Full-prefabricated assembly type double-column high pier device and construction method thereof

Abstract

The invention discloses a full-prefabricated assembly type double-column high pier device and a construction method thereof.The device comprises a cover beam (13), a bearing platform (6), a pier column upper section (11), a pier column lower section (1) and a pier column middle section (10) with a tie beam, and socket holes (14) are formed in the bottom face of the cover beam (13) and the top face of the bearing platform (6); pier column socket sections (9) embedded in socket holes (14) are arranged on the upper portion of the upper pier column section (11) and the lower portion of the lower pier column section (1) respectively, gaps (3) between the pier column socket sections (9) and the socket holes (14) are filled with high-strength shrinkage-free cement grouting materials (4), and corrugated steel pipes (5) are adopted by the inner walls of the socket holes (14) of the cover beam (13) and the bearing platform (6) to serve as permanent templates. The component is low in transporting and hoisting difficulty, the mechanical property of a connecting joint is reliable, the construction precision requirement is low, and good economic benefits are achieved.

Description

Technical Field

[0001] The present invention relates to the technical field of highway bridge construction engineering, and specifically refers to a fully prefabricated and assembled double-column high pier system and its construction method. Background Technique

[0002] With the continuous promotion of new industrialization and urbanization, the prefabricated and assembled bridge construction technology has been widely applied, significantly improving the engineering efficiency, realizing component standardization and the orderly work cycle, and accelerating the bridge construction process while reducing environmental interference. At present, a variety of node connection schemes have been developed for the prefabricated and assembled pier column system, such as grouting sleeve connection, grouting corrugated pipe connection, slot connection, socket connection, etc. Among them, the socket connection node inserts the precast pier column into the reserved hole of the target connection member and is fixedly connected by filling high-strength grouting material into the gap. Compared with other connection methods, the socket connection has the advantages of low precision requirements, less on-site construction and installation work, and simple construction procedures. However, the socket connection technology is mostly applied to the connection between the pier column and the pile cap and capping beam. For common double-column high piers, the volume of the pier column is large, and the transportation and hoisting are difficult. Moreover, since the pier columns are often connected by an inter-pier tie beam, the transportation and hoisting difficulty of the precast pier column is further increased, which is not conducive to giving full play to the advantages of convenient and efficient construction of the prefabrication and assembly technology.

[0003] Therefore, aiming at the deficiencies of the above-mentioned existing technologies, there is an urgent need in the market for a new type of fully prefabricated and assembled double-column high pier system and its construction method. Summary of the Invention

[0004] Object of the Invention: The present invention provides a fully prefabricated and assembled double-column high pier device and its construction method. Based on the socket connection, the pier column segment connection technology is further adopted, and the high pier is disassembled into short pier column segments and pier column segments with tie beams. Welding connection is used to ensure the rapid splicing and connection strength between the pier column segments, overcoming the problems of difficult transportation and hoisting caused by the large volume of precast components in double-column high piers.

[0005] Technical Solution: In the first aspect of the present invention, the provided fully prefabricated and assembled double-column high pier device includes a capping beam, a pile cap, an upper pier column segment, a lower pier column segment, and a middle pier column segment with a tie beam. The bottom surface of the capping beam and the top surface of the pile cap are provided with socket holes. The upper part of the upper pier column segment and the lower part of the lower pier column segment are respectively pier column socket segments buried in the socket holes of the capping beam and the pile cap. After the pier column socket segments are inserted into the socket holes, high-strength non-shrinking cement grouting material is poured into the gap for connecting the pier column with the capping beam and the pile cap. The inner walls of the socket holes of the capping beam and the pile cap use corrugated steel pipes as permanent formworks.

[0006] Preferably, circular steel plates are provided at the lower part of the upper segment of the pier column, the upper part of the lower segment of the pier column, and both ends of the middle segment of the pier column with a tie beam. Notches are provided on the periphery of the steel plates. The connection of the pier column segments is realized by butt-welding the steel plates of the two pier columns and then performing circumferential welding in the notches.

[0007] Preferably, multiple circumferential shear key teeth are provided on the socket sections of the lower segment and the upper segment of the pier column. The cross-sectional diameter of the pier column at the recesses of the shear key teeth is smaller than the cross-sectional diameter of the non-socket section of the pier column.

[0008] Preferably, grouting holes are provided at the top of the capping beam, preferably 5 in number. The size of the grouting holes is not less than 5 cm. The center of one of the grouting holes coincides with the center of the socket hole, and the other four grouting holes are circumferentially arranged directly above the gap between the socket section of the upper segment of the pier column and the socket hole, connecting the top surface of the capping beam and the socket hole.

