Self-resetting multi-section prefabricated assembled pier and construction method

Abstract

The invention discloses a self-resetting multi-section prefabricated assembled pier and a construction method, the self-resetting multi-section prefabricated assembled pier comprises a prefabricated cover beam, a pier column and a pier bearing platform, the pier column is formed by splicing a plurality of prefabricated sections, and is connected with the prefabricated cover beam through the prefabricated section located at the top; the prefabricated bent cap is connected with the pier bearing platform through a prefabricated section located at the bottom in a bell and spigot joint mode, and the non-adhesive prestressed tendons are connected with the prefabricated bent cap and the pier bearing platform and provide self-resetting capacity for the pier. According to the multi-section prefabricated assembled pier with the self-resetting capacity and the construction method, the formworks are prefabricated in a unified mode in a factory, the efficiency is improved while the prefabrication and construction cost is reduced, the mode of prefabricated section splicing and shallow socket connection is adopted, construction in narrow and complex terrains is facilitated, prestressed tendons used for self-resetting are arranged, and the construction efficiency is improved. The overall anti-seismic performance is improved, the integrity, rigidity and bearing capacity of the assembled pier are improved, the service life is prolonged, and meanwhile the maintenance cost is reduced.

Description

Technical Field

[0001] This invention relates to the field of bridge pier construction, and in particular to a self-resetting multi-segment prefabricated bridge pier. Background Technology

[0002] In the construction of bridges in mountainous cities, multi-segment precast piers are the core load-bearing structure, primarily supporting the superstructure of the bridge and transferring loads to the substructure and foundation. The core technology involves prefabricating pier segments in a factory and then assembling them on-site to form a complete pier. Compared to traditional cast-in-place piers, this technology significantly reduces on-site concrete pouring and curing, effectively shortening the construction cycle and reducing on-site construction risks in complex mountainous environments. Therefore, it has become a key choice for balancing construction efficiency and engineering safety in mountainous bridges. In practical applications, pier segments need to be divided according to the mountainous transportation capacity and the lifting capacity of hoisting equipment. Reinforcing bars, sleeves, and other connecting components are used to achieve mechanical transfer between segments, thereby meeting the overall load-bearing and seismic requirements of the bridge. This technology is widely used in the expansion of road networks in mountainous cities and the construction of bridges across valleys.

[0003] However, existing multi-segment precast bridge pier technology mostly follows the design and construction framework of plain areas, which is not fully adapted to the special conditions of mountainous areas and has obvious shortcomings. First, the technology suffers from poor terrain adaptability and inconvenient construction. The dimensions and weight of precast segments do not take into account the passage capacity of small vehicles in mountainous areas and the turning radius of roads, making transportation easily obstructed. Furthermore, the assembly requires high precision from hoisting equipment, but the narrow terrain and limited operating radius in mountainous areas can lead to low construction efficiency and increase the risk of equipment overturning. Second, there is an imbalance between seismic resistance and energy dissipation performance. Pure prestressed connections have weak energy dissipation and are prone to residual deformation, while ordinary steel reinforcement lap connections have poor self-resetting ability and high post-earthquake repair costs. Third, the stability and positioning accuracy of joints are insufficient. Joints rely on a single connecting component, have low shear stiffness, and are prone to slippage. The lack of auxiliary positioning structures during assembly requires repeated adjustments, extending the construction period and increasing costs. Fourth, cost and schedule control are difficult. There are many types of precast formwork, which are expensive. The on-site construction process for connecting the abutment and pier is complex and greatly affected by weather, further increasing costs and extending the construction period. Existing technologies still have room for improvement in terms of terrain adaptability and construction convenience.

[0004] Therefore, there is an urgent need to develop a multi-segment precast bridge pier with self-resetting capability to solve the problems of poor terrain adaptability and inconvenient construction of cast-in-place bridge piers, while reducing construction costs and improving construction efficiency. Summary of the Invention

[0005] In view of this, the purpose of the present invention is to provide a self-resetting multi-segment prefabricated bridge pier and a construction method thereof. The prefabricated template is uniformly prefabricated in the factory, and the prefabricated segment splicing and shallow socket connection method is adopted, which is convenient for construction in narrow and complex terrain. At the same time, it is equipped with prestressed tendons for self-resetting, which improves the overall seismic performance and enhances the integrity, rigidity and bearing capacity of the assembled bridge pier.

