Double-column pier system and construction method for rapid construction in high seismic risk area

Abstract

The present application relates to a kind of double-column pier system and construction method of quick construction in high-risk seismic area, belong to the technical field of fabricated structure engineering.The double-column pier of construction includes cap beam, pier column, pile cap, pile.The pier column and cap beam are connected by grouting steel pin and slot combination, and the pier column and pile cap are connected by socket and steel pin combination, and the new socket connection node structure of pier column-cap beam / pile cap can better realize mechanical transmission, guarantee the connection reliability and seismic safety of bridge node, the recess of corrugated shape is arranged in the pile cap, and shear stud is arranged below the pier column, which can improve the connection reliability between the pier column and the pile cap, the socket depth of the double-column pier can be reduced to 0.5d by this connection method, and the top grouting method is used to ensure the grouting density.The present application can realize convenient, quick prefabrication and assembly, and has good seismic performance, which guarantees the seismic safety of the system.

Description

Technical Field

[0001] This invention relates to a double-column bridge pier, and more particularly to a rapid construction system and method for double-column piers in high-risk earthquake zones, belonging to the field of prefabricated structure engineering technology. Background Technology

[0002] In recent years, with the rapid development of transportation infrastructure construction, prefabricated bridge structures have been widely used in bridge engineering in high-intensity earthquake zones due to their advantages such as fast construction speed, minimal environmental impact, and controllable quality. However, the connection nodes of traditional prefabricated double-column piers often suffer from problems such as insufficient seismic performance, complex construction, and low connection reliability. Especially in high-risk earthquake areas, the seismic resistance and post-earthquake recoverability of double-column piers have become key design challenges.

[0003] At present, prefabricated double-column piers are increasingly widely used in the field of bridge engineering due to their advantages such as industrialized production, high construction efficiency, and green environmental protection. The connection nodes between the pier body and the abutment, as well as between the pier body segments, are the core stress-bearing parts and directly determine the overall stiffness, bearing capacity, and seismic performance of the pier. As a common connection form for the prefabrication and assembly of piers, the prefabricated socket structure relies on the interlocking of the pre-reserved grooves in the pier body and the abutment to realize the force transmission. Although it has the shallow advantages of simple construction process and convenient alignment, the overall technical condition has many prominent shortcomings and is difficult to adapt to the construction requirements of modern bridge engineering, such as efficient construction, high bearing capacity, strong seismic resistance, and long service life. The core defects of this structure are concentrated in four dimensions: size and cost control, stress performance, construction adaptability, and durability. First, the insertion depth requirement is stringent. Under normal working conditions, the insertion depth needs to be greater than 1.0 times the pier diameter. Excessive insertion depth directly leads to a significant increase in the planar dimensions of the pier cap, the embedment depth, and the volume of the foundation pit excavation. This not only consumes a large amount of concrete, steel bars, and other main materials, but also increases the amount of work and cost of foundation pit construction and pier cap pouring, resulting in extremely poor economic efficiency. Second, the overall integrity and seismic performance of the joints are weak. Stress concentration zones easily form at the groove joints between the pier body and the pier cap. Under the action of vehicle dynamic loads and seismic cyclic loads, relative slippage, displacement, and even cracking are very likely to occur. The ductility and energy dissipation of the joints are also weak. The structural design suffers from several drawbacks. First, insufficient capacity makes it prone to brittle failure at joints in high-intensity earthquake zones, resulting in a low structural safety reserve. Second, on-site construction management is challenging, with cumbersome procedures for cleaning debris from the pier cap grooves and sealing the interfaces. Inadequate cleaning or sealing can directly affect the fit and force transmission of the joints. Furthermore, controlling the precision of groove construction and pier body installation is difficult, as even minor deviations can reduce the load-bearing capacity of the joints. Third, the structure lacks durability, with joints prone to water seepage and dampness. Long-term exposure to rainwater and corrosive media can lead to internal steel corrosion and concrete deterioration, further exacerbating joint damage, significantly shortening the structural lifespan, and making subsequent maintenance and repair difficult and costly.

[0004] To address the aforementioned issues, there is an urgent need for a new type of rapid-assembly double-column pier system that can improve the seismic performance, connection reliability, and post-earthquake recovery capability of double-column piers while ensuring efficient construction. Summary of the Invention

[0005] To address the aforementioned deficiencies in the existing technology, this invention proposes a rapid construction system and method for double-column piers in high-risk earthquake zones, which can effectively solve the problems of assembly, shear resistance, and post-earthquake recovery capability.