[0009] Preferably, the diameter of the circular steel plate is the same as the diameter of the non-socket section of the pier column. Through holes are reserved on the surface. The planar position of the center of the holes coincides with the planar position of the center of the longitudinal bars of the pier column. The diameter of the holes on the side where the longitudinal bars of the pier column penetrate the steel plate is 1.2 times the diameter of the longitudinal bars of the pier column and expands outward at an angle of 45° along the direction perpendicular to the thickness direction of the steel plate until the other side of the steel plate. The longitudinal bars of the pier column are inserted into the holes and their end planes are flush with the plane of the circular steel plate, and then plug welding is performed in the gap between the longitudinal bars of the pier column and the holes of the circular steel plate.

[0010] The second aspect of the present invention provides a construction method for the fully prefabricated double-column high pier device as described above, including the following steps:

[0011] Step 1, prefabrication of the bearing platform and the capping beam: Bind the steel reinforcement cages of the bearing platform and the capping beam, with the steel reinforcement cage of the capping beam inverted so that the reserved socket holes face upward. Install corrugated steel pipes and formwork on the reserved holes of the steel reinforcement cages of the bearing platform and the capping beam, and then pour the bearing platform and the capping beam.

[0012] Step 2, prefabrication of the pier column segments: Bind the steel reinforcement cages of the pier column. At the top of the steel reinforcement cage of the upper segment of the pier column, the bottom of the steel reinforcement cage of the lower segment of the pier column, and the top and bottom of the middle segment of the pier column with a tie beam, insert the circular steel plates into the longitudinal bars of the pier column according to the hole positions and make the end planes of the longitudinal bars of the pier column flush with the plane of the circular steel plates, and then perform plug welding on the longitudinal bars of the pier column. The upper and lower segments of the pier column are directly poured, and the two steel reinforcement cages of the middle segment of the pier column with a tie beam are placed according to the double-column pier spacing and then combined and poured with the steel reinforcement cage of the tie beam.

[0013] Step 3, splicing of the lower segment of the pier column and the bearing platform: Place cushion blocks with a height of 2 cm on the bottom surface of the socket holes of the bearing platform. Lift the two lower segments of the pier column into the two socket holes of the bearing platform respectively, and pour high-strength non-shrinkage cement grouting material into the gap between the socket section of the pier column and the socket hole.

[0014] Step 4, splicing of the lower segment of the pier column and the middle segment of the pier column with a tie beam: Hoist and place the middle segment of the pier column with a tie beam on the top surfaces of the two lower segments of the pier column 1, so that the circular steel plates at the bottom of the two pier columns of the middle segment of the pier column with a tie beam coincide with the circular steel plates at the top surfaces of the two pier columns of the lower segment of the pier column, and perform circumferential welding through the notches on the side surfaces of the steel plates at the splicing location;

[0015] Step 5, splicing of the upper segment of the pier column and the middle segment of the pier column with a tie beam: Hoist the two upper segments of the pier column to the top surfaces of the two pier columns of the middle segment of the pier column with a tie beam respectively, and make the circular steel plate at the bottom surface of the upper segment of the pier column coincide with the two circular steel plates at the bottom surface of the middle segment of the pier column with a tie beam, and perform circumferential welding through the notches on the side surfaces of the steel plates at the splicing location;

[0016] Step 6, splicing of the capping beam and the upper segment of the pier column: Place cushion blocks on the top surfaces of the two upper segments of the pier column respectively, with the height of the cushion blocks being 2 cm. Hoist the capping beam so that the two bearing sockets are respectively aligned with the two upper segments of the pier column and then lower it for positioning. First, start grouting from the four grouting holes in the circumferential direction, select two of them as the grouting holes, and the other two as the air vents. After the grouting holes are filled, then perform grouting for the other two grouting holes until they are filled, and finally perform grouting for the middle grouting hole until it is filled, completing the construction of the fully prefabricated double-column high pier device;

[0017] Compared with the prior art, the present invention has the following beneficial effects:

[0018] (1) In the fully prefabricated double-column high pier system of the present invention, the socket connection is adopted between the pier column, the capping beam and the pile cap, which has the characteristics of low construction accuracy requirements and fast construction speed;

[0019] (2) The large-volume double-column high pier is decomposed into small-volume pier column segments with tie beams and other short pier column segments, reducing the transportation and hoisting difficulties of the prefabricated components;

[0020] (3) Welding connection is adopted between the pier column segments, with fast construction speed and good mechanical properties of the connection, which can prevent connection failure under seismic action;