[0006] The self-resetting multi-segment prefabricated bridge pier of the present invention includes a prefabricated cap beam, a pier column and a pier cap. The pier column is composed of multiple prefabricated segments spliced ​​together, and is connected to the prefabricated cap beam through the prefabricated segment located at the top, and is connected to the pier cap through the prefabricated segment located at the bottom.

[0007] It also includes unbonded prestressed tendons, which pass through the pier column and connect the precast cap beam and the pier abutment, providing the pier with self-resetting capability.

[0008] Furthermore, the precast segment includes a column and multiple connecting steel bars located on the top surface of the column and evenly arranged along the edge of the top surface. At the same time, multiple grouting sleeves that cooperate with the connecting steel bars to form a connection are pre-embedded on the bottom surface of the column.

[0009] Furthermore, the top surface of the column is provided with several protrusions, while the bottom surface of the column is provided with grooves that conform to the protrusions. The protrusions and grooves of the prefabricated segment cooperate to form a tenon structure to prevent relative movement between adjacent prefabricated segments and to facilitate positioning during installation.

[0010] Furthermore, the precast segment is provided with a reserved channel in the middle for the unbonded prestressed tendon to pass through.

[0011] Furthermore, the two ends of the unbonded prestressed tendon are respectively anchored to the precast cap beam and the pier abutment, and a tensioning force for self-resetting is applied.

[0012] Furthermore, the bottom splice of the precast cap beam is provided with multiple grouting sleeves that cooperate with the connecting steel bars to form a connection, and multiple grooves that cooperate with the protrusion to form a tenon structure.

[0013] Furthermore, the pier cap is also provided with mixed reinforcement that is connected to the precast segment grouting sleeve, and the mixed reinforcement is partially treated to be non-adhesive. At the same time, the bottom surface of the precast segment column connected to the pier cap is not provided with grooves.

[0014] Furthermore, the mixed reinforcement includes connecting steel bars and high-strength steel bars for providing self-resetting tensile force. The connecting steel bars and high-strength steel bars are evenly arranged at the splice of the pier abutment and cooperate with the grouting sleeve of the precast segment.

[0015] Furthermore, the pier cap is also provided with a socket layer for inserting precast segments to form a socket connection, and the socket layer is provided with restraining steel bars to prevent movement between the pier column and the pier cap.

[0016] A construction method for a self-resetting multi-segment precast bridge pier includes the following steps:

[0017] S1. The pier cap is poured, the socket layer is reserved, and the unbonded prestressed tendons are embedded and anchored. The mixed reinforcement is locally treated with unbonded treatment.

[0018] S2. The factory manufactures precast cap beams and multiple precast segments according to the design requirements and transports them to the construction site;

[0019] S3. Use lifting equipment to hoist the precast segments located at the bottom of the pier column into the bearing layer of the pier cap, and then pour concrete.

[0020] S4. After the concrete strength reaches the required level, use lifting equipment to hoist the subsequent precast segments and precast cap beams in sequence and complete the splicing. At the same time, pass the unbonded prestressed tendons through each precast segment and anchor them to the precast cap beam through anchor blocks after applying tension.

[0021] S5. Inspect and accept the bridge piers.

[0022] The beneficial effects of the present invention are as follows: The self-resetting multi-segment prefabricated bridge pier and construction method of the present invention use prefabricated templates in the factory, which reduces the cost of prefabrication and construction while improving efficiency. The method of using prefabricated segment splicing and shallow socket connection is convenient for construction in narrow and complex terrain. It is also equipped with prestressed tendons for self-resetting, which improves the overall seismic performance and enhances the integrity, rigidity and bearing capacity of the assembled bridge pier, thereby extending its service life and reducing maintenance costs. Attached Figure Description

[0023] The present invention will be further described below with reference to the accompanying drawings and embodiments:

[0024] Figure 1 This is a schematic diagram of the structure of the present invention;

[0025] Figure 2 This is a schematic diagram of the top surface of the prefabricated segment of the present invention;

[0026] Figure 3 This is a schematic diagram of the bottom surface of the prefabricated segment of the present invention;

[0027] Figure 4 This is a schematic cross-sectional view of the bridge pier cap of the present invention.