[0006] To achieve the above objectives, the technical solution adopted by the present invention is as follows:

[0007] A rapid construction system for double-column piers in high-risk earthquake zones includes a cap beam, piers, a pile cap, and piles. The piers are positioned between the cap beam and the pile cap, and the piles are located at the bottom of the pile cap. The piers are connected to the cap beam and pile cap using a combination of socket and steel pin connections. The top of the cap beam is provided with a reserved hole for the cap beam, and a pre-embedded steel cage is also provided in the cap beam, with the pre-embedded steel cage extending downwards to the bottom of the cap beam; The pier has a full-length steel pin embedded at each of its four corners, and the steel pin is wrapped with a pier steel plate welded to its outer periphery; the top of the pier has a reserved groove; the embedded steel cage is inserted downward and embedded in the reserved groove; the steel pin extending from the top of the pier is inserted into and embedded in the reserved hole of the beam cover, and the first concrete material is poured between the two. The top of the pier is provided with a pre-reserved corrugated groove, and the bottom of the pre-reserved corrugated groove is provided with a pre-reserved hole for the pier. The bottom of the pier column is inserted into the pre-reserved corrugated groove, and the steel pin extending from the bottom is inserted into and pre-embedded in the pre-reserved hole for the pier. The gaps between the pre-reserved corrugated grooves of the bottom pier columns are filled with a second type of concrete material. The top of the cap beam is also provided with a grout inlet and a grout outlet, which are respectively connected to the interior of the pre-embedded steel cage, and the grout inlet, the grout outlet and the reserved corrugated groove are all filled with the first concrete material.

[0008] Furthermore, a first steel mesh is provided at the top of the cap beam, and a second steel mesh is provided at the bottom of the cap beam. The first steel mesh and the second steel mesh are tied together by the cap beam stirrups.

[0009] Furthermore, a third steel mesh is provided at the top of the foundation, and a fourth steel mesh is provided at the bottom of the foundation. The third and fourth steel meshes are connected by tying with the foundation stirrups.

[0010] Furthermore, the pier column is provided with several longitudinal reinforcement bars and stirrups, which are reinforced and connected by binding.

[0011] Furthermore, the outer wall of the pier column's insert portion is provided with several shear studs.

[0012] Furthermore, each pre-embedded steel cage has one grout inlet and multiple grout outlets, which are symmetrically arranged around the grout inlet.

[0013] Furthermore, the longitudinal bars of the pre-embedded steel cage are bent at the top at 90° and have a straight section length of 10d, and the anchorage length of the longitudinal bars of the pre-embedded steel cage in the cap beam is 30d, where d is the diameter of the longitudinal bars of the pre-embedded steel cage.

[0014] Furthermore, the cross-section of the pier column is rectangular, square, or circular, and the pre-embedded steel reinforcement cage is circular.

[0015] Furthermore, a grouting layer with a thickness of 10-30mm is provided at the bottom of the reserved corrugated groove, and the depth of the reserved hole in the pier cap is not less than 10 times the longest side or diameter of the steel pin; the anchorage length of the elongated steel pin embedded in the pier column in the pier cap must be greater than the minimum value required by the "Standard for Design of Concrete Structures" GB / T50010-2010; the bearing capacity of the section at the junction of the pier cap and the pier column must be greater than 1.25 times the bearing capacity of the pier column section above the pier cap; the bearing capacity of the section at the junction of the cap beam and the pier column must be greater than 1.25 times the bearing capacity of the pier column section below the cap beam.

