving speed is 1m / min. During the pile driving process, the verticality of the pile body should be observed frequently. The verticality deviation should not be greater than 0.5%. When the verticality deviation of the pile body is greater than 0.8%, the cause should be found and corrected. When the pile tip enters the harder soil layer, it is strictly forbidden to use methods such as moving the frame to forcibly correct the deviation. During the pile driving process, attention should be paid to the integrity of the pile body concrete. Once cracks or corners are found in the pile body, the machine should be stopped immediately to find the cause, and then pressure should be applied after improvement measures are taken. During the pile driving process, floating machines are strictly prohibited. Each pile should be driven to the bottom continuously at one time, and no unwarranted pauses should be made in the middle.
[0037] (7) Pile connection: Pipe pile welding should be carried out when the top of the pile is 50~100cm above the ground. Carbon dioxide shielded welding should be used, and the weld should be 2 layers and 3 passes; the surface of the pile connection should be clean, the upper and lower pile bodies should be centered, and the misalignment should not be greater than 2mm. If the lower pile body is slightly tilted, the upper pile body should remain straight with the lower pile body, and the two end surfaces should fit tightly, and no gap should appear at the joint; two workers should weld symmetrically, first evenly and symmetrically spot weld 4~6 points to fix them before formal welding. The welding should be carried out in layers, evenly and continuously, and the number of welding layers should not be less than 2. The weld should not have surface defects such as dents, undercuts, weld nodules, slag inclusions, cracks, etc.; the welded joint should be cooled naturally before welding can continue. The natural cooling time for manual arc welding should not be less than 5 minutes, and the natural cooling time for carbon dioxide shielded welding should not be less than 3 minutes. It is strictly forbidden to use water cooling or weld directly after welding.
[0038] (8) Piling: A special piling hammer is used for piling, or a precast concrete pile with a high pre-stress value customized by the factory can also be used for piling (the pipe pile used for the piling hammer cannot be used as the engineering pile). A scale line is marked on the side of the piling hammer for easy observation of the piling depth. The cross-sectional outline shape of the piling hammer is the same as that of the jacked pile, and the end face is flat and perpendicular to the central axis of the piling hammer. When piling, continuous operation is generally required, and the end face of the piling hammer is adjusted to coincide with the top surface of the jacked pile. For the piling hammer used during re-pressing, a piling hammer with a sleeve at the end should be used to make the central axis of the piling hammer coincide with the central axis of the re-pressed pile, and an elastic cushion can be installed in the sleeve. After leveling the bottom of the beam with supports, the side formwork of the beam can be installed. For all laterally connected formworks, the pins must be inserted from top to bottom to prevent the pins from falling off during concrete vibration, causing formwork explosion and affecting safety. Except as specified in the previous paragraph, the piling depth can exceed 2m as required, but should not be greater than 6m; the maximum piling force during piling should not exceed 1.1 times the allowable piling force of the pile body under holding pressure.
[0039] (9) End piling: The piling can end when the penetration depth reaches the design elevation. When the pile is 30cm away from the designed penetration depth, a hydraulic device that can move up and down inside the pile is required to drive all the bearing blocks into the soil by 6cm. After completing the above steps, piling is carried out again until the design elevation is reached to complete the end piling. The number of final piling times during final pressing is 3 times, and the pressure stabilizing time is 5s.
[0040] (10) Cutting off the pile: After end piling, the part of the pile exceeding the design elevation is cut off using a pile cutter.
[0041] In the description of the present invention, the terms "connection" and "fixation" can be fixed connection, machining forming, welding, or mechanical connection. The specific meanings of the above terms in the present invention should be understood according to the specific circumstances.
[0042] In the description of the present invention, terms such as "center", "upper", "lower", "horizontal", "inner", "outer", etc. indicate the orientation or positional relationship only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or component must have a specific orientation. Therefore, it should not be construed as a limitation to the present invention.
[0043] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, rather than to limit it; although the present invention has been described in detail with reference to the foregoing embodiments, those of ordinary skill in the art should understand that they can still modify the technical solutions described in the foregoing embodiments, or perform equivalent replacements for some or all of the technical features; and these modifications or replacements do not cause the essence of the corresponding technical solutions to deviate from the scope of the technical solutions of the embodiments of the present invention.
Claims
1. A PHC pipe pile driving device, characterized in that: It includes a pressure-bearing ring (1) and a pressure-bearing block (2); The pressure-bearing ring (1) is provided with a plurality of installation openings (11) on the side wall in the circumferential direction; the pressure-bearing ring (1) is provided with a vertical socket (12) for connecting to the main reinforcement of the PHC pipe pile; The pressure-bearing block (2) is inserted into the installation opening (11) and can move radially along the pressure-bearing ring (1).
2. The PHC pipe pile driving device according to claim 1, characterized in that: A vertical limiting rod (13) is arranged in the installation opening of the pressure-bearing ring (1), and the pressure-bearing block (2) is provided with a long strip-shaped through hole (21), and the limiting rod (13) passes through the long strip-shaped through hole (21) for limiting.
3. The PHC pipe pile driving device according to claim 1, characterized in that: The cross section of the pressure-bearing block (2) is fan-shaped.
4. The usage method of a PHC pipe pile driving device according to claim 1, characterized in that: It includes the following steps: Step S1: Insert the main reinforcement of the PHC pipe pile into the vertical socket (12) of the pressure-bearing ring (1), connect the pressure-bearing ring (1) to the PHC pipe pile, and insert the pressure-bearing block (2) into the installation opening (11); Step S2: Drive the PHC pipe pile and the pressure-bearing ring (1) into the soil. After the penetration depth reaches the design elevation, push the pressure-bearing block (2) to extend out of the pressure-bearing ring (1) and into the soil.
5. The usage method of a PHC pipe pile driving device according to claim 4, characterized in that: The said Step S1 includes the following steps: Step S11: The pressure-bearing ring (1) moves freely along the longitudinal direction of the steel bar. Move the pressure-bearing ring (1) to the non-dense area of the stirrups. After placing it in the rolling welding machine, densely arrange the spiral stirrups and weld and fix the pressure-bearing ring (1). The production of the steel reinforcement cage is completed; Step S12: Install chucks at both ends of the steel reinforcement cage, tighten them with screws, and use binding wires to connect the stirrups and the main reinforcement. Place the steel reinforcement cage into the steel formwork, place the steel formwork on the pedestal, and prepare to pour concrete; Step S13: Use a pouring machine to pour concrete into the steel formwork in the pedestal. The concrete at the pressure-bearing ring (1) is 10 - 20% more than that at the nearby positions, and the connection between the PHC pipe pile pouring and the pressure-bearing ring is completed; Step S14: After pouring, install the other half of the steel formwork and fix it with screws. Stretch the steel bars on the pedestal to make the tensile force reach the design value; After tensioning, use a centrifugal forming machine to form, and transport it to the curing room for curing after completion.