[0028] Explanation of reference numerals in the attached drawings: 1. Precast cap beam; 2. Pier column; 3. Pier abutment; 301. Socket layer; 302. Unbonded treatment; 303. Mixed reinforcement; 4. Precast segment; 401. Column; 402. Connecting reinforcement; 403. Grouting sleeve; 404. Protrusion; 405. Groove; 406. Reserved duct; 5. Unbonded prestressed tendon. Detailed Implementation

[0029] It should be noted that in the description of this specification, the terms "upper", "lower", "top", "bottom", "inner", "outer", "axial", "radial", "circumferential", etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing the present invention 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 limiting the present invention.

[0030] This embodiment of the self-resetting multi-segment precast pier includes a precast cap beam 1, a pier column 2, and a pier cap 3. The pier column 2 is composed of multiple precast segments 4 spliced ​​together, and is connected to the precast cap beam 1 through the precast segments 4 located at the top, and to the pier cap 3 through the precast segments 4 located at the bottom. As shown in the figure, the self-resetting multi-segment precast pier is mainly composed of a precast cap beam 1, a pier column 2, and a pier cap 3. Among them, the pier column 2, as the core vertical load-bearing structure connecting the cap beam and the cap, is not a traditional integral casting form, but adopts a multi-segment precast assembly method, and is manufactured according to factory standards. Multiple prefabricated segments 4, produced by prefabrication, are sequentially assembled on the construction site according to the design sequence to form a complete pier 2 structure. In terms of connection, the prefabricated segment 4 at the top of the pier 2 is spliced ​​with the prefabricated cap beam 1 to form a stable connection, ensuring that the load of the bridge superstructure borne by the cap beam can be effectively transferred to the pier 2. Meanwhile, the prefabricated segment 4 at the bottom of the pier 2 is connected to the pier cap 3 by a socket connection. This connection method not only enables rapid positioning and installation between the pier 2 and the cap, but also improves the integrity and shear resistance of the connection to a certain extent, laying the foundation for the stability of the entire pier structure.

[0031] It also includes unbonded prestressed tendons 5, which connect the precast cap beam 1 and the pier cap 3, and provide the pier with self-resetting capability. As shown in the figure, in order to realize the self-resetting function of the pier after displacement under horizontal loads such as earthquakes, the self-resetting multi-segment precast assembled pier is also equipped with unbonded prestressed tendons 5 to provide the pier with self-resetting capability. The arrangement of the unbonded prestressed tendons 5 runs through the entire vertical height of the pier structure. One end of the tendons is anchored to the precast cap beam 1, and the other end extends to the pier cap 3 and is anchored thereto, forming a structure spanning the cap beam and pier. In the overall prestressed tensioning system of column 2 and pier cap, under normal use, the unbonded prestressing tendons 5 are in a tensioned state, providing continuous vertical prestress to the pier structure, enhancing the overall stiffness and stability of the structure. When the pier is subjected to horizontal loads such as earthquakes that cause horizontal displacement, the unbonded prestressing tendons 5 will generate corresponding tensile force due to the deformation of the pier column 2. This tensile force will form a restoring force, which can pull the pier column 2 back to its initial position after the load disappears, thereby realizing the self-resetting ability of the pier, effectively reducing the difficulty and cost of repairing the pier after an earthquake, and improving the seismic performance and durability of the bridge structure.

