A splicing device, splicing structure and preparation method of high-strength concrete pipe pile

Abstract

This invention discloses a pile connector, a pile splicing structure, and a preparation method for high-strength concrete pipe piles. The pile end of the high-strength concrete pipe pile (PHC) is embedded into the splicing space of the connector. Radially distributed ribs are welded between the splicing spaces and on the bottom surface of the splicing plate to enhance the rigidity of the connector and prevent warping deformation of the splicing plate. Prestressed conical bolts are used to apply pre-tightening stress to the bending and shear reinforcement component, eliminating the splicing gap. The bending and shear reinforcement component provides the same bending reinforcement as the main reinforcing steel in the high-strength concrete pipe pile (PHC) and bears shear force, preventing shear failure of the splicing bolts. This significantly enhances the bending and shear deformation resistance of the weak points at the splice, preventing pile breakage caused by bending deformation and shear slippage at the weak points, thus meeting the requirements for bending and shear deformation resistance of excavated support piles.

Description

Technical Field

[0001] This invention belongs to the field of building construction technology, specifically relating to a pile connector, pile connection structure and preparation method for high-strength concrete pipe piles. Background Technology

[0002] Compared with cast-in-place piles, prestressed high-strength concrete pipe piles have advantages such as high pile strength, fast construction speed, good economy, guaranteed pile quality, no mud discharge, and civilized construction. Therefore, high-strength concrete pipe piles have become a type of deep foundation pit support structure that has been vigorously promoted in coastal soft soil areas in recent years.

[0003] Due to production, transportation, and construction reasons, the length of a single large-diameter prestressed concrete pipe pile often cannot meet the design depth requirements in one go. Therefore, on-site splicing of pipe piles is necessary before pile driving, connecting sections of the pipe pile together. However, when the pipe pile is subjected to bending, there is a deformation incompatibility between the pipe pile joint end plate and the concrete, two different media. The end plate is prone to detachment under bending, and obvious cracks appear on the concrete side of the end plate. The ultimate bending moment of the joint pile only reaches about 60% of the ultimate bending moment of the entire pile, which is far inferior to the bending resistance of the entire pile. Therefore, it is necessary to propose a pipe pile splicing structure with better bending resistance. Summary of the Invention

[0004] In order to overcome the above-mentioned shortcomings of the prior art, the first objective of the present invention is to provide a pile connector for high-strength concrete pipe piles.

[0005] The second objective of this invention is to provide a splicing structure for high-strength concrete pipe piles.

[0006] The third objective of this invention is to provide a method for preparing high-strength concrete pipe piles.

[0007] The present invention adopts the following technical solution:

[0008] A pile connector for high-strength concrete pipe piles includes a pile connector plate, a pile connector plate rib, a pile connector tube rib, an inner cylinder of the pile connector, an outer cylinder of the pile connector, and an annular plate.

[0009] The inner cylinder of the pile connector and the outer cylinder of the pile connector are concentrically arranged and connected by the annular plate. The upper end of the inner cylinder of the pile connector extends from the annular plate and is connected to the pile connecting plate. The pile connecting plate rib is located between the pile connecting plate and the annular plate. A pile connecting space is formed between the inner cylinder of the pile connector and the outer cylinder of the pile connector. The pile connecting cylinder rib is located in the pile connecting space.

[0010] Preferably, an annular area is formed between the inner cylinder of the pile connector, the annular plate, and the pile connector plate, and the number of ribs on the pile connector plate is two or more, which are distributed radially around the outer cylinder of the pile connector.

[0011] Preferably, the pile connection space has a ring structure, and the number of pile connection cylinder ribs is two or more, which are distributed radially around the outer cylinder of the pile connector.

[0012] Preferably, a plurality of pile bolt holes are evenly distributed on the pile connecting plate and radially along the center of the outer cylinder of the pile connector; a plurality of main reinforcement anchor holes are evenly distributed on the annular plate and radially along the center of the outer cylinder of the pile connector; and a plurality of prestressed bolt holes are evenly distributed on the outer wall surface of the outer cylinder of the pile connector and radially along the center of the outer cylinder of the pile connector.

[0013] A splicing structure for high-strength concrete pipe piles includes the aforementioned splicer, wherein there are two splicers arranged between adjacent pile sections, and the splicing discs of the adjacent splicers are connected.