[0021] (4) The bearing sockets of the pile cap and the capping beam use corrugated steel pipes as permanent formwork, reducing the use of formwork. At the same time, the corrugated steel pipes can improve the restraint effect of the pile cap and the capping beam on the pier column, prevent the failure of the socket joint under seismic action, and ensure that the damage occurs in the plastic hinge area of the pier column. BRIEF DESCRIPTION OF THE DRAWINGS

[0022] Figure 1 is a structural schematic diagram of the present invention;

[0023] Figure 2 is a top view of the position of the grouting holes of the capping beam;

[0024] Figure 3It is a top view of the connection part between the capping beam and the pier column;

[0025] Figure 4 It is a top view of the middle segment of the pier column with a tie beam;

[0026] Figure 5 It is a top view of the connection part between the bearing platform and the pier column;

[0027] Figure 6 It is Figure 1 The partial enlarged view A of Specific implementation manner

[0028] To make the objectives, technical solutions and advantages of the present invention clearer, the technical solutions of the present invention will be further described below.

[0029] As Figures 1 to 6 shown, the fully prefabricated and assembled double-column high pier device of this embodiment includes a capping beam 13, a bearing platform 6, an upper pier column segment 11, a lower pier column segment 1, and a middle pier column segment 10 with a tie beam. A socket 14 is provided on the bottom surface of the capping beam 13 and the top surface of the bearing platform 6. The upper part of the upper pier column segment 11 and the lower part of the lower pier column segment 1 are respectively pier column socket segments 9 buried in the sockets 14 of the capping beam 13 and the bearing platform 6. After the pier column socket segments 9 are inserted into the sockets 14, high-strength non-shrinkage cement grouting material 4 is poured into the gap 3 to connect the pier column with the capping beam 13 and the bearing platform 6. Circular steel plates 7 are provided at the lower part of the upper pier column segment 11, the upper part of the lower pier column segment 1, and both ends of the middle pier column segment 10 with a tie beam. A notch is provided on the periphery of the steel plate 7, and the two pier column steel plates 7 are butted and circumferentially welded in the notch to realize the connection of the pier column segments.

[0030] The inner walls of the sockets 14 of the capping beam 13 and the bearing platform 6 adopt corrugated steel pipes 5 as permanent formworks. Using corrugated steel pipes 5 can reduce the use of formworks, and at the same time has a good restraint effect on the pier column inserted therein, avoiding the pier column being pulled out from the bearing platform 6 and the capping beam 13 under the action of earthquake, and presenting a non-ideal brittle failure mode.

[0031] Multiple circumferential trapezoidal shear key teeth 8 are provided on the socket segments 9 of the lower pier column segment 1 and the upper pier column segment 11. The cross-sectional diameter of the pier column at the recess of the shear key teeth 8 is smaller than the cross-sectional diameter of the non-socket segment of the pier column.

[0032] Five grouting holes 12 are provided on the top of the capping beam 13. The diameter of the grouting holes 12 is not less than 5 cm. The center of one of the grouting holes 12 coincides with the center of the socket 14, and the other four grouting holes 12 are circumferentially arranged directly above the gap 3 between the socket segment 9 of the upper pier column segment 11 and the socket 14, connecting the top surface of the capping beam 13 and the socket 14.

[0033] The diameter of the circular steel plate 7 is the same as that of the non-socketed section of the pier column. Through holes are reserved on the surface, and the planar position of the center of the holes is the same as that of the center of the pier longitudinal bars 2. The diameter of the holes is 1.2 times the diameter of the pier longitudinal bars 2 on the side where the pier longitudinal bars 2 penetrate the steel plate 7, and it expands outward at an angle of 45° along the thickness direction of the steel plate 2 until the other side of the steel plate 2 to provide sufficient space for the welded connection between the pier longitudinal bars 2 and the steel plate 7. Insert the pier longitudinal bars 2 into the holes and make the end planes of them flush with the plane of the circular steel plate 7, and perform plug welding in the gap between the pier longitudinal bars 2 and the holes of the circular steel plate 7.

[0034] The construction method of the fully prefabricated double-column high pier device of this embodiment

[0035] Step 1, prefabrication of the pile cap 6 and the capping beam 13: Bind the steel reinforcement cages of the pile cap 6 and the capping beam 13, where the steel reinforcement cage of the capping beam 13 is inverted so that the reserved socket holes face upward. Install corrugated steel pipes 5 and external formwork in the reserved holes of the steel reinforcement cages of the pile cap 6 and the capping beam 13, and pour the pile cap 6 and the capping beam 13.