[0016] The construction method for rapidly constructing a double-column pier system in the aforementioned high-risk earthquake zones includes the following steps: S1. Tie the first steel mesh, the second steel mesh, the stirrups of the cap beam, and the steel frame of the pre-embedded steel cage in the factory. Reserve the positions of the grout inlet, grout outlet and the reserved holes in the cap beam in advance. Support the formwork, pour concrete, cure the specimens, remove the formwork, and complete the production of the cap beam. S2. Tie the longitudinal reinforcement and stirrups of the pier column in the factory, leave the reserved groove position of the pier column in advance, install the pier column steel plate, weld the pier column steel plate to the steel pin, pour concrete, cure the specimen, and complete the production of the pier column. S3. Install the piles at the construction site, tie the third and fourth steel meshes of the pile cap, the steel frame of the pile cap stirrups, weld the steel bars at the top of the piles to the steel bars of the pile cap, reserve the positions of the pre-reserved corrugated grooves and the pre-reserved holes in the pile cap in advance, support the formwork, pour concrete, cure the test specimens, remove the formwork, and complete the construction of the pile cap. S4. Transport the pier to the construction site, lay a 10-30mm layer of grout on the bottom surface of the reserved corrugated groove, insert the steel pin into the reserved hole of the pier cap by means of steel pin and socket combination connection, adjust the horizontality and verticality of the pier, fill the gap between the pier and the reserved corrugated groove with the second concrete material, let the second concrete material flow into the reserved hole of the pier cap until the second concrete material is flush with the top surface of the pier cap, so that the pier and the pier cap are connected as a whole, and the assembly work of the pier and the pier cap is completed. S5. Transport the cap beam to the construction site. Using a combination of steel pins and slots, insert the steel pins into the reserved holes in the cap beam and insert the pre-embedded steel cage into the reserved grooves in the pier column. Fill the gap between the reserved holes in the cap beam and the steel pins with the first concrete material until the first concrete material is flush with the top of the cap beam. At the same time, fill the grout inlet with the first concrete material until the first concrete material overflows from the grout outlet, so that the cap beam and the pier column are connected as a whole, and the assembly of the cap beam and the pier column is completed.

[0017] By adopting the above technical solution, the present invention has at least one of the following beneficial effects compared with the prior art: This invention is based on a steel-concrete composite double-column pier and achieves a reliable connection between the pier and the cap / beam by optimizing the connection method. The pier uses steel molds, enabling standardized and industrialized prefabrication. Pre-reserved corrugated grooves are installed in the cap, and shear studs are installed in the insertion area at the bottom of the pier to enhance the interaction between the pier insertion section, the grout, and the insertion hole wall, ensuring the reliability of the connection at the joint area. Specifically, the connection between the pier and the cap uses a socket-steel pin combination connection, where the pier insertion section and the steel pin work together to ensure the bending and shear resistance of the joint area. The connection between the pier and the cap uses a steel pin-slot combination connection, where the steel pin and the pre-embedded reinforcing cage jointly provide bending and shear resistance to the pier-cap connection joint area, effectively achieving load transfer at the pier top. This invention optimizes the connection method, reducing the insertion depth of the pier to 0.5d. This optimization reduces the construction requirements of the cap, improves the economy of the cap, and ensures the seismic performance of the double-column pier. Furthermore, the top grouting process ensures grout density, further enhancing the durability and connection reliability of the joint. This invention provides a safe, efficient, and economical solution for bridge engineering in high-seismic-risk areas, possessing significant engineering application value. Details are as follows: 1. This invention employs a steel-concrete composite double-column pier combined with grouted steel pins, offering significant ease of construction. Simultaneously, the excellent mechanical properties of the combined steel pins are utilized at the pier-cap beam / pillar connection joint, enhancing the reliability of the joint connection and ensuring the seismic safety of the pier system. This invention can improve the seismic performance of double-column piers, reduce post-earthquake damage, and lower post-earthquake maintenance costs.

[0018] 2. Compared with traditional bridge construction techniques, this invention innovates in prefabricated bridge connection technology. Specifically, the piers and abutments employ a socket-pin combination connection. The socket connection offers greater construction tolerance, and the pier socket section, connecting pins, and grout work together to ensure the bending and shear resistance of the joint area. This combination connection reduces the socket depth to 0.5 times the pier side length, lowers the abutment construction requirements, and improves the overall economy of the pier system. The piers and cap beams employ a pin-slot combination connection, with the connecting reinforcing bars and the reinforcing cage jointly bearing the bending moment and shear force in the joint area, ensuring reliable connection at the joint.

[0019] 3. The present invention allows for the use of steel molds during the pier prefabrication process, enabling standardized and industrialized prefabrication production of the piers. The corrugated grooves on the pier cap, combined with shear studs installed at the bottom of the pier, enhance the interaction between the pier and the pier cap interface, ensuring reliable connection in the joint area. The top grouting process simplifies the grouting process, ensures dense grouting in the joint area, and improves the durability of the joint area.