[0014] One end of the pile section is located in the pile splicing space. A main steel bar is provided in the pile section. One end of the main steel bar is connected to the annular plate. A prestressed tapered bolt is provided on the outer wall of the outer cylinder of the pile splicer. One end of the prestressed tapered bolt extends into the pile splicing space and is connected to the pile section. The other end is provided with a prestressed locking nut.

[0015] A bending shear reinforcement component is provided on the outer wall of the pile connector. The bending shear reinforcement component includes two bending shear reinforcement plates. The bending shear reinforcement plates have a semi-circular structure and are attached to the outer wall of the pile connector. The prestressed tapered bolt is connected to and passes through the bending shear reinforcement plates. A locking bolt for connection is provided between the two bending shear reinforcement plates.

[0016] Preferably, the annular plate is provided with main reinforcement anchor holes, one end of the main reinforcement is connected to the main reinforcement anchor holes, the outer wall surface of the pile connector outer cylinder is provided with prestressed bolt holes, and the prestressed conical bolt is connected to and passes through the prestressed bolt holes.

[0017] Preferably, a ring of protrusions is provided at the bottom of the outer wall surface of the outer cylinder of the pile connector, at the center of the outer cylinder and in its radial direction, and a fixing groove for cooperating with the bending and shear reinforcement component is formed between the protrusions of two connected pile connectors.

[0018] A method for preparing high-strength concrete pipe piles, using the aforementioned pile connector, includes the following steps:

[0019] S1. Connect the pile-connecting discs of the two pile connectors together, with the pile-connecting spaces of the two pile connectors facing each other, and install anti-bending shear reinforcement components on the outer walls of the two pile connectors for connection.

[0020] S2. Tie the reinforcing cage, and place one end of the reinforcing cage into the splicing space of the splicer;

[0021] S3. Place the reinforcing cage into the casting mold and pour the concrete.

[0022] S4. Tension the main reinforcing bars of the steel cage so that the main reinforcing bars are anchored in the main reinforcing bar anchor holes on the annular plate;

[0023] S5, centrifugal molding;

[0024] S6. Steam pressure curing;

[0025] S7. Remove the casting mold;

[0026] S8. Check the connection between the pile connector and the pile wall of the cast-in-place pile section. If a gap is found, pressure grouting is required to fill the gap. The grout can be high-strength fine-particle mortar or other high-strength adhesive.

[0027] Preferably, in step S1, the bending and shear reinforcement assembly includes two bending and shear reinforcement plates, which are semi-circular in structure and are attached to the outer wall of the pile connector. The prestressed tapered bolt is connected to and passes through the bending and shear reinforcement plate, and a locking bolt for connection is provided between the two bending and shear reinforcement plates.

[0028] Preferably, in step S1, the connection between the pile receiving discs of the two pile connectors is a welded connection or a bolted connection.

[0029] Compared with the prior art, the beneficial effects of the present invention are as follows:

[0030] This invention embeds the pile end of a high-strength concrete pipe pile (PHC) into the splicing space of a splicer, and welds radially distributed ribs between the splicing spaces and on the bottom surface of the splicing plate to enhance the rigidity of the splicer and prevent warping deformation of the splicing plate. Prestressed conical bolts are used to apply pre-tightening stress to the bending-shear reinforcement component, eliminating splicing gaps. The bending-shear reinforcement component provides the same bending reinforcement as the main reinforcing steel in the PHC and bears shear force, preventing shear failure of the splicing bolts. This significantly enhances the bending-shear deformation resistance of weak points at the splice, preventing pile breakage caused by bending deformation and shear slippage at the weak points of the splice, thus meeting the requirements for bending and shear deformation resistance of excavated support piles. Attached Figure Description

[0031] The technology of the present invention will be further described in detail below with reference to the accompanying drawings and specific embodiments:

[0032] Figure 1 This is a schematic diagram of the connection between the pile connector and the pile section of the present invention;

[0033] Figure 2 yes Figure 1 Enlarged schematic diagram marked D1;

[0034] Figure 3 This is a schematic diagram of the pile connectors of the present invention being interconnected by bolts;

[0035] Figure 4 yes Figure 3 Enlarged view of mark D2;

[0036] Figure 5 yes Figure 4 A cross-sectional schematic diagram of CC;

[0037] Figure 6 This is a schematic diagram of the pile connectors of the present invention connected to each other by a welded structure;

