An assembled bridge precast pier column and construction method

Abstract

This application relates to the technical field of bridge piers, in particular to a prefabricated pier for an assembled bridge, which includes a concrete foundation, a precast section is arranged on the concrete foundation, and the precast section is assembled in one or more sections; a pier top section is arranged above the precast section, and a cast-in-place section is arranged between the upper end of the pier top section and the precast section, and the length of the cast-in-place section is determined by the distance between the pier top section and the precast section; the multiple precast sections are precast precast sections with multiple specifications of heights; the cast-in-place section is formed by on-site casting. This application also includes a construction method for the prefabricated pier of the assembled bridge. This application has the effect of enabling the prefabricated pier to meet the needs of different heights.

Description

Technical Field

[0001] This application relates to the technical field of bridge piers, and particularly to a precast pier for an assembled bridge and a construction method thereof. Background Art

[0002] Bridge piers can be of assembled structure or cast-in-place with concrete. For the piers of assembled bridges, they are usually precast piers, which are mass-produced in workshops and then transported to the construction site for installation, capable of improving construction efficiency and the construction quality of the piers. At the same time, it reduces the pollution to the local environment during the construction process.

[0003] A precast pier for an assembled bridge is disclosed in the related art, including a concrete foundation and a precast pier. The concrete foundation is constructed by cast-in-place concrete, and a plurality of vertically upward connecting bars are reserved on the upper surface of the concrete foundation. At the same time, a connecting sleeve is provided at the lower end of the precast pier. By inserting the connecting bars into the connecting sleeve and grouting cement slurry in the connecting sleeve, the precast pier is fixedly connected to the concrete foundation, and the upper end of the precast pier is used to connect the bridge slab of the bridge.

[0004] However, in the above structure, since the distances from the bridge slab to the ground are different, the precast piers need to be precast in different lengths according to the on-site construction conditions. Summary of the Invention

[0005] In order to make the precast piers adapt to different height requirements, this application provides a precast pier for an assembled bridge and a construction method thereof.

[0006] This application provides a precast pier for an assembled bridge, adopting the following technical solution:

[0007] A precast pier for an assembled bridge includes a concrete foundation, on which a precast section is provided, and the precast section is assembled in one or more sections; a pier top section is provided above the precast section, and a cast-in-place section is provided between the upper end of the pier top section and the precast section, and the length of the cast-in-place section is determined by the distance between the pier top section and the precast section; the multiple precast sections are precast precast sections with multiple specifications of heights; the cast-in-place section is formed by on-site casting.

[0008] By adopting the above technical solution, during use, the concrete foundation is constructed first, and then the precast sections are precast sections with multiple specifications of heights, so that appropriate heights can be selected for splicing according to the overall height. There is a height of the cast-in-place section left between the spliced precast sections and the pier top section, and then the cast-in-place section formed by on-site casting can adapt to piers of any height, thus enabling the precast piers to adapt to different height requirements; at the same time, using precast sections with fixed specifications of heights can facilitate the production and use of the precast sections.

[0009] Preferably, an adjusting frame is provided inside the cast-in-place section. The adjusting frame includes a connecting plate and a sleeve. One connecting plate is fixedly connected to one sleeve, and the sleeve is fixed on one side of the connecting plate. The two sleeves connected to the two connecting plates are sleeved with each other; one connecting plate is connected to the upper end of the uppermost precast section, and the other connecting plate is connected to the lower end of the top section of the pier column.

[0010] By adopting the above technical solution, the adjusting frame uses two connecting plates and two sleeves. The two connecting plates are respectively connected to the precast section and the top section of the pier column. The mutual sleeving of the two sleeves can adjust the overall height of the adjusting frame, so as to make the adjusting frame just support the top section of the pier column to the designed height position.