[0020] 4. The present invention provides steel pipe concrete pins in the connection nodes of the pier column-cap beam / pier cap, which fully utilizes the excellent mechanical properties of the steel pipe concrete structure, ensures the reliability of the connection between the pier column and the cap beam / pier cap, improves the seismic performance of the double-column pier system, reduces the seismic response of the pier system under the action of seismic load, reduces the post-earthquake damage to the pier system, facilitates the rapid restoration of traffic in the bridge system after the earthquake, reduces the economic losses after the earthquake and reduces the impact on existing traffic.

[0021] 5. In this invention, the connection nodes of the pier column-cap beam / pillar are respectively connected by steel pipe concrete pins, pre-embedded steel cages, and socket sections. The steel pipe concrete pins, pre-embedded steel cages, and socket sections jointly bear the bending and shear loads of the node area, realizing the effective transfer from the top of the pier to the bottom of the pier, ensuring that the double-column pier fully participates in the stress of the system, and ensuring the seismic safety of the double-column pier system. Attached Figure Description

[0022] Figure 1 This is a schematic diagram of the elevation of the invention; Figure 2 This is the present invention. Figure 1 A schematic diagram of the AA cross-section; Figure 3 This is the present invention. Figure 1 BB cross-sectional diagram; Figure 4 This is the present invention. Figure 1 A schematic diagram of the CC cross-section; Figure 5 This is the present invention. Figure 1 DD cross-sectional schematic diagram; Figure 6 This is a schematic diagram of the fabrication of the cap beam of the present invention, wherein: (a) schematic diagram of the cap beam reinforcement, (b) schematic diagram of the overall cap beam; Figure 7 This is a schematic diagram of the pier column processing of the present invention, wherein: (a) schematic diagram of the pier column reinforcement, (b) schematic diagram of the overall pier column; Figure 8 This is a schematic diagram of the foundation processing of the present invention, wherein: (a) schematic diagram of the foundation reinforcement, (b) schematic diagram of the overall foundation; Figure 9 This is a schematic diagram of the construction method of the double-column pier system of the present invention, wherein: (a) schematic diagram of each component of the double-column pier, (b) assembly diagram of the pier cap and pier column, (c) overall assembly diagram of the double-column pier bridge, (d) schematic diagram of the bridge concrete filling, and (e) overall schematic diagram of the double-column pier bridge. Detailed Implementation The following is in conjunction with the appendix Figure 1-9 The present invention will be further described in detail below to facilitate a clear understanding of the invention, but these descriptions do not constitute a limitation thereof.

[0023] In the description of this invention, it should be noted that the terms "upper", "lower", "front", "rear", "left", "right", "vertical", "inner", "outer", 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 this 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 this invention.

[0024] In the description of this invention, it should be noted that, unless otherwise explicitly specified and limited, the terms "installation," "connection," and "linking" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium. Those skilled in the art can understand the specific meaning of the above terms in this invention based on the specific circumstances.

[0025] Example 1 As attached Figure 1-6 As shown in this embodiment, a rapid construction system for a double-column pier in a high-risk earthquake zone includes a cap beam 1, pier columns 2, a pile cap 3, and piles 4. The pier columns 2 are positioned between the cap beam 1 and the pile cap 3, and the piles 4 are positioned at the bottom of the pile cap 3. The pier columns 2 are connected to the cap beam 1 and the pile cap 3 using a combination of sockets and steel pins. The top of the cap beam 1 is provided with a pre-reserved hole 5 for the beam cap, and a pre-embedded steel cage 13 is also provided in the cap beam 1, which extends downward to the bottom of the cap beam 1. In this embodiment, a first steel mesh 10 is provided at the top of the cap beam 1, and a second steel mesh 11 is provided at the bottom of the cap beam 1. The first steel mesh 10 and the second steel mesh 11 are tied together by the cap beam stirrups 12.

[0026] A continuous steel pin 6 is pre-embedded at each of the four corners of the pier column 2, and a pier column steel plate 24 is welded around the outer perimeter of the steel pin 6. A reserved groove 7 is provided at the top of the pier column 2. A pre-embedded steel reinforcement cage 13 is inserted downward and pre-embedded in the reserved groove 7. The steel pin 6 extending from the top of the pier column 2 is inserted and pre-embedded in the reserved hole 5 of the beam cap, and the first concrete material 20 is poured between the two. Several longitudinal reinforcement bars 14 and stirrup bars 15 are provided in the pier column 2, and the two are reinforced by binding. Several shear nails 23 are provided on the outer wall of the socket part of the pier column 2.