[0038] Figure 7 This is a front view of the bending and shear reinforcement component of the present invention;

[0039] Figure 8 yes Figure 7 A schematic diagram of the cross-section of DD;

[0040] Figure 9 yes Figure 7 Enlarged view of the diagram marked D4;

[0041] Figure 10 This is a schematic diagram of the prestressed tapered bolt component of the present invention;

[0042] Figure 11 This is a schematic diagram of the bending and shear reinforcement plate of the present invention before installation;

[0043] Figure 12 This is a schematic diagram of the bending and shear reinforcement plate of the present invention after installation;

[0044] Figure 13 This is a schematic diagram of the installation of the prestressed tapered bolt component of the present invention;

[0045] Figure label:

[0046] 1. Pile section; 2. Pile connector; 2-1. Pile connector plate; 2-2. Pile connector plate rib; 2-3. Pile connector tube rib; 2-4. Pile connector inner tube; 2-5. Pile connector outer tube; 2-6. Annular plate; 2-7. Main reinforcement anchor hole; 2-8. Pile connector bolt hole; 3. Main reinforcement; 4. Stirrup; 5. Pile connector bolt; 6. Pile connector nut; 7. Left bending shear reinforcement plate; 8. Right bending shear reinforcement plate; 9. Prestressed tapered bolt; 10. Prestressed locking nut; 11. Locking bolt; 12. Prestress sensor. Detailed Implementation

[0047] The following will provide a clear and complete description of the concept, specific structure, and technical effects of the present invention in conjunction with embodiments and accompanying drawings, so as to fully understand the purpose, solution, and effects of the present invention. It should be noted that, unless otherwise specified, the embodiments and features described in this application can be combined with each other. The same reference numerals used throughout the accompanying drawings indicate the same or similar parts.

[0048] It should be noted that, unless otherwise specified, when a feature is referred to as "fixed" or "connected" to another feature, it can be directly fixed or connected to the other feature, or indirectly fixed or connected to the other feature. Furthermore, the descriptions of "up," "down," "left," and "right" used in this invention are only relative to the relative positional relationships of the various components of the invention in the accompanying drawings.

[0049] Reference Figures 1 to 13 This embodiment discloses a pile connector for high-strength concrete pipe piles, including a pile connector plate 2-1, a pile connector plate rib 2-2, a pile connector tube rib 2-3, a pile connector inner tube 2-4, a pile connector outer tube 2-5, and an annular plate 2-6.

[0050] The inner cylinder 2-4 and the outer cylinder 2-5 of the pile connector are concentrically arranged and connected by an annular plate 2-6. The upper end of the inner cylinder 2-4 extends out from the annular plate 2-6 and connects to the pile connecting plate 2-1. The pile connecting plate rib 2-2 is located between the pile connecting plate 2-1 and the annular plate 2-6. A pile connecting space is formed between the inner cylinder 2-4 and the outer cylinder 2-5 of the pile connector. The pile connecting cylinder rib 2-3 is located in the pile connecting space.

[0051] Specifically, an annular area is formed between the inner cylinder 2-4 of the pile connector, the annular plate 2-6, and the pile connector plate 2-1. There are two or more ribs 2-2 on the pile connector plate, which are distributed radially around the inner cylinder 2-4 of the pile connector.

[0052] Specifically, the pile splicing space has a ring structure, and there are more than two pile splicing cylinder ribs 2-3, which are distributed radially around the outer cylinder 2-5 of the pile splicer.

[0053] Specifically, multiple pile bolt holes 2-8 are evenly distributed on the pile splicing plate 2-1 and radially along the center of the outer cylinder 2-5 of the pile splicer. Multiple main reinforcement anchor holes 2-7 are evenly distributed on the annular plate 2-6 and radially along the center of the outer cylinder 2-5 of the pile splicer. Multiple prestressed bolt holes are evenly distributed on the outer wall surface of the outer cylinder 2-5 and radially along the center of the outer cylinder 2-5 of the pile splicer.

