An assembled bridge pier with a shock-absorbing curved rod-corrugated plate displacement damper and a construction method thereof

Abstract

The present invention discloses an assembled bridge pier with a shock-absorbing curved rod and a corrugated plate displacement damper and a construction method, comprising a cap, a pier, a cap beam, a shock-absorbing device, and a prestressed steel bar assembly; the shock-absorbing device is arranged between two adjacent pier column segments, and between the top pier column segment and the cap beam; each shock-absorbing device comprises a shock-absorbing curved rod and a corrugated plate damper; the shock-absorbing curved rod comprises an intermediate hinge, a top hinge, and a bottom hinge. During a horizontal earthquake or multi-directional excitation of the bridge pier, the pier segments shift horizontally relative to each other, driving the upper end of the shock-absorbing curved rod to rotate around the intermediate hinge. The displacement of the lower end of the shock-absorbing curved rod is amplified by the lever principle, and energy dissipation and shock absorption are achieved through the displacement damper, thereby achieving the purpose of reducing the shear force between the pier columns. The present invention overcomes the shortcomings of traditional dampers, which have a small displacement between pier column segments and a weak energy dissipation effect, and can effectively ensure the horizontal shock-absorbing performance of the bridge pier. In addition, the use of external pier column segments reduces inspection and maintenance costs, facilitates post-earthquake repair, has strong engineering applicability, and has good prospects for promotion and application.

Description

Technical Field

[0001] The present invention relates to the technical field of bridge engineering construction, in particular to an assembled bridge pier with a shock-absorbing curved rod-corrugated plate displacement damper and a construction method. Background Art

[0002] In recent years, the construction technology of prefabricated bridge piers has been increasingly studied in my country. One common problem currently is the insufficient overall performance of multi-segmented piers, particularly in high-intensity areas. Under horizontal earthquake action, shearing occurs between the connecting surfaces of the segments, resulting in insufficient stability and safety, and weak seismic performance, hindering the widespread application of prefabricated piers in these areas.

[0003] In order to overcome the defects of the above-mentioned pier segment connection method and enhance the energy dissipation capacity between horizontal segments, it is urgent to study a new type of prefabricated pier segment assembly method. The present invention proposes an assembled bridge pier with a shock-absorbing curved rod-corrugated plate displacement damper and a construction method. The shock-absorbing curved rod-corrugated plate displacement damper is used to dissipate energy and reduce shock between pier segments, thereby reducing the mutual deformation of pier segments under high-intensity earthquakes and controlling the degree of damage. At the same time, vertical prestressed steel bars are used to strengthen the vertical connection between the abutment, pier and cap beam, thereby enhancing the post-earthquake recovery capacity of the pier. The horizontal energy dissipation and shock absorption device of the present invention is installed on the outside of the pier segment, which is convenient for post-earthquake repair, has low maintenance costs, strong engineering applicability, and has good application prospects. Summary of the Invention

[0004] In response to the deficiencies of the above-mentioned prior art, the present invention provides an assembled bridge pier with a shock-absorbing curved rod and corrugated plate displacement damper and a construction method. The shock-absorbing curved rod is used to amplify the displacement between segments, thereby utilizing the corrugated plate displacement damper to dissipate energy and reduce shock between segments. Compared with traditional dampers, this method improves the energy dissipation effect, reduces the mutual deformation of pier segments under high-intensity earthquakes, and controls the degree of damage. At the same time, vertical prestressed steel bars are used to strengthen the vertical connection between the abutment, pier column, and cap beam, thereby enhancing the post-earthquake recovery capacity of the pier. The horizontal energy dissipation and shock absorption device of the present invention is installed on the outside of the pier segment, which facilitates post-earthquake repair, has low maintenance costs, and has strong engineering applicability, showing good application prospects.

[0005] In order to solve the above technical problems, the technical solution adopted by the present invention is:

[0006] An assembled bridge pier with a shock-absorbing curved rod-corrugated plate displacement damper comprises a cap, a pier column, a cap beam, a shock-absorbing device and a prestressed steel bar assembly.

[0007] The bottom of the pier is connected to the center of the top of the cap through a shear key.

[0008] The pier column includes a plurality of pier column segments arranged in a stacked manner; two adjacent pier column segments are connected by shear keys.

[0009] The cap beam is connected to the top of the pier column through shear keys;

[0010] The prestressed steel bar components vertically connect the cap beam, all pier column segments and the pedestal to form a whole.