[0011] Preferably, connecting bars are provided at the lower end of the top section of the pier column and the upper end of the uppermost precast section. Mounting holes for inserting the connecting bars are provided on the connecting plate. The connecting plate is fixedly connected by screwing a fixing nut after the connecting bar passes through the mounting hole; rubber pads are provided between the surface of the connecting plate and the upper end of the precast section and between the connecting plate and the lower end of the top section of the pier column.

[0012] By adopting the above technical solution, the connecting bar passes through the mounting hole on the connecting plate and is fixed by a fixing nut. At the same time, there are rubber pads between the connecting plate and the precast section and between the connecting plate and the top section of the pier column. The rubber pad can reduce the stress concentration generated by the connecting plate on the precast section and the top of the pier column, and at the same time can also make the pier column as a whole have higher seismic performance.

[0013] Preferably, for the two mutually sleeved sleeves, a plurality of reinforcing plates are provided on the outer side wall of the sleeve located on the outer side, and a plurality of reinforcing plates are provided on the inner side wall of the sleeve located on the inner side. The reinforcing plates are fixedly connected to the corresponding connecting plates respectively.

[0014] By adopting the above technical solution, the reinforcing plates on the outer sleeve and the reinforcing plates on the inner sleeve are respectively fixedly connected to the corresponding connecting plates, so that the connection strength between the sleeve and the connecting plate is higher. When supporting the top section of the pier column, the deformation of the sleeve can be reduced, and the position of the top section of the pier column can be more accurate.

[0015] Preferably, a through hole is provided at the center of the precast section, a through hole is provided at the center of the top section of the pier column, and a protection steel pipe is provided at the center of the adjusting frame; energy dissipation steel bars are provided in the through hole; the lower end of the energy dissipation steel bar is fixed in the concrete foundation; the energy dissipation steel bar passes through the precast section, the adjusting frame and the top section of the pier column in sequence, and the upper end of the energy dissipation steel bar is fixed on the top section of the pier column.

[0016] By adopting the above technical solution, energy dissipation steel bars are arranged inside the precast section, the adjusting frame and the top section of the pier column. When in normal use, the energy dissipation steel bars can resist the vibration of the pier column, and dissipate energy through the internal energy generated by the expansion and contraction of the energy dissipation steel bars, thereby improving the seismic resistance.

[0017] Preferably, a gasket and a pre-tightening nut are arranged at the upper end of the energy dissipation steel bar; the energy dissipation steel bar is threadedly connected with the pre-tightening nut; the gasket is arranged between the pre-tightening nut and the upper surface of the top section of the pier column; the pre-tightening nut is used to provide a pre-tightening force for the energy dissipation steel bar before the construction of the cast-in-place section.

[0018] By adopting the above technical solution, before the construction of the cast-in-place section, a prestress is applied to the energy dissipation steel bar through the pre-tightening nut first, which can make the upper end of the pier column have a relatively accurate position after bearing the bridge slab, and reduce the length change of the whole pier column after bearing.

[0019] Preferably, a connecting device is arranged at the lower end of the energy dissipation steel bar. The connecting device includes a fixing plate, a sleeve, a connecting nut and a protective sleeve. The fixing plate is located inside the concrete foundation. The connecting nut is fixed on the lower surface of the fixing plate. The protective sleeve covers the outside of the connecting nut. The sleeve is fixed on the upper surface of the fixing plate and corresponds to the position of the connecting nut. The upper end of the sleeve exposes from the upper surface of the concrete foundation. The lower end of the energy dissipation steel bar penetrates into the sleeve and is threadedly connected with the connecting nut.

[0020] By adopting the above technical solution, the fixing plate is arranged inside the concrete foundation. The connecting nut is fixedly connected to the lower surface of the fixing plate and is protected by the protective sleeve, so that the connecting device can be pre-embedded in the concrete foundation in advance and then connected to the lower end of the energy dissipation steel bar, thereby facilitating the installation of the energy dissipation steel bar and the precast section.