[0054] The components of the pile connector 2 are welded together to form a rigid whole. The inner cylinder 2-4 and outer cylinder 2-5 of the pile connector 2 are welded together by annular plate 2-6 and pile tube rib 2-3. The pile plate 2-1 is welded to the inner cylinder 2-4 and the pile plate rib 2-2. The pile plate rib 2-2 and the pile tube rib 2-3 are distributed radially to form a bending-resistant structure with high rigidity, preventing the pile plate 2-1 from warping. The bending load capacity of the pile connector 2 is set according to the principle that its overall bending strength is greater than that of the pile section 1 of the high-strength concrete pipe pile (PHC), so as to give full play to the overall bending capacity of the excavation support high-strength concrete pipe pile (PHC) formed by the pile connection.

[0055] In the pile connector 2, the annular plate 2-6 connecting the inner cylinder 2-4 and the outer cylinder 2-5 of the pile connector is provided with evenly distributed main reinforcement anchor holes. The pre-tensioned main reinforcement 3 is anchored in the stepped main reinforcement anchor holes. The embedded connection between the pile connector 2 and the high-strength concrete pipe pile (PHC) is as follows: First, the end of the high-strength concrete pipe pile (PHC) is embedded into the pile splicing space, with an embedding depth L greater than 0.5 times the diameter D of the pile connector 2. The inner and outer walls of the pile section 1 of the cast high-strength concrete pipe pile (PHC) are tightly combined with the pile splicing space. Second, the prestress of the main reinforcement 3 is used to firmly lock the pile connector 2 onto the cross-section of the pile section 1 of the high-strength concrete pipe pile (PHC). The prestress of the main reinforcement 3 can prevent the separation of the end face of the bending deformation pile section 1 from the pile connector 2.

[0056] A splicing structure for high-strength concrete pipe piles includes the aforementioned splicer 2. There are two splicers 2, which are arranged between adjacent pile sections 1, and the splicing discs 2-1 of the adjacent splicers 2 are connected.

[0057] One end of the pile section 1 is located in the pile splicing space. A main steel bar 3 is provided in the pile section 1. One end of the main steel bar 3 is connected to the annular plate 2-6. A prestressed conical bolt 9 is provided on the outer wall of the outer cylinder 2-5 of the pile splicer. One end of the prestressed conical bolt 9 extends into the pile splicing space and is connected to the pile section 1. The other end is provided with a prestressed locking nut 10.

[0058] A bending shear reinforcement component is provided on the outer wall of the pile connector 2. The bending shear reinforcement component includes two bending shear reinforcement plates, namely a left bending shear reinforcement plate 7 and a right bending shear reinforcement plate 8. The bending shear reinforcement plates have a semi-circular structure and are attached to the outer wall of the pile connector 2. The prestressed tapered bolt 9 is connected to and passes through the bending shear reinforcement plate. A locking bolt 11 for connection is provided between the two bending shear reinforcement plates.

[0059] The prestressed tapered bolt 9 applies pre-tightening stress to the bending and shear reinforcement assembly to eliminate the pile splice gap. The bending and shear reinforcement plate plays the same bending reinforcement role as the main steel bar 3 in high-strength concrete pipe piles (PHC) and bears shear force, preventing the pile splice bolt 5 from being damaged by shear. It enhances the bending and shear deformation resistance of the weak part at the pile splice, prevents pile breakage caused by bending deformation and shear displacement at the weak part at the pile splice, and meets the usage requirements of bending and shear deformation resistance of excavated support piles. Two rows of evenly distributed tapered prestressing holes are pre-drilled on the bending and shear reinforcement plate to mate with the prestressed tapered bolts 9. The spacing between the upper and lower tapered prestressing holes is set to H-Δ (H is the installation spacing of the prestressed tapered bolts 9, and Δ is the preset tensioning length of the bending and shear reinforcement plate). The difference in the diameter of the tapered prestressing holes is the same as the difference in the diameter of the tapered surface of the prestressed tapered bolts 9, set as (d2-d1) = Δ (d2 is the larger diameter of the tapered surface of the prestressed tapered bolts 9, and d1 is the smaller diameter of the tapered surface of the prestressed tapered bolts 9). The tapered angle (wedge angle) of the prestressed tapered bolts 9 is set to θ. The prestressed tapered bolts 9 are inserted into the pre-drilled holes in the outer cylinder 2-5 of the pile connector and welded to the inner wall of the outer cylinder 2-5 of the pile connector to ensure the firmness of the installation of the prestressed tapered bolts 9.