[0027] The top of the pier cap 3 is provided with a pre-reserved corrugated groove 8, and the bottom of the pre-reserved corrugated groove 8 is provided with a pre-reserved hole 9. The bottom of the pier column 2 is inserted into the pre-reserved corrugated groove 8, and the steel pin 6 extending from the bottom is inserted into and pre-embedded in the pre-reserved hole 9 of the pier cap. In this embodiment, a third steel mesh 16 is provided at the top of the pier cap 3, and a fourth steel mesh 17 is provided at the bottom of the pier cap. The third steel mesh 16 and the fourth steel mesh 17 are tied together by pier cap stirrups 18. The gap between the pre-reserved corrugated grooves 8 at the bottom of the pier column 2 is filled with a second concrete material 19.

[0028] The top of the cap beam 1 is also provided with a grout inlet 21 and a grout outlet 22. The grout inlet 21 and the grout outlet 22 are respectively connected to the interior of the pre-embedded steel cage 13, and the grout inlet 21, the grout outlet 22 and the reserved corrugated groove 8 are all filled with the first concrete material 20.

[0029] In this embodiment, each pre-embedded steel cage 13 has one grout inlet 21 and two grout outlets 22, which are arranged symmetrically around the grout inlet 21.

[0030] Furthermore, the longitudinal bars of the pre-embedded steel cage 13 are bent at the top at 90° with a straight section length of 10d, and the anchorage length of the longitudinal bars of the pre-embedded steel cage in the cap beam 1 is 30d, where d is the diameter of the longitudinal bars of the pre-embedded steel cage 13. The cross-section of the pier column 2 is square, and the pre-embedded steel cage 13 is circular. For the square pier column 2, the insertion depth is not greater than 0.5 times the side length of the pier column.

[0031] In addition, a 20mm thick grout layer is provided at the bottom of the pre-reserved corrugated groove 8, and the depth of the pre-reserved hole 9 in the pier cap is not less than 10 times the longest side or diameter of the steel pin 6. The anchorage length of the elongated steel pin 6 pre-embedded in the pier column 2 in the pier cap 3 must be greater than the minimum value required by the "Standard for Design of Concrete Structures" GB / T50010-2010. The bearing capacity of the section at the junction of the pier cap 3 and the pier column 2 must be greater than 1.25 times the bearing capacity of the section of the pier column 2 above the pier cap 3. The bearing capacity of the section at the junction of the cap beam 1 and the pier column 2 must be greater than 1.25 times the bearing capacity of the section of the pier column 2 below the cap beam 1.

[0032] Example 2 This embodiment describes the construction method for the rapid construction of a double-column pier system in the high-risk earthquake zone described in Embodiment 1, and includes the following steps: S1. In the factory, tie the first steel mesh 10, the second steel mesh 11, the cap beam stirrups 12 and the pre-embedded steel cage 13 steel frame of the cap beam 1. In the cap beam 1, reserve the positions of the grout inlet 21, the grout outlet 22 and the reserved hole 5 of the beam cap in advance. Support the formwork, pour concrete, cure the specimen, remove the formwork and complete the production of the cap beam 1.

[0033] S2. Tie the steel frame of the longitudinal reinforcement 14 and the stirrups 15 of the pier column in the factory, leave the position of the reserved groove 7 of the pier column in advance, install the steel plate 24 of the pier column, weld the steel plate 24 of the pier column to the steel pin 6, pour concrete, cure the specimen, and complete the production of the pier column 2.

[0034] S3. Install pile 4 at the construction site, tie the steel reinforcement frame of the third steel mesh 16, the fourth steel mesh 17, and the pile cap stirrups 18 of the pile cap 3, weld the steel reinforcement at the top of pile 4 to the steel reinforcement of the pile cap 3, reserve the positions of the pre-reserved corrugated groove 8 and the pre-reserved holes 9 of the pile cap in advance, support the formwork, pour concrete, cure the test specimens, remove the formwork, and complete the construction of the pile cap 3.

[0035] S4. Transport the pier 2 to the construction site, lay a 10-30mm layer of grout on the bottom surface of the reserved corrugated groove 8, and insert the steel pin 6 into the reserved hole 9 of the pier cap by means of steel pin and socket combination connection. Adjust the horizontality and verticality of the pier 2, and fill the gap between the pier 2 and the reserved corrugated groove 8 with the second concrete material 19, so that the second concrete material flows into the reserved hole 9 of the pier cap until the second concrete material 19 is flush with the top surface of the pier cap 3, so that the pier 2 and the pier cap 3 are connected into a whole, and the assembly work of the pier 2 and the pier cap 3 is completed.