[0021] Preferably, a fixing component is arranged between two adjacent precast sections. The fixing component includes an arc-shaped screw rod and a locking nut. An arc-shaped hole is formed at the position from the end face of the precast section to the outer wall of the precast section. After two precast sections are placed up and down, the arc-shaped holes on the two precast sections are communicated with each other and penetrated by one arc-shaped screw rod. The locking nut is threadedly connected to both ends of the arc-shaped screw rod.

[0022] By adopting the above technical solution, two adjacent precast sections are connected by the fixing component. Since the precast sections are produced by precast method, the dimensions of the precast sections are relatively accurate. The precast sections can be accurately fixed relative to each other by penetrating the arc-shaped screw rod into the arc-shaped hole, and the straightness of multiple precast sections can be maintained.

[0023] This application also provides a construction method for a prefabricated pier column of an assembled bridge, adopting the following technical solution:

[0024] A construction method for precast pier columns of an assembled bridge, including first installing the lowermost precast section onto the concrete foundation and adjusting the verticality of the precast section; then successively installing multiple precast sections, and then hoisting the top section of the pier column above the precast sections, and then installing an adjusting frame between the precast sections and the top section of the pier column, and making the height of the top section of the pier column reach the designed height, and erecting a formwork at the position of the adjusting frame and casting concrete on-site to form a cast-in-place section.

[0025] By adopting the above technical solution, first install the lowermost precast section onto the concrete foundation, and adjust the verticality of the precast section through the lowermost precast section, and then successively connect multiple precast sections to reach the required height, and adopt the method of cast-in-place concrete to form a cast-in-place section, so that the pier column formed by the precast section, the cast-in-place section and the top section of the pier column can adapt to different height requirements.

[0026] Preferably, after the adjusting frame is installed, energy dissipation steel bars are penetrated inside the top section of the pier column, the precast section and the adjusting frame, and both ends of the energy dissipation steel bars are respectively connected to the concrete foundation and the top section of the pier column, and an acting force is applied on the energy dissipation steel bars to squeeze and contract the adjusting frame, so that the height of the top section of the pier column reaches the designed height.

[0027] By adopting the above technical solution, after the adjusting frame is installed, prestress is applied to the whole pier column through the energy dissipation steel bars, so that the whole pier column can shrink to the height in the state of the load to be borne, so that after the bridge slab is connected to the pier column, the height of the top section of the pier column is relatively accurate.

[0028] In summary, the present application includes at least one of the following beneficial technical effects:

[0029] 1. By selecting precast sections with appropriate heights according to the overall height for splicing, and leaving a height for the cast-in-place section between the spliced precast sections and the top section of the pier column, and then the cast-in-place section formed by on-site casting can adapt to pier columns of any height, so that the precast pier column can adapt to different height requirements;

[0030] 2. By arranging energy dissipation steel bars inside the precast section, the adjusting frame and the top section of the pier column, when in normal use, the energy dissipation steel bars can resist the vibration of the pier column, and the internal energy generated by the expansion and contraction of the energy dissipation steel bars is used for energy dissipation;

[0031] 3. By applying prestress to the whole pier column through the energy dissipation steel bars, the whole pier column can shrink to the height in the state of the load to be borne, so that after the bridge slab is connected to the pier column, the height of the top section of the pier column is relatively accurate. BRIEF DESCRIPTION OF THE DRAWINGS

[0032] Figure 1 is the overall structural schematic diagram of the embodiment of the present application;

[0033] Figure 2It is a schematic installation diagram of the adjusting frame in the embodiment of the present application;

[0034] Figure 3 It is an exploded schematic diagram of the adjusting frame in the embodiment of the present application;

[0035] Figure 4 It is an installation structure diagram of the fixing component in the embodiment of the present application;

[0036] Figure 5 It is a schematic internal structure diagram of the precast section in the embodiment of the present application;

[0037] Figure 6 It is a schematic installation diagram of the template in the embodiment of the present application.