[0060] Requirements for the installation of bending and shear reinforcement components:

[0061] To more accurately measure the installation spacing H of the prestressed tapered bolt 9, the installation spacing H can be measured after the pile-connecting bolts 5 used to connect the two pile connectors 2 are tightened with the pile-connecting nuts 6. The tapered prestressed holes on the bending shear reinforcement plate can also be machined on-site according to the measured value of the installation spacing H of the prestressed tapered bolt 9 and the preset Δ value to ensure that the bending shear reinforcement plate can be easily fitted onto the prestressed tapered bolt 9. After the pile-connecting bolts 5 are tightened, the bending shear reinforcement plate and the prestressed locking nuts 10 are sequentially fitted onto the prestressed tapered bolt 9, and a locking torque is applied to each prestressed locking nut 10 in sequence. Torque The prestressing force is applied in multiple stages, with each application not exceeding M / 3. The prestressing locking nuts 10 on the left and right bending and shear reinforcement plates are tightened symmetrically and gradually, following the order of first the middle, then the sides, and finally the others. After the torque applied to each locking nut gradually reaches the preset M value, the left and right bending and shear reinforcement plates are then tightened by the locking bolts 11. The preset prestressing force on each bending and shear reinforcement plate can be calculated using the following formula:

[0062] ;

[0063] In the above formula, n represents the number of prestressed tapered bolts 9 on each bending and shear reinforcement plate; , , , These are the thread profile angle, average radius, pitch, and wedge angle of the prestressed tapered bolt part 9, respectively. , (and (Equivalent values) are the equivalent outer radius and inner radius of the prestressed locking nut 10, respectively.

[0064] Meanwhile, prestress sensors 12 are installed on each bending and shear reinforcement plate. The installation process of the bending and shear reinforcement plate can be carried out under the detection and control of the prestress sensors 12, so as to control the prestress in the bending and shear reinforcement plate within the set range.

[0065] Specifically, the annular plate 2-6 is provided with main reinforcement anchor holes, one end of the main reinforcement 3 is connected to the main reinforcement anchor holes, the outer wall of the pile connector outer cylinder 2-5 is provided with prestressed bolt holes, and the prestressed tapered bolt 9 is connected to and passes through the prestressed bolt holes.

[0066] Specifically, at the bottom of the outer wall of the pile connector 2-5, a ring of protrusions is provided at the center of the outer cylinder 2-5 and in its radial direction. A fixing groove is formed between the protrusions of two connected pile connectors 2 for cooperating with the bending and shear reinforcement component.

[0067] In this embodiment: the parameters of the prestressed tapered bolt 9 are as follows: , , , , These are the thread profile angle, thread helix angle, average radius, pitch, and wedge angle of the prestressed tapered bolt, respectively. , (and (Equivalent values) are the equivalent outer radius and inner radius of the prestressed locking nut 10, respectively.

[0068] Force symbols in the embodiments: This indicates the locking force (on the threaded inclined surface) between the prestressed tapered bolt 9 and the prestressed locking nut 10; This indicates the locking force between the prestressed locking nut 10 and the bending and shear reinforcement plate; Fa represents the normal wedging force exerted by the conical surface of the prestressed tapered bolt 9 against the bending and shear reinforcing plate; Fa represents the wedging force generated by each prestressed tapered bolt 9 against the bending and shear reinforcing plate; μ represents the coefficient of friction between steel and steel.

[0069] (3) The formula for calculating the preload of the bending and shear reinforcement plate in the figure:

[0070] The locking force between the prestressed tapered bolt 9 and the lock nut:

[0071] In the above formula, This indicates the torque applied to each prestressed locking nut 10.

[0072] The locking force between the prestressed locking nut 10 and the bending and shear reinforcement plate:

[0073] ;

[0074] The conical surface of the prestressed tapered bolt member 9 resists the wedge tension applied to the bending shear reinforcement plate:

[0075] ;

[0076] Preload on each bending and shear reinforcement plate:

[0077] In the formula, n represents the number of prestressed tapered bolts 9 on the left or right bending and shear reinforcement plate.