[0032] In this embodiment, the precast segment 4 includes a column 401 and multiple connecting steel bars 402 located on the top surface of the column 401 and evenly arranged along the edge of the top surface. Simultaneously, multiple grouting sleeves 403 are pre-embedded on the bottom surface of the column 401 to cooperate with the connecting steel bars 402 and form a connection. As shown in the figure, the precast segment 4 includes a column 401 and connecting steel bars 402 arranged on the column 401. The column 401, as the main body of the precast segment 4, is precast in a factory using high-strength concrete to ensure sufficient compressive strength and durability to withstand vertical loads. On the top surface of the column 401, multiple connecting steel bars 402 are evenly arranged along the edge of the top surface. The diameter and number of the connecting steel bars 402 are determined according to the stress calculation of the pier column 2. One end of the connecting steel bar 402 is pre-embedded in the column 401. The inner end of the column 401 is secured to the concrete with reliable anchoring measures, while the other end extends out of the top surface of the column 401 as a "joint" for connection with adjacent precast segments 4. At the same time, multiple grouting sleeves 403 are pre-embedded on the bottom surface of the column 401, corresponding to the position of the connecting steel bar 402 on the top surface. The inner diameter and length of the grouting sleeves 403 match the diameter and extension length of the connecting steel bar 402 extending from the top surface. When two adjacent precast segments 4 are spliced, the grouting sleeves 403 on the bottom surface of the upper precast segment 4 can be fitted onto the connecting steel bar 402 extending from the top surface of the lower precast segment 4. By injecting high-strength grout into the grouting sleeves 403, a firm integral connection is formed between the connecting steel bar 402 and the grouting sleeves 403, thereby realizing reliable force transmission between adjacent precast segments 4.

[0033] In this embodiment, the top surface of the column 401 is provided with several protrusions 404, and the bottom surface of the column 401 is provided with grooves 405 that conform to the protrusions 404. The protrusions 404 and grooves 405 of the precast segment 4 cooperate to form a tenon structure to prevent relative movement between adjacent precast segments 4 and to facilitate positioning during installation. As shown in the figure, the top and bottom surfaces of the precast segment 4 are also provided with tenon structures formed by the cooperation of protrusions 404 and grooves 405. On the top surface of the column 401, several protrusions 404 are also provided at intervals. The protrusions 404 are precast concrete structures integrated with the column 401. Their shape can be designed as rectangular, trapezoidal, or circular according to construction requirements. The height and width of the protrusions 404 are calculated to ensure that they have sufficient shear strength. Correspondingly, on the bottom surface of the column 401, corresponding to the position of the protrusions 404 on the top surface, an opening is provided. A groove 405 is provided that perfectly matches the shape and size of the protrusion 404. The depth of the groove 405 matches the height of the protrusion 404, ensuring that when adjacent prefabricated segments 4 are spliced, the protrusion 404 can be completely embedded in the groove 405 to form a tenon structure. It plays a dual role in the splicing process: on the one hand, the cooperation between the protrusion 404 and the groove 405 can effectively limit the relative movement between adjacent prefabricated segments 4 in the horizontal direction, preventing the pier 2 from shifting between segments when bearing horizontal loads, and improving the overall anti-lateral displacement performance of the pier 2; on the other hand, when installing prefabricated segments 4 on the construction site, the tenon structure can play an auxiliary positioning role. Construction personnel only need to align the groove 405 of the upper prefabricated segment 4 with the protrusion 404 of the lower prefabricated segment 4 to quickly complete the initial positioning of the segment, which greatly improves the efficiency and accuracy of the assembly construction and reduces construction errors.

[0034] In this embodiment, the precast segment 4 is also provided with a reserved channel 406 for the unbonded prestressing tendon 5 to pass through. As shown in the figure, since the unbonded prestressing tendon 5 needs to penetrate the entire pier structure, extending from the precast cap beam 1 to the pier abutment 3, a reserved channel 406 for the unbonded prestressing tendon 5 to pass through is reserved in the middle of the precast segment 4. The reserved channel 406 is located near the central axis of the precast segment 4 to ensure that the unbonded prestressing tendon 5 can uniformly provide prestress to the pier column 2. The diameter of the reserved channel 406 is slightly larger than the diameter of the unbonded prestressing tendon 5. At the same time, the inner wall of the reserved channel 406 is smooth to reduce the frictional resistance between the unbonded prestressing tendon 5 and the channel wall during tensioning, so as to ensure the effective transmission of prestress.