[0038] Explanation of reference numerals: 1, concrete foundation; 2, precast section; 21, arc-shaped hole; 22, relief groove; 3, cast-in-place section; 4, top section of pier column; 5, adjusting frame; 51, connecting plate; 52, kit; 53, through hole; 54, mounting hole; 55, reinforcing plate; 56, protective steel pipe; 61, connecting bar; 62, fixing nut; 63, rubber pad; 7, steel bar grid; 71, vertical bar; 72, hoop bar; 8, fixing component; 81, arc-shaped screw; 82, locking nut; 83, backing plate; 9, connecting device; 91, fixing plate; 92, sleeve; 93, connecting nut; 94, protective sleeve; 10, through hole; 11, energy dissipation steel bar; 12, pre-tightening nut; 13, gasket; 14, template; 15, mounting column; 16, hydraulic cylinder; 17, pouring pipe. Detailed implementation manners

[0039] The following will Figures 1-6 further describe the present application in detail.

[0040] The embodiment of the present application discloses a precast pier column for an assembled bridge. Referring to Figure 1 , it includes a concrete foundation 1, a precast section 2, a cast-in-place section 3 and a top section 4 of the pier column; the concrete foundation 1, the precast section, the cast-in-place section 3 and the top section 4 of the pier column are arranged in sequence from bottom to top, and multiple precast sections 2 can be provided. The precast sections 2 are of multiple fixed specifications in height, which is convenient for the production of the precast sections 2. The height of the precast section 2 can be selected as 5m, 2m and 1m; since the widths of the roads are basically the same, the multiple top sections 4 of the pier columns selected are of the same structure. When the requirement of height change is received, the height of the top section 4 of the pier column is set to the designed height, and then the precast section 2 is assembled according to the required appropriate height. The length of the cast-in-place section 3 is at most equal to 1m. The cast-in-place section 3 is formed by pouring concrete on-site in the remaining space between the upper end of the precast section 2 and the lower end of the top section 4 of the pier column, so as to ensure the overall height of each installation position and make the precast pier column adapt to different height requirements.

[0041] Referring to Figure 1, the concrete foundation 1 is completed by cast-in-place concrete on-site. The concrete foundation 1 and the lowermost precast section 2 are connected by grouting technology in the connecting sleeve 92. At the same time, during the construction of the concrete foundation 1, due to the poor levelness of the upper surface, it is corrected during the connection process between the lowermost precast section 2 and the concrete foundation 1, so that the lowermost precast section 2 can be set vertically, thereby ensuring that the multiple precast sections 2 have a high perpendicularity after being connected to each other.

[0042] Reference Figure 2 , an adjusting frame 5 is arranged inside the cast-in-place section 3. The adjusting frame 5 includes a connecting plate 51 and a sleeve 52. One connecting plate 51 and one sleeve 52 are fixed to each other. There are two connecting plates 51 in one adjusting frame 5, and the two connecting plates 51 are arranged vertically. The sleeve 52 is fixed at the middle position of one side of the connecting plate 51. The sleeve 52 is a cuboid structure. The two sleeves 52 are located between the two connecting plates 51, and one sleeve 52 is inserted and matched with the other sleeve 52. At the same time, the two sleeves 52 can slide relative to each other, so that the height between the two connecting plates 51 can be adjusted. When the height of the adjusting frame 5 is equal to the distance between the upper end of the precast section 2 and the lower end of the top section 4 of the pier, welding is carried out at the joint position of the sleeves 52 so that the two sleeves 52 can be fixed to each other. In this embodiment, a plurality of through holes 53 are formed on the outer wall of the sleeve 52, and the through holes 53 are used to facilitate pouring concrete into the sleeve 52.