[0078] The following is the derivation process of the preload formula:

[0079] ① Torque balance of prestressed locking nut 10:

[0080] → ( ≈1) → (1)

[0081] ② Axial (horizontal) balance of prestressed locking nut 10:

[0082] → ( ≈1, → (2)

[0083] ③ Axial (horizontal) balance of tension force in the bending and shear reinforcement plate:

[0084] → (3)

[0085] ④ Radial (vertical) balance of tension force in the bending and shear reinforcement plate:

[0086] (4)

[0087] Substituting equation (2) into equation (1), we get:

[0088] →

[0089] (5)

[0090] Substituting equation (5) into equation (2), we get:

[0091] (6)

[0092] Substituting equation (3) into equation (4), we get:

[0093] →

[0094] → →

[0095] (7)

[0096] If the number of prestressed tapered bolts on each bending and shear reinforcement plate is n, then the preload on each bending and shear reinforcement plate is:

[0097] (8)

[0098] As an implementation example, if we take: n=9; M =30cm×20kg =600kg-cm; =0.15; =1.0cm; =1.75cm; =1.0cm; =20º; =0.2cm; =6º. Then, the preload of each bending and shear reinforcement plate is calculated by formula (8) as Fa=54092.7kg =54T.

[0099] Therefore, the prestressed tapered bolt 9 can easily apply sufficient prestress to the bending-shear reinforcement plate, eliminate the pile splice gap, and achieve the same bending reinforcement effect as the main reinforcing bar 3 in high-strength concrete pipe piles (PHC). Simultaneously, the bending-shear reinforcement plate withstands shear force, preventing shear failure of the splice bolt 5. Thus, the bending-shear reinforcement plate significantly enhances the bending-shear deformation resistance of the weak points in the pile splice. The installation process of the bending-shear reinforcement plate can be carried out under the detection and control of the prestress sensor 12 on the reinforcement plate to keep the prestress within the set range.

[0100] In the above embodiments: the pile connector 2 is anchored to the pile end of the pile section 1, and the pile sections 1 of the high-strength concrete pipe pile (PHC) are connected into an integral bending member by bolt connection or welding between the pile connectors 2. The bending and shear reinforcement component applies pre-tightening stress by pre-stressed tapered bolts to eliminate the gap of the pile joint and improve the bending and shear stiffness of the weak part at the pile joint.

[0101] Unlike foundation piles, which mainly bear axial compressive loads, large-diameter high-strength concrete pipe piles (PHC) used for excavation support mainly bear bending moments and shear forces. High-strength concrete pipe piles (PHC) will undergo significant bending and shear deformation. When using the commonly used pile head plate splicing, the weak part at the splice is prone to bending deformation and shear displacement, which can lead to pile breakage. In this embodiment, the pile end of the high-strength concrete pipe pile (PHC) is embedded between the splicing spaces of the splicing device 2, and radially distributed ribs are welded between the splicing spaces and on the bottom surface of the splicing plate 2-1 to enhance the rigidity of the splicing device 2 and prevent warping deformation of the splicing plate 2-1. Prestressed conical bolts 9 are used to apply pre-tightening stress to the bending-shear reinforcement component, eliminating the splicing gap. The bending-shear reinforcement component plays the same bending-strengthening role as the main reinforcing steel 3 in the high-strength concrete pipe pile (PHC) and bears shear force, preventing shear failure of the splicing bolts 5. This greatly enhances the bending-shear deformation resistance of the weak parts at the splicing point, preventing pile breakage caused by bending deformation and shear slippage at the weak parts of the splicing point, and meeting the requirements for bending and shear deformation resistance of excavated support piles. A prestress sensor 12 is installed on the bending-shear reinforcement plate. The installation process of the bending-shear reinforcement component is carried out under the monitoring and control of the prestress sensor 12 on the bending-shear reinforcement plate to control the prestress in the reinforcement plate within a set range.

[0102] A method for preparing high-strength concrete pipe piles, using the aforementioned pile connector 2, includes the following steps:

[0103] S1. Connect the pile connecting plates 2-1 of the two pile connectors 2 together, and set the space openings of the pile connecting spaces of the two pile connectors 2 opposite each other. Install anti-bending shear reinforcement components on the outer wall of the two pile connectors 2 for connection.

[0104] S2. Tie the reinforcing cage, which includes main reinforcing bars 3 and stirrups 4. One end of the reinforcing cage is placed into the splicing space of the splicing device 2.

[0105] S3. Place the reinforcing cage into the casting mold and pour the concrete.