[0036] S5. Transport the cap beam 1 to the construction site. Using a combination of steel pins and slots, insert the steel pins 6 into the pre-reserved holes 5 in the cap beam, and insert the pre-embedded steel cage 13 into the pre-reserved grooves 7 in the pier column. Fill the gap between the pre-reserved holes 5 in the cap beam and the steel pins 6 with the first concrete material 20 until the first concrete material 20 is flush with the top of the cap beam 1. At the same time, fill the grout inlet 21 with the first concrete material 20 until the first concrete material 20 overflows from the outlet 22, so that the cap beam 1 and the pier column 2 are connected as a whole, completing the assembly of the cap beam 1 and the pier column 2.

[0037] In application, the cap beam 1 and the pier column 2 are prefabricated in the factory. During prefabrication, according to the calculated parameters such as reinforcement, size, thickness, and concrete grade, the steel bars and steel pipes are pre-embedded and concrete is poured to form independent prefabricated components.

[0038] The above are merely preferred embodiments of the present invention and do not constitute any limitation on the structure of the present invention. The arrangement and quantity of the present invention are not limited to this example and can be optimized according to actual engineering conditions. Any modifications, equivalent changes, and decorations made to the above embodiments based on the technical principles of the present invention, without departing from the scope of the present invention, are still within the scope of the present invention.

Claims

1. A rapid construction system for a double-column pier in a high-risk earthquake zone, comprising a cap beam (1), pier columns (2), a pile cap (3), and piles (4), wherein the pier columns (2) are located between the cap beam (1) and the pile cap (3), and the piles (4) are located at the bottom of the pile cap (3), characterized in that: The pier (2) is connected to the cap beam (1) and the pile cap (3) by a combination of socket and steel pin, wherein: The top of the cap beam (1) is provided with a pre-reserved hole (5) for the cap beam, and a pre-embedded steel cage (13) is also provided in the cap beam (1), which extends downward to the bottom of the cap beam (1); The pier (2) has four corners with embedded steel pins (6) of continuous length, and the steel pins (6) are wrapped with pier steel plates (24) welded to the outside of the steel pins (6); the top of the pier (2) is provided with a reserved groove (7); the embedded steel cage (13) is inserted downward and embedded in the reserved groove (7); the steel pins (6) extending from the top of the pier (2) are inserted and embedded in the reserved hole (5) of the beam cover, and the first concrete material (20) is poured between the two. The top of the pier (3) is provided with a reserved corrugated groove (8), and the bottom of the reserved corrugated groove (8) is provided with a reserved hole (9) for the pier; the bottom of the pier (2) is inserted into the reserved corrugated groove (8), and the steel pin (6) extending from the bottom is inserted into and pre-embedded in the reserved hole (9) for the pier. The gap between the corrugated grooves (8) reserved in the bottom pier (2) is filled with a second concrete material (19). The top of the cap beam (1) is also provided with a grout inlet (21) and a grout outlet (22). The grout inlet (21) and the grout outlet (22) are respectively connected to the interior of the pre-embedded steel cage (13), and the grout inlet (21), the grout outlet (22) and the reserved corrugated groove (8) are all filled with the first concrete material (20).

2. The rapid construction system for double-column piers in high-risk earthquake zones according to claim 1, characterized in that: The top of the cap beam (1) is provided with a first steel mesh (10), and the bottom of the cap beam (1) is provided with a second steel mesh (11). The first steel mesh (10) and the second steel mesh (11) are tied together by the cap beam stirrups (12).

3. The rapid construction system of double-column piers in high-risk earthquake zones according to claim 2, characterized in that: The top of the foundation (3) is provided with a third steel mesh (16) and the bottom of the foundation is provided with a fourth steel mesh (17). The third steel mesh (16) and the fourth steel mesh (17) are tied together by the foundation stirrups (18).

4. The rapid construction system of double-column piers in high-risk earthquake zones according to claim 3, characterized in that: The pier (2) is provided with several longitudinal reinforcement bars (14) and stirrup bars (15), which are reinforced by binding.