[0035] In this embodiment, the two ends of the unbonded prestressed tendon 5 are respectively anchored to the precast cap beam 1 and the pier abutment 3, and a tensioning force for self-resetting is applied. As shown in the figure, the two ends of the unbonded prestressed tendon 5 are respectively anchored to the precast cap beam 1 and the pier abutment 3 using anchoring devices. The anchoring devices typically include components such as anchorages, anchor plates, and spiral reinforcements, which are existing technologies and will not be described in detail here. After the unbonded prestressed tendon 5 is installed, a tensioning force for self-resetting needs to be applied to the unbonded prestressed tendon 5. The tension is applied gradually using tensioning equipment, and the stress, displacement, and other parameters during the tensioning process are monitored in real time to ensure that the final applied tensioning force meets the design requirements. After the tensioning force is applied, the unbonded prestressed tendon 5 can form a stable prestress field inside the pier, providing continuous restoring force for the structure and ensuring the effective realization of the self-resetting function.

[0036] In this embodiment, the bottom splice of the precast cap beam 1 is provided with multiple grouting sleeves 403 that cooperate with the connecting steel bars 402 to form a connection, and multiple grooves 405 that cooperate with the protrusions 404 to form a tenon structure. As shown in the figure, in order to achieve a reliable connection between the precast cap beam 1 and the top precast segment 4 of the pier column 2, at the bottom splice of the precast cap beam 1, that is, at the position in contact with the top precast segment 4 of the pier column 2, multiple grouting sleeves 403 and grooves 405 for forming a tenon structure are provided according to the number and position corresponding to the connecting steel bars 402 and protrusions 404 on the top surface of the precast segment 4 of the pier column 2. The structural form, material and performance requirements of the grouting sleeves 403 and grooves 405 are consistent with those of the grouting sleeves 403 and grooves 405 on the bottom surface of the precast segment 4 to ensure the connection. To ensure standardization and compatibility, during the splicing of precast cap beam 1 and pier column 2, the connecting steel bar 402 extending from the top surface of the precast segment 4 at the top of pier column 2 can be accurately inserted into the grouting sleeve 403 at the bottom of precast cap beam 1. High-strength grout is then injected into the grouting sleeve 403. After the grout has solidified in the sleeve, the connecting steel bar 402 and the grouting sleeve 403 can be firmly bonded together, thereby achieving a rigid connection between precast cap beam 1 and pier column 2. This connection method can not only effectively transfer the vertical load and horizontal shear force between the cap beam and pier column 2, but also ensure the deformation coordination between the two, avoiding local structural damage due to weak connection. At the same time, compared with the traditional on-site steel bar binding and concrete pouring connection method, it greatly shortens the construction period and improves construction efficiency.

[0037] In this embodiment, the pier cap 3 is also provided with a mixed reinforcement 303 that cooperates with the grouting sleeve 403 of the precast segment 4 to form a connection. The mixed reinforcement 303 is partially treated with a non-adhesive bonding 302. Simultaneously, the bottom surface of the precast segment 4 column 401 connected to the pier cap 3 does not have a groove 405. As shown in the figure, in the connection design between the pier cap 3 and the bottom precast segment 4 of the pier column 2, a combination of mixed reinforcement 303 and socket connection is adopted to adapt to the complex stress requirements between the cap and the pier column 2. At the splice point of the pier cap 3, i.e., the area in contact with the bottom precast segment 4 of the pier column 2, a mixed reinforcement 303 is provided that cooperates with the grouting sleeve 403 on the bottom surface of the precast segment 4. One end of the mixed reinforcement 303 is embedded inside the cap, and the other end extends out of the top surface of the cap, used to insert into the grouting sleeve 403 on the bottom surface of the precast segment 4 and form a connection through grouting material. To avoid excessive adhesion between the mixed reinforcement 303 and the pier cap concrete during stress, which could affect the self-resetting performance of the pier, a non-adhesive treatment 302 was applied to local areas of the mixed reinforcement 303. This is typically achieved by wrapping an isolation layer on the surface of the reinforcement or applying a special lubricant, allowing relative sliding between the reinforcement and the concrete in this area. This reduces the constraint of the pier cap concrete on the reinforcement when the pier column 2 undergoes horizontal displacement, ensuring that the self-resetting force can be effectively transmitted. In addition, considering that the precast segment 4 at the bottom of the pier column 2 is connected to the pier cap using a socket joint, and that the mixed reinforcement 303 has been installed at the pier cap splice for positioning and connection, to simplify the structural design and avoid structural conflicts, the bottom surface of the precast segment 4 column 401 connected to the pier cap 3 no longer has a groove 405 for mating with other segments. Only the grouting sleeve 403 for connection is retained, making the splicing structure simpler and more reasonable.