[0106] S4. Tension the main steel bar 3 of the steel cage so that the main steel bar 3 is anchored in the main steel bar anchor hole on the annular plate 2-6;

[0107] S5, centrifugal molding;

[0108] S6. Steam pressure curing;

[0109] S7. Remove the casting mold;

[0110] S8. Check the connection between the pile connector 2 and the pile wall of the cast-in-place pile section 1. If a gap is found, pressure grouting is required to fill the gap. The grout can be high-strength fine-particle mortar or other high-strength adhesive.

[0111] Specifically, in step S1, the bending shear reinforcement assembly includes two bending shear reinforcement plates, which are semi-circular in structure. The bending shear reinforcement plates are attached to the outer wall of the pile connector 2. The prestressed tapered bolts are connected to and pass through the bending shear reinforcement plates. A locking bolt 11 for connection is provided between the two bending shear reinforcement plates.

[0112] Specifically, in step S1, the connection between the pile receiving plates 2-1 of the two pile connectors 2 is achieved by welding or by bolting.

[0113] Other aspects of the high-strength concrete pipe pile connector described in this invention are described in the prior art and will not be repeated here.

[0114] The above description is merely a preferred embodiment of the present invention and is not intended to limit the present invention in any way. Therefore, any modifications, equivalent changes, and alterations made to the above embodiments based on the technical essence of the present invention without departing from the scope of the present invention shall still fall within the scope of the present invention.

Claims

1. A method for preparing high-strength concrete pipe piles, characterized in that, A splicing structure for high-strength concrete pipe piles is adopted. The splicing structure for high-strength concrete pipe piles includes a splicer for high-strength concrete pipe piles. The splicer for high-strength concrete pipe piles includes a splicing disc, a splicing disc rib, a splicing cylinder rib, an inner cylinder of the splicer, an outer cylinder of the splicer, and an annular plate. The inner cylinder of the pile connector and the outer cylinder of the pile connector are concentrically arranged and connected by the annular plate. The upper end of the inner cylinder of the pile connector extends from the annular plate and is connected to the pile connecting plate. The pile connecting plate rib is located between the pile connecting plate and the annular plate. A pile connecting space is formed between the inner cylinder of the pile connector and the outer cylinder of the pile connector. The pile connecting cylinder rib is located in the pile connecting space. The number of pile connectors is two and they are arranged between adjacent pile sections, and the pile connecting plates of adjacent pile connectors are connected. One end of the pile section is located in the pile splicing space. A main steel bar is provided in the pile section. One end of the main steel bar is connected to the annular plate. A prestressed tapered bolt is provided on the outer wall of the outer cylinder of the pile splicer. One end of the prestressed tapered bolt extends into the pile splicing space and is connected to the pile section. The other end is provided with a prestressed locking nut. A bending and shear reinforcement assembly is provided on the outer wall of the pile connector. The bending and shear reinforcement assembly includes two bending and shear reinforcement plates. The bending and shear reinforcement plates have a semi-circular structure and are attached to the outer wall of the pile connector. The prestressed tapered bolt is connected to and passes through the bending and shear reinforcement plates. A locking bolt for connection is provided between the two bending and shear reinforcement plates. The preparation method comprises the following steps: S1. Connect the pile-connecting discs of the two pile connectors together, with the pile-connecting spaces of the two pile connectors facing each other, and install anti-bending shear reinforcement components on the outer walls of the two pile connectors for connection. Requirements for the installation of bending and shear reinforcement components: The installation spacing H of the prestressed tapered bolts is measured. The installation spacing H is measured again after the connecting bolts used to connect the two pile connectors are tightened with the connecting nuts. The tapered prestressed holes on the bending shear reinforcement plate are processed on site according to the measured value of the installation spacing H of the prestressed tapered bolts and the preset Δ value. Δ is the preset tensioning length of the bending shear reinforcement plate to ensure that the bending shear reinforcement plate can be easily fitted onto the prestressed tapered bolts. After the pile bolts are tightened, the bending and shear reinforcement plates and prestressed locking nuts are sequentially fitted onto the prestressed tapered bolts, and locking torque is applied to each prestressed locking nut in turn. ; Torque The prestressing is applied in multiple stages, with each application not exceeding M / 3. The prestressing locking nuts on the left and right bending-shear reinforcement plates are tightened symmetrically and gradually, following the order of first the middle, then the sides, and finally the others. The upper and lower rows of prestressing locking nuts on each locking nut are tightened symmetrically and gradually. After the torque applied to each locking nut gradually reaches the preset M value, the left and right bending-shear reinforcement plates are then tightened with locking bolts. The preset prestressing force on each bending-shear reinforcement plate is calculated using the following formula: ； In the above formula, n represents the number of prestressed tapered bolts on each bending and shear reinforcement plate; , , , These are the thread profile angle, average radius, pitch, and wedge angle of the prestressed tapered bolt component, respectively. , These are the equivalent outer radius and inner radius of the prestressed locking nut, respectively; Meanwhile, prestress sensors are installed on each bending and shear reinforcement plate. The installation process of the bending and shear reinforcement plate is carried out under the detection and control of the prestress sensors to keep the prestress in the bending and shear reinforcement plate within the set range. Parameters of prestressed tapered bolts: , , , , These are the thread profile angle, thread helix angle, average radius, pitch, and wedge angle of the prestressed tapered bolt component; and are the equivalent outer radius and inner radius of the prestressed locking nut, respectively; This indicates the locking force between the prestressed tapered bolt and the prestressed locking nut. This indicates the locking force between the prestressed locking nut and the bending and shear reinforcement plate; Fa represents the normal wedging force exerted by the conical surface of the prestressed tapered bolt against the bending and shear reinforcement plate; Fa represents the wedging force generated by each prestressed tapered bolt against the bending and shear reinforcement plate; μ represents the coefficient of friction between steel and steel. The locking force between the prestressed tapered bolt and the lock nut: In the above formula, This indicates the torque applied to each prestressed lock nut; Locking force between the prestressed locking nut and the bending and shear reinforcement plate: ； The conical surface of the prestressed tapered bolt member resists the wedge tension applied to the bending shear reinforcement plate: ； Preload on each bending and shear reinforcement plate: In the formula, n represents the number of prestressed tapered bolts on the left or right bending and shear reinforcement plate; The following is the derivation process of the preload formula: ① Torque balance of prestressed locknuts: → （ ≈1）→ ；（1） ② Axial balance of prestressed locknuts: → （ ≈1， ） → ；（2） ③ Axial balance of tension force in bending and shear reinforcement plates: → ；（3） ④ Radial balance of tension force in bending and shear reinforcement plates: ；（4） Substituting equation (2) into equation (1), we get: → ；（5） Substituting equation (5) into equation (2), we get: ；（6） Substituting equation (3) into equation (4), we get: → → → ；（7） If the number of prestressed tapered bolts on each bending and shear reinforcement plate is n, then the preload on each bending and shear reinforcement plate is: ；（8）； S2. Tie the reinforcing cage, and place one end of the reinforcing cage into the splicing space of the splicer; S3. Place the reinforcing cage into the casting mold and pour the concrete. S4. Tension the main reinforcing bars of the steel cage so that the main reinforcing bars are anchored in the main reinforcing bar anchor holes on the annular plate; S5, centrifugal molding; S6. Steam curing; S7. Remove the casting mold; S8. Check the connection between the pile connector and the pile wall of the cast-in-place pile section. If a gap is found, pressure grouting is required to fill the gap. The grout can be high-strength fine-particle mortar or other high-strength adhesive.