[0043] Reference Figure 2 and Figure 3 , a plurality of connecting bars 61 are fixedly arranged on the uppermost precast section 2. At the same time, a plurality of connecting bars 61 are fixedly arranged on the top section 4 of the pier. The connecting bars 61 on the precast section 2 are vertically upward and are evenly arranged at the edge of the upper surface of the precast section 2. The connecting bars 61 on the top section 4 of the pier are vertically downward and are evenly arranged at the edge of the lower surface of the top section 4 of the pier. Mounting holes 54 for mounting the connecting bars 61 are formed in the connecting plate 51. After the end of the connecting bar 61 passes through the mounting hole 54, a fixing nut 62 is threadedly connected, and the adjusting frame 5 is fixed between the precast section 2 and the top section 4 of the pier through the fixing nut 62. Both the precast section 2 and the top section 4 of the pier adopt an assembled structure, so that the precast section 2 and the top section 4 of the pier are precast blocks.

[0044] Reference Figure 2 and Figure 3, a rubber pad 63 is provided between the surface of the connecting plate 51 and the upper end of the precast segment 2. At the same time, a rubber pad 63 is provided between the connecting plate 51 and the lower end of the top section 4 of the pier column, reducing damage to the precast segment 2 and the top section 4 of the pier column of the concrete structure caused by the connecting plate 51. At the same time, it enables the pier column to swing and deform, and then the rubber pad 63 and the friction of each relative movement structure dissipate energy during the vibration process. Reinforcing plates 55 are provided outside the outer kit 52. There are multiple reinforcing plates 55 and they are evenly arranged along the outer periphery of the kit 52. The reinforcing plates 55 are welded to the corresponding connecting plates 51. Reinforcing plates 55 are provided inside the inner kit 52 and are welded to the corresponding connecting plates 51. The lower end size of the top section 4 of the pier column is the same as the upper end size of the precast segment 2 and is equal to the connecting plate 51. After the connecting plate 51 is installed, the edge of the connecting plate 51 is aligned with the edge of the upper end of the precast segment 2. The outer surface of the kit 52 is spaced from the edge of the connecting plate 51. A steel bar grid 7 is provided outside the kit 52. The steel bar grid 7 includes vertical bars 71 and hoop bars 72. The length of the vertical bars 71 is equal to the distance between two connecting plates 51. The hoop bars 72 are sleeved outside multiple vertical bars 71, and the hoop bars 72 are tied and fixed to the vertical bars 71. The length of the vertical bars 71 is cut and fabricated on site according to needs. The position of the steel bar grid 7 also needs to be filled with concrete, so that a part of the concrete for pouring the cast-in-place segment 3 is buried outside the kit 52 with the steel bar grid 7, and the other part is filled inside the kit 52 inside the kit 52.

[0045] Reference Figure 4 , the opposite surfaces of two adjacent precast segments 2 are formed by prefabrication, making the ends of the precast segments 2 relatively flat and perpendicular to the length direction of the precast segments 2. During installation, two adjacent precast segments 2 are fixed by a fixing component 8. The fixing component 8 includes an arc-shaped screw 81 and a locking nut 82. An arc-shaped hole 21 is formed at the position between the end face of the precast segment 2 and the outer wall of the precast segment 2. A relief groove 22 is formed at one end of the arc-shaped hole 21 close to the outer wall of the precast segment 2. One groove wall of the relief groove 22 is perpendicular to the arc-shaped hole 21. During installation, after two adjacent precast segments 2 are placed up and down, the arc-shaped holes 21 communicate with each other, and an arc-shaped screw 81 is inserted into the arc-shaped holes 21. Gaskets 83 are provided at both ends of the arc-shaped screw 81, so that the end of the arc-shaped screw 81 penetrates through the gasket 83 and is threadedly connected to the locking nut 82, and then the two precast segments 2 are fixedly connected by the fixing component 8. Multiple fixing components 8 are provided along the periphery of the precast segment 2.