5. A rapid construction system for double-column piers in high-risk earthquake zones according to claim 4, characterized in that: The outer wall of the pier (2) is provided with several shear nails (23).

6. A rapid construction system for double-column piers in high-risk earthquake zones according to claim 4, characterized in that: Each pre-embedded steel cage (13) has one grout inlet (21) and multiple grout outlets (22), which are symmetrically arranged around the grout inlet (21).

7. A rapid construction system for double-column piers in high-risk earthquake zones according to claim 4, characterized in that: The longitudinal bars of the pre-embedded steel cage (13) are bent at the top at 90° and the straight section is 10d in length. The anchorage length of the longitudinal bars of the pre-embedded steel cage in the cap beam (1) is 30d, where d is the diameter of the longitudinal bars of the pre-embedded steel cage (13).

8. A rapid construction system for double-column piers in high-risk earthquake zones according to claim 4, characterized in that: The cross-section of the pier (2) is rectangular, square or circular, and the pre-embedded steel cage (13) is circular.

9. A rapid construction system for double-column piers in high-risk earthquake zones according to claim 4, characterized in that: The bottom of the reserved corrugated groove (8) is provided with a grout layer with a thickness of 10~30mm, and the depth of the reserved hole (9) of the pier is not less than 10 times the longest side or diameter of the steel pin (6); the anchorage length of the elongated steel pin (6) embedded in the pier (2) in the pier (3) is greater than the minimum value required by the "Standard for Design of Concrete Structures" GB / T50010-2010; the bearing capacity of the section at the junction of the pier (3) and the pier (2) is greater than 1.25 times the bearing capacity of the section of the pier (2) above the pier (3); the bearing capacity of the section at the junction of the cap beam (1) and the pier (2) is greater than 1.25 times the bearing capacity of the section of the pier (2) below the cap beam (1).

10. A construction method for rapidly constructing a double-column pier system in a high-risk earthquake zone as described in any one of claims 5-9, characterized in that, Includes the following steps: S1. Tie the first steel mesh (10), the second steel mesh (11), the stirrups (12) of the cap beam (1) and the steel frame of the pre-embedded steel cage (13) in the factory. Reserve the positions of the grout inlet (21), grout outlet (22) and the reserved hole (5) of the beam cap in advance in the cap beam (1), support the formwork, pour concrete, cure the specimen, remove the formwork, and complete the production of the cap beam (1). S2. Tie the steel frame of the longitudinal reinforcement (14) and stirrups (15) of the pier column in the factory, reserve the position of the reserved groove (7) of the pier column in advance, install the steel plate (24) of the pier column, weld the steel plate (24) of the pier column to the steel pin (6), pour concrete, cure the specimen, and complete the production of the pier column (2). S3. Install the pile (4) at the construction site, tie the steel frame of the third steel mesh (16), the fourth steel mesh (17), and the stirrups (18) of the pile cap (3), weld the steel bars at the top of the pile (4) to the steel bars of the pile cap (3), reserve the position of the pre-reserved corrugated groove (8) and the pre-reserved hole (9) of the pile cap in advance, support the formwork, pour concrete, cure the specimen, remove the formwork, and complete the construction of the pile cap (3). S4. Transport the pier (2) to the construction site, lay a 10-30mm layer of grout on the bottom surface of the reserved corrugated groove (8), insert the steel pin (6) into the reserved hole (9) of the pier through the combination of steel pin and socket, adjust the horizontality and verticality of the pier (2), fill the gap between the pier (2) and the reserved corrugated groove (8) with the second concrete material (19), so that the second concrete material flows into the reserved hole (9) of the pier until the second concrete material (19) is flush with the top surface of the pier (3), so that the pier (2) and the pier (3) are connected as a whole, and the assembly work of the pier (2) and the pier (3) is completed. S5. Transport the cap beam (1) to the construction site. By connecting steel pins and slots, insert steel pins (6) into the reserved holes (5) of the cap beam and insert the pre-embedded steel cage (13) into the reserved groove (7) of the pier column. Fill the gap between the reserved holes (5) of the cap beam and the steel pins (6) with the first concrete material (20) until the first concrete material (20) is flush with the top of the cap beam (1). At the same time, fill the grout inlet (21) with the first concrete material (20) until the first concrete material (20) overflows from the grout outlet (22), so that the cap beam (1) and the pier column (2) are connected as a whole, and the assembly work of the cap beam (1) and the pier column (2) is completed.

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