[0036] Step 2, prefabrication of the pier column segments: Bind the steel reinforcement cages of the pier columns. At the top of the steel reinforcement cage of the upper pier column segment 11, the bottom of the steel reinforcement cage of the lower pier column segment 1, and the top and bottom of the middle pier column segment 10 with a tie beam, insert the circular steel plate 7 into the pier longitudinal bars 2 according to the hole positions and make the end planes of the pier longitudinal bars 2 flush with the plane of the circular steel plate 7, and perform plug welding of the pier longitudinal bars 2. The upper and lower pier column segments are directly poured, and the two pier steel reinforcement cages of the middle pier column segment 10 with a tie beam are placed according to the double-column pier spacing and then combined and poured with the tie beam steel reinforcement cage.

[0037] Step 3, splicing of the lower pier column segment 1 and the pile cap 6: Place cushion blocks on the bottom surface of the socket holes 14 of the pile cap 6, with a height of 2 cm. Lift and install the two lower pier column segments 1 into the two socket holes 14 of the pile cap 6 respectively, and pour high-strength non-shrinkage cement grouting material 4 into the gap 3 between the socketed section 9 of the pier column and the socket holes 14.

[0038] Step 4, splicing of the lower pier column segment 1 and the middle pier column segment 10 with a tie beam: Lift and place the middle pier column segment 10 with a tie beam on the top surfaces of the two lower pier column segments 1, so that the circular steel plates 7 at the bottoms of the two pier columns of the middle pier column segment 10 with a tie beam coincide with the circular steel plates 7 at the top surfaces of the two pier columns of the lower pier column segment 1, and perform circumferential welding through the notches on the side surfaces of the splicing steel plates.

[0039] Step 5, splicing of the upper pier column segment 11 and the middle pier column segment 10 with a tie beam: Lift and install the two upper pier column segments 11 respectively on the top surfaces of the two pier columns of the middle pier column segment 10 with a tie beam, and make the circular steel plates 7 at the bottoms of the upper pier column segments 11 coincide with the two circular steel plates 7 at the bottoms of the middle pier column segment 10 with a tie beam, and perform circumferential welding through the notches on the side surfaces of the splicing steel plates.

[0040] Step 6, splicing of the capping beam 13 and the upper segment 11 of the pier column: Place cushion blocks on the top surfaces of the two upper segments 11 of the pier columns respectively. The height of the cushion blocks is 2 cm. Hoist the capping beam 13 so that the two socket holes 14 are respectively aligned with the two upper segments 11 of the pier columns and then lower it for positioning. First, start grouting from the four grouting holes 12 in the circumferential direction. Select two of them as the grouting holes and the other two as the air vents. After the grouting holes are filled, then grout the other two grouting holes 12 until they are filled. Finally, grout the middle grouting hole 12 until it is filled, thus completing the construction of the fully prefabricated double-column high pier device.

[0041] The above are only the preferred embodiments of the present invention and do not impose any limitation on the present invention. Any person skilled in the art within the technical field, without departing from the technical solution of the present invention, makes any form of equivalent substitution or modification and other changes to the technical solution and technical content disclosed by the present invention, which are all within the content of the technical solution of the present invention and still fall within the protection scope of the present invention.

Claims

1. A fully prefabricated double-column high pier device, comprising a cap beam (13), a cap (6), an upper pier column segment (11), a lower pier column segment (1) and a middle pier column segment (10) with a tie beam, characterized in that: The bottom surface of the cap beam (13) and the top surface of the pedestal (6) are provided with a socket hole (14); the upper part of the pier upper segment (11) and the lower part of the pier lower segment (1) are respectively provided with a pier socket section (9) buried in the socket hole (14); the gap (3) between the pier socket section (9) and the socket hole (14) is filled with high-strength non-shrinkage cement grouting material (4); the inner wall of the socket hole (14) of the cap beam (13) and the pedestal (6) adopts a corrugated steel pipe (5) as a permanent template.

2. The fully prefabricated double-column high pier device according to claim 1 is characterized in that: The socket sections (9) of the pier column lower section (1) and the pier column upper section (11) are provided with a plurality of circumferential shear key teeth (8), and the cross-sectional diameter of the pier column at the recessed part of the shear key teeth (8) is smaller than the cross-sectional diameter of the non-socket section of the pier column.