[0046] Reference Figure 5, a through hole 10 is reserved at the center position of the precast section 2, and at the same time, a through hole 10 is reserved at the center position of the top section 4 of the pier column. The energy dissipation steel bar 11 is arranged to pass through the through hole 10. A protection steel pipe 56 is arranged at the center of the adjusting frame 5. The protection steel pipe 56 is used to separate from the cavity of the kit 52, so that the energy dissipation steel bar 11 passes through the inside of the protection steel pipe 56. A protection steel pipe 56 is fixed on each of the two connecting plates 51, and the protection steel pipe 56 penetrates through the connecting plate 51. The two protection steel pipes 56 are sleeved with each other, so that the outer side wall of the energy dissipation steel bar 11 is not connected to the precast section 2, the cast-in-place section 3 and the top section 4 of the pier column. When the pier column undergoes lateral deformation, the middle part of the energy dissipation steel bar 11 can elongate or shorten to achieve the energy dissipation effect, and at the same time improve the seismic performance of the pier column.

[0047] Reference Figure 5 , a connecting device 9 is arranged at the lower end of the energy dissipation steel bar 11, and the connecting device 9 is located in the concrete foundation 1. The connecting device 9 includes a fixing plate 91, a sleeve 92, a connecting nut 93 and a protective sleeve 94. The fixing plate 91 is arranged horizontally, the connecting nut 93 is welded to the lower surface of the fixing plate 91, the protective sleeve 94 covers the outside of the connecting nut 93 to protect the connecting nut 93 and reduce the blockage of the position of the connecting nut 93 by concrete. The sleeve 92 is fixed on the upper surface of the fixing plate 91, and the upper end of the sleeve 92 extends to the upper surface of the concrete foundation 1. The connecting device 9 is located at the center position of the concrete foundation 1. After the concrete foundation 1 meets the design strength requirements, the lower end of the energy dissipation steel bar 11 is inserted into the sleeve 92 and threadedly connected to the connecting nut 93; and during installation, the precast section 2, the cast-in-place section 3 and the top section 4 of the pier column can be installed first, and then the energy dissipation steel bar 11 is connected to the connecting nut 93. The upper end of the energy dissipation steel bar 11 protrudes from the upper end of the top section 4 of the pier column and is threadedly connected with a pre-tightening nut 12. A gasket 13 is arranged below the pre-tightening nut 12, so that the pre-tightening nut 12 and the connecting nut 93 tighten the energy dissipation steel bar 11, thereby improving the overall strength of the pier column.

[0048] The embodiment of the present application also discloses a construction method for an assembled bridge precast pier column, which is used for constructing the above-mentioned assembled bridge precast pier column. Reference Figure 6, including first constructing a concrete foundation 1 on the ground, then splicing the lowermost precast segment 2, adjusting the verticality of the lowermost precast segment 2 and fixing the precast segment 2 on the concrete foundation 1, and then successively connecting multiple precast segments 2; suspending the top section 4 of the pier column above the precast segment 2 by a crane, placing the adjusting frame 5 between the top section 4 of the pier column and the precast segment 2, and connecting the adjusting frame 5 to the precast segment 2 and the top section 4 of the pier column, and fixing the height of the adjusting frame 5 after adjusting the top section 4 of the pier column to the designed height. A formwork 14 is arranged at the position of the adjusting frame 5, and multiple pieces of the formwork 14 are detachably fixed to each other. An installation column 15 is embedded on the top section 4 of the pier column, a hydraulic cylinder 16 is connected to the installation column 15, the upper end of the hydraulic cylinder 16 is connected to the installation column 15, the lower end of the hydraulic cylinder 16 is connected to the outer side of the formwork 14, the inner surface of the formwork 14 is attached to the outer wall of the precast segment 2, and a pouring pipe 17 is fixedly arranged at the upper end of the formwork 14; when constructing the cast-in-place segment 3, first lower the formwork 14 to the middle position of the adjusting frame 5 by the hydraulic cylinder 16, pour concrete into both the inside and the outside of the adjusting frame 5 simultaneously to make the concrete fully filled, and then gradually fill both the inside and the outside of the adjusting frame 5 as the formwork 14 is raised to ensure the construction quality of the cast-in-place segment 3. Before pouring the cast-in-place segment 3, the energy dissipation steel bars 11 need to be first connected to the inside of the precast segment, the adjusting frame 5 and the top section 4 of the pier column, and the energy dissipation steel bars 11 are tightened by the pre-tightening nuts 12 to generate prestress in the energy dissipation steel bars 11. The prestress of the energy dissipation steel bars 11 can contract the adjusting frame 5, so that the cast-in-place segment 3 has higher supporting strength and the strength of the cast-in-place segment 3 is closer to that of the precast segment 2 and the top section 4 of the pier column. Because the precast segment 2 and the pier column have better curing conditions during mass production, in addition, after applying prestress to the energy dissipation steel bars 11 first, the overall height of the pier column can reach the designed height after loading the bridge slab.