[0038] In this embodiment, the hybrid reinforcement 303 includes connecting steel bars 402 and high-strength steel bars for providing self-resetting tensile force. The connecting steel bars 402 and high-strength steel bars are evenly arranged at the splice of the pier cap 3 and cooperate with the grouting sleeve 403 of the precast segment 4. As shown in the figure, while ensuring a reliable connection between the pier cap 3 and the pier column 2, the hybrid reinforcement 303 also provides self-resetting tensile force. The hybrid reinforcement 303 is composed of two types of steel bars with different functions: connecting steel bars 402 and high-strength steel bars. The connecting steel bars 402 mainly bear the responsibility of transmitting vertical loads and providing rigid connection at the splice node. Their material, diameter, and quantity are determined based on the vertical force calculation between the pier cap 3 and the pier column 2, and are consistent with the connecting steel bars on the precast segment 4. The performance parameters of the 402 are kept consistent to ensure the matching of connection strength. The high-strength steel bar is mainly used to assist the unbonded prestressed tendon 5 in providing self-resetting tensile force. It uses high-strength steel bar, which has higher tensile strength and elastic modulus, and can withstand greater tensile force when the pier column 2 is displaced, further enhancing the restoring force of the structure. In terms of arrangement, the connecting steel bar 402 and the high-strength steel bar are alternately set at the splice of the pier abutment 3 according to the principle of uniform interval, and correspond to the position of the grouting sleeve 403 of the precast segment 4. The extension length of both types of steel bars is matched with the depth of the grouting sleeve 403 on the bottom surface of the precast segment 4, so as to ensure that they can be inserted into the grouting sleeve 403 at the same time and form an integral connection through grouting material, thereby realizing the synergistic effect of the dual functions of "connection" and "self-resetting".

[0039] In this embodiment, the pier cap 3 is further provided with a socket layer 301 for inserting precast segments 4 to form a socket connection. The socket layer 301 contains restraining steel bars to prevent movement between the pier column 2 and the pier cap 3. As shown in the figure, the top of the pier cap 3 is provided with the socket layer 301. The socket layer 301 is cast using concrete of the same strength grade as the main body of the cap. Its inner diameter is determined according to the outer diameter of the precast segment 4 at the bottom of the pier column 2, and is typically 20-30mm larger than the outer diameter of the precast segment 4 to facilitate the insertion and installation of the precast segment 4, while also reserving space for subsequent pouring. The height of the socket layer 301 is determined according to the shear resistance requirements of the socket connection and the construction operation space to ensure sufficient shear strength. The lap length is used to transfer vertical loads and horizontal shear forces. To prevent relative movement or displacement between the pier column 2 and the pier cap 3 when subjected to horizontal or vibrational loads, which would affect the stability of the structure, restraining reinforcement is uniformly arranged inside the socket layer 301. The restraining reinforcement is in the form of closed stirrups or spiral reinforcement, arranged around the inner wall of the socket layer 301. Its diameter and spacing are determined according to the shear and torsional resistance calculations of the socket connection. The restraining reinforcement is reliably connected to the main reinforcement of the pier cap to form an integral reinforcement skeleton, which can effectively limit the lateral displacement of the pier column 2 in the socket layer 301, enhance the integrity and anti-lateral displacement performance of the socket connection, and ensure that the pier column 2 and the pier cap 3 always maintain a stable connection state.

[0040] This application also discloses a construction method for a self-resetting multi-segment precast bridge pier, including the following steps:

[0041] S1. The pier cap 3 is poured, the socket layer 301 is reserved, and the unbonded prestressed tendons 5 are embedded and anchored. The mixed reinforcement 303 is locally treated with unbonded treatment 302.

[0042] S2. The factory manufactures precast cap beam 1 and multiple precast segments 4 according to the design requirements and transports them to the construction site;

[0043] S3. Using lifting equipment, the precast segment 4 located at the bottom of the pier 2 is installed in the bearing layer 301 of the pier cap 3, and concrete is poured.