2. The method for preparing high-strength concrete pipe piles according to claim 1, characterized in that, The inner cylinder of the pile connector, the annular plate, and the pile connector plate form an annular area. The number of ribs on the pile connector plate is two or more, and they are distributed radially around the inner cylinder of the pile connector.

3. The method for preparing high-strength concrete pipe piles according to claim 1, characterized in that, The pile connection space has a ring structure, and the number of pile connection cylinder ribs is two or more, which are distributed radially around the outer cylinder of the pile connector.

4. The method for preparing high-strength concrete pipe piles according to claim 1, characterized in that, Multiple pile bolt holes are evenly distributed radially on the pile connector plate along the center of the outer cylinder of the pile connector. Multiple main reinforcement anchor holes are evenly distributed radially on the annular plate along the center of the outer cylinder of the pile connector. Multiple prestressed bolt holes are evenly distributed radially on the outer wall surface of the outer cylinder of the pile connector along the center of the outer cylinder of the pile connector.

5. The method for preparing high-strength concrete pipe piles according to claim 1, characterized in that, At the bottom of the outer wall of the pile connector, a ring of protrusions is provided at the center of the outer cylinder and radially thereon. A fixing groove is formed between the protrusions of two connected pile connectors for cooperating with the bending and shear reinforcement component.

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