3. The fully prefabricated double-column high pier device according to claim 1 is characterized in that: Circular steel plates (7) are provided at the lower part of the pier column upper segment (11), the upper part of the pier column lower segment (1) and both ends of the pier column middle segment (10) with a tie beam. Notches are provided on the periphery of the steel plates (7). The steel plates (7) of the two sections of the pier column are butt-jointed and then circumferentially welded in the notches to achieve connection of the pier column segments.

4. The fully prefabricated double-column high pier device according to claim 1 is characterized in that: The top of the cap beam (13) is provided with grouting holes (12), preferably 5 in number, wherein the center of one grouting hole (12) coincides with the center of the socket hole (14), and the remaining four grouting holes (12) are arranged circumferentially just above the gap (3) between the socket section (9) of the upper section of the pier column and the socket hole (14), connecting the top surface of the cap beam (13) and the socket hole (14).

5. The fully prefabricated double-column high pier device according to claim 1 is characterized in that: The diameter of the circular steel plate (7) is consistent with the diameter of the non-socket section of the pier column, and a through hole is reserved on the surface, and the plane position of the center of the hole is consistent with the plane position of the center of the longitudinal reinforcement of the pier column.

6. The fully prefabricated double-column high pier device according to claim 5, characterized in that: The diameter of the hole is 1.2 times the diameter of the pier column longitudinal reinforcement (2) on the side where the pier column longitudinal reinforcement (2) penetrates the steel plate, and expands outwards at an angle of 45° with the thickness direction of the steel plate (7) until it reaches the other side of the steel plate.

7. The construction method of the fully prefabricated double-column high pier device according to any one of claims 1 to 6, characterized in that: The steps include: Step 1: Prefabrication of the cap (6) and the cap beam (13): tying the steel cages of the cap (6) and the cap beam (13), wherein the steel cage of the cap beam (13) is inverted so that the reserved socket (14) faces upward, installing the corrugated steel pipe (5) in the reserved holes of the steel cages of the cap (6) and the cap beam (13) and installing the external formwork, and casting the cap (6) and the cap beam (13); Step 2: Prefabrication of pier column segments: tie up the steel cage of the pier column, insert the circular steel plate (7) into the pier column longitudinal reinforcement (2) according to the hole position at the top of the steel cage of the upper segment of the pier column, the bottom of the steel cage of the lower segment of the pier column (1), and the top and bottom of the middle segment of the pier column with tie beam (10), and make the end plane of the pier column longitudinal reinforcement (2) flush with the plane of the circular steel plate (7), perform perforation plug welding of the pier column longitudinal reinforcement (2), directly cast the upper and lower segments of the pier column, and place the two pier column steel cages of the middle segment of the pier column with tie beam (10) according to the double column pier spacing, and then cast them in combination with the tie beam steel cage; Step 3: Splicing the lower section of the pier column (1) and the cap (6): Place a pad with a height of 2 cm on the bottom surface of the socket (14) of the cap (6), respectively hoist the two lower sections of the pier column into the two sockets (14) of the cap (6), and pour high-strength non-shrinkage cement grouting material (4) into the gap (3) between the socket section (9) of the pier column and the socket (14); Step 4: Splicing the pier lower segment (1) and the pier middle segment (10) with the tie beam: hoist the pier middle segment (10) with the tie beam and place it on the top surface of the two pier lower segments (1), so that the two pier bottom circular steel plates (7) of the pier middle segment (10) with the tie beam overlap with the two pier top circular steel plates (7) of the pier lower segment (1), and perform circumferential welding through the notches on the side surfaces of the steel plates (7) at the splicing location; Step 5, splicing the pier column upper segment (11) and the pier column middle segment (10) with the tie beam: hoist the two pier column upper segments (11) to the two pier column top surfaces of the pier column middle segment (10) with the tie beam respectively, and make the circular steel plate (7) on the bottom surface of the pier column upper segment (11) overlap with the two circular steel plates (7) on the bottom surface of the pier column middle segment (10) with the tie beam, and perform circumferential welding through the notches on the side surfaces of the steel plates (7) at the splicing position; Step 6, splicing of the cap beam (13) and the upper segment (11) of the pier column: place pads on the top surfaces of the two upper segments (11) of the pier column respectively, with a pad height of 2 cm, hoist the cap beam (13) so that the two sockets (14) are respectively aligned with the two upper segments (11) of the pier column and then drop it into position, first start grouting from the four circumferential grouting holes (12), select two of them as grouting holes (12), and the other two as air outlets, after the grouting holes (12) are filled, grouting of the other two grouting holes (12) is carried out until they are full, and finally grouting of the middle grouting hole (12) is carried out until it is full, completing the construction of the fully prefabricated assembled double-column high pier system.

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