[0049] The above are all the preferred embodiments of this application, and the protection scope of this application is not limited thereby. Therefore, all equivalent changes made according to the structure, shape, and principle of this application should be covered within the protection scope of this application.

Claims

1. An assembled bridge precast pier column, comprising a concrete foundation (1), characterized in that: A precast section (2) is provided on the concrete foundation (1), and the precast section (2) is assembled in one or more sections; a top section of the pier column (4) is provided above the precast section (2), and a cast-in-place section (3) is provided between the top section of the pier column (4) and the upper end of the precast section (2), and the length of the cast-in-place section (3) is determined by the distance between the top section of the pier column (4) and the precast section (2); the multiple precast sections (2) are precast precast sections (2) with multiple specifications of heights; the cast-in-place section (3) is formed by on-site casting; An adjusting frame (5) is provided inside the cast-in-place section (3), and the adjusting frame (5) includes a connecting plate (51) and a sleeve (52). One connecting plate (51) is fixed to one sleeve (52), the sleeve (52) is fixed on one side of the connecting plate (51), and the two sleeves (52) connected to the two connecting plates (51) are sleeved with each other; one connecting plate (51) is connected to the upper end of the uppermost precast section (2), and the other connecting plate (51) is connected to the lower end of the top section of the pier column (4); A steel bar grid (7) is provided on the outer side of the sleeve (52), and the steel bar grid (7) includes vertical bars (71) and hoop bars (72). The hoop bars (72) are sleeved on the outer sides of the vertical bars (71), and the hoop bars (72) are tied and fixed to the vertical bars (71); a part of the concrete for casting the cast-in-place section (3) is buried with the steel bar grid (7) on the outer side of the sleeve (52), and the other part is filled inside the sleeve (52) on the inner side of the sleeve (52).

2. The precast pier column of an assembled bridge according to claim 1, characterized in that: Connecting bars (61) are provided at the lower end of the top section of the pier column (4) and the upper end of the uppermost precast section (2). Mounting holes (54) for inserting the connecting bars (61) are formed in the connecting plate (51), and the connecting plate (51) is fixed by screwing a fixing nut (62) after the connecting bar (61) passes through the mounting hole (54); rubber pads (63) are provided between the surface of the connecting plate (51) and the upper end of the precast section (2) and between the connecting plate (51) and the lower end of the top section of the pier column (4).

3. The precast pier column of an assembled bridge according to claim 1, characterized in that: For the two mutually sleeved sleeves (52), a plurality of reinforcing plates (55) are provided on the outer side wall of the sleeve (52) located on the outer side, and a plurality of reinforcing plates (55) are provided on the inner side wall of the sleeve located on the inner side. The reinforcing plates (55) are respectively fixedly connected to the corresponding connecting plates (51).

4. The precast pier column of an assembled bridge according to claim 2 or 3, characterized in that: A through hole (10) is provided at the center of the precast section (2), a through hole (10) is provided at the center of the top section of the pier column (4), and a protection steel pipe (56) is provided at the center of the adjusting frame (5); energy dissipation steel bars (11) are provided in the through hole (10); the lower ends of the energy dissipation steel bars (11) are fixed in the concrete foundation (1); the energy dissipation steel bars (11) sequentially pass through the precast section (2), the adjusting frame (5) and the top section of the pier column (4), and the upper ends of the energy dissipation steel bars (11) are fixed to the top section of the pier column (4).