[0044] S4. After the concrete strength reaches the required level, use lifting equipment to hoist the subsequent precast segments 4 and precast cap beam 1 in sequence and complete the splicing. At the same time, pass the unbonded prestressed tendons 5 through each precast segment 4 and anchor them to the precast cap beam 1 through anchor blocks after applying tension.

[0045] S5. Inspect and accept the bridge piers.

[0046] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention and are not intended to limit it. Although the present invention has been described in detail with reference to preferred embodiments, those skilled in the art should understand that modifications or equivalent substitutions can be made to the technical solutions of the present invention without departing from the spirit and scope of the technical solutions of the present invention, and all such modifications or substitutions should be covered within the scope of the claims of the present invention.

Claims

1. A self-centering multi-segment precast assembled pier, characterized by: The precast cap beam, the pier column and the pier cap, the pier column is composed of multiple precast segments, and is connected with the precast cap beam through the precast segment at the top, and is connected with the pier cap through the precast segment at the bottom; The non-bonding prestressed tendon is arranged through the pier column, and connects the precast cap beam and the pier cap, and provides self-resetting capacity for the pier.

2. The self-centering multi-segment precast bridge pier of claim 1, wherein: The precast segment comprises a column body and multiple connecting steel bars arranged on the top surface of the column body and along the edge of the top surface, and multiple grouting sleeves embedded in the bottom surface of the column body are arranged to cooperate with the connecting steel bars to form a connection.

3. The self-centering multi-segment precast bridge pier of claim 2, wherein: The top surface of the column body is further provided with multiple protrusions, and the bottom surface of the column body is provided with multiple grooves matched with the protrusions, the protrusions and the grooves of the precast segment cooperate to form a tenon structure to prevent relative movement between adjacent precast segments and facilitate positioning during installation.

4. The self-centering multi-segment precast bridge pier of claim 2, wherein: The middle part of the precast segment is further provided with a reserved hole for the non-bonding prestressed tendon.

5. The self-centering multi-segment precast bridge pier of claim 1, wherein: The two ends of the non-bonding prestressed tendon are anchored to the precast cap beam and the pier cap respectively, and a tensioning pre-tightening force for self-resetting is applied.

6. The self-centering multi-segment precast bridge pier of claim 3, wherein: The bottom splicing part of the precast cap beam is provided with multiple grouting sleeves matched with the connecting steel bars to form a connection and multiple grooves matched with the protrusions to form a tenon structure.

7. The self-centering multi-segment precast bridge pier of claim 3, wherein: The pier cap is further provided with mixed reinforcement matched with the grouting sleeves of the precast segment to form a connection, and the mixed reinforcement is partially treated without bonding, and the bottom surface of the column body of the precast segment connected with the pier cap is not provided with a groove.

8. The self-centering multi-segment precast bridge pier of claim 7, wherein: The mixed reinforcement comprises connecting steel bars and high-strength steel bars for providing self-resetting tension, and the connecting steel bars and the high-strength steel bars are uniformly arranged at the splicing part of the pier cap and matched with the grouting sleeves of the precast segment.

9. The self-centering multi-segment precast bridge pier of claim 8, wherein: The pier cap is further provided with a socket layer matched with the precast segment to form a socket connection, and the socket layer is provided with restraining steel bars for preventing movement between the pier column and the pier cap.

10. A construction method of a self-centering multi-segment precast assembly pier, characterized in that: The method comprises the following steps: S1, pouring the pier cap, reserving the socket layer, anchoring the non-bonding prestressed tendon, and partially treating the mixed reinforcement without bonding; S2, a factory manufactures the precast cap beam and multiple precast segments according to design requirements, and transports them to the construction site; S3, using hoisting equipment to install the precast segment at the bottom of the pier column in the socket layer of the pier cap, and pouring concrete; S4, after the strength of the poured concrete reaches the requirement, using hoisting equipment to successively hoist the subsequent precast segments and the precast cap beam and complete splicing, and passing the non-bonding prestressed tendon through each precast segment, and anchoring the non-bonding prestressed tendon in the precast cap beam through the anchoring block after applying the tensioning pre-tightening force; S5, checking and accepting the pier.

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