5. The precast pier column of an assembled bridge according to claim 4, wherein: A gasket (13) and a pre-tightening nut (12) are provided at the upper end of the energy-dissipating steel bar (11); the energy-dissipating steel bar (11) is threadedly connected to the pre-tightening nut (12); the gasket (13) is arranged between the pre-tightening nut (12) and the upper surface of the top section (4) of the pier column; the pre-tightening nut (12) is used to provide a pre-tightening force for the energy-dissipating steel bar (11) before the construction of the cast-in-place section (3).

6. The precast pier column of an assembled bridge according to claim 4, characterized in that: A connecting device (9) is provided at the lower end of the energy-dissipating steel bar (11), and the connecting device (9) includes a fixing plate (91), a sleeve (92), a connecting nut (93) and a protective sleeve (94). The fixing plate (91) is located inside the concrete foundation (1), the connecting nut (93) is fixed to the lower surface of the fixing plate (91), the protective sleeve (94) covers the outside of the connecting nut (93), and the sleeve (92) is fixed to the upper surface of the fixing plate (91) and corresponds to the position of the connecting nut (93); the upper end of the sleeve (92) exposes from the upper surface of the concrete foundation (1), and the lower end of the energy-dissipating steel bar (11) penetrates into the sleeve (92) and is threadedly connected to the connecting nut (93).

7. The precast pier column of an assembled bridge according to claim 6, wherein: A fixing assembly (8) is arranged between two adjacent precast sections (2); the fixing assembly (8) includes an arc-shaped screw rod (81) and a locking nut (82). An arc-shaped hole (21) is formed at the position from the end face of the precast section (2) to the outer wall of the precast section (2). After two precast sections (2) are placed one above the other, the arc-shaped holes (21) on the two precast sections (2) communicate with each other and are penetrated by one arc-shaped screw rod (81); the locking nuts (82) are threadedly connected to both ends of the arc-shaped screw rod (81).

8. A construction method for a precast pier column of an assembled bridge, which is used for constructing a precast pier column of an assembled bridge according to any one of claims 1-7, and is characterized in that: It includes first installing the lowermost precast section (2) onto the concrete foundation (1) and adjusting the verticality of the precast section (2); then sequentially installing multiple precast sections (2), then hoisting the top section (4) of the pier column above the precast sections (2), then installing the adjusting frame (5) between the precast sections (2) and the top section (4) of the pier column, and making the height of the top section (4) of the pier column reach the designed height. A formwork (14) is erected at the position of the adjusting frame (5) and concrete is cast on site to form the cast-in-place section (3); A formwork (14) is arranged at the position of the adjusting frame (5), an installation column (15) is embedded on the top section (4) of the pier column, a hydraulic cylinder (16) is connected to the installation column (15), the upper end of the hydraulic cylinder (16) is connected to the installation column (15), the lower end of the hydraulic cylinder (16) is connected to the outside of the formwork (14), the inner surface of the formwork (14) fits against the outer wall of the precast section (2), and at the same time a pouring pipe (17) is fixedly arranged at the upper end of the formwork (14); during the construction of the cast-in-place section (3), first lower the formwork (14) to the middle position of the adjusting frame (5) through the hydraulic cylinder (16), pour concrete into both the inside and the outside of the adjusting frame (5) simultaneously, and then gradually fill both the inside and the outside of the adjusting frame (5) as the formwork (14) is raised.

9. The construction method of a prefabricated pier column for an assembled bridge according to claim 8, characterized in that: After the adjustment frame (5) is installed, energy dissipation steel bars (11) are inserted through the top section of the pier column (4), the precast section (2), and the adjustment frame (5). Both ends of the energy dissipation steel bars (11) are respectively connected to the concrete foundation (1) and the top section of the pier column (4), and a force is applied to the energy dissipation steel bars (11) to squeeze and contract the adjustment frame (5), so that the height of the top section of the pier column (4) reaches the designed height.

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