[0011] The shock-absorbing device is arranged between two adjacent pier column segments, and between the top pier column segment and the cap beam; wherein the top pier column segment refers to the pier column segment connected to the cap beam.

[0012] Each shock absorbing device includes a shock absorbing bent rod and a corrugated plate damper.

[0013] The shock absorber crank has three hinge points, namely the middle hinge, the top hinge and the bottom hinge.

[0014] When the shock-absorbing device is arranged between the middle hinge sections of two adjacent pier column sections, and the two adjacent pier column sections are respectively the upper pier column section and the lower pier column section; the corrugated plate damper is arranged horizontally, and one end is hinged to the bottom of the outer wall of the lower pier column section, and the other end is hinged to the bottom hinge of the shock-absorbing curved rod; the middle hinge of the shock-absorbing curved rod is installed at the middle and upper part of the outer wall of the lower pier column section; the top hinge of the shock-absorbing curved rod is installed at the bottom of the outer wall of the upper pier column section.

[0015] When the shock-absorbing device is arranged between the top pier column segment and the cap beam, the corrugated plate damper is arranged horizontally, with one end hinged to the bottom of the outer wall of the top pier column segment, and the other end hinged to the bottom hinge of the shock-absorbing curved rod; the middle hinge of the shock-absorbing curved rod is installed in the middle and upper part of the outer wall of the top pier column segment; the top hinge of the shock-absorbing curved rod is installed at the bottom of the outer wall of the cap beam.

[0016] The shock-absorbing curved rod can rotate around its own central hinge, and can transmit the external force exerted on the assembled bridge pier to the corrugated plate damper to achieve shock absorption.

[0017] Furthermore, the distance from the top hinge to the middle hinge of each shock-absorbing curved link is smaller than the distance from the middle hinge to the bottom hinge.

[0018] Furthermore, each shock-absorbing curved rod is V-shaped, and the V-shaped angle is an obtuse angle.

[0019] Furthermore, the prestressed steel bar assembly includes a plurality of prestressed longitudinal bars, anchors and steel pads.

[0020] Several prestressed longitudinal bars are evenly distributed along the circumference in the cap beam, pier column and pedestal; each prestressed longitudinal bar vertically penetrates the cap beam, pier column and pedestal, and is anchored at the end by steel pads and anchors.

[0021] There are 4 prestressed longitudinal bars, and the diameter of each prestressed longitudinal bar is not less than 20mm.

[0022] Furthermore, the corrugated plate damper includes a main connecting plate, a secondary connecting plate, a steel shell, a corrugated steel plate, a spring and a piston plate.

[0023] The piston plate is located in the steel shell and divides the steel shell into a damping chamber and an elastic recovery chamber.

[0024] The main connecting plate is located on the central axis of the steel shell. The middle part of the main connecting plate is slidingly connected to the piston plate. The end of the main connecting plate passes through the steel shell to form an end hinge, which is hingedly installed at the bottom of the outer wall of the lower pier segment or the bottom of the outer wall of the top pier segment.

[0025] There are two auxiliary connecting plates, which are symmetrically arranged in the damping cavity outside the main connecting plate; one end of the auxiliary connecting plate is connected to the piston plate, and the other end of the auxiliary connecting plate slides out of the steel shell and is hinged to the bottom hinge of the shock absorber curved rod.

[0026] The corrugated steel plate is arranged in the damping cavity between the main connecting plate and the auxiliary connecting plate.

[0027] The spring is arranged in the elastic recovery cavity on the outer periphery of the main connecting plate.

[0028] Furthermore, the length of the main connecting plate shall not be less than 300 mm and the thickness shall not be less than 10 mm; the length of the secondary connecting plate shall not be less than 400 mm and the thickness shall not be less than 5 mm; the height of the steel shell section shall not be less than 50 mm and the length shall not be less than 300 mm.

[0029] The thickness of the corrugated steel plate is 2 to 10 mm, and the length is 100 to 300 mm.

[0030] The spring length is 100-200mm, the wire diameter is not less than 5mm, the outer diameter is not less than 20mm, and the stiffness is not less than 100N / mm.

[0031] The pier column consists of three overlapping pier column segments; each pier column segment is a precast concrete component with a rectangular cross-section, the height of each pier column segment is not less than 1500mm, and the length of the short side of the rectangular cross-section of each pier column segment is not less than 1000mm; the shear key connection heights between two adjacent pier column segments, the shear key between the pier column and the pedestal, and the shear key connection heights between the pier column and the cap beam are all equal and not less than 200mm.

[0032] A construction method for an assembled bridge pier with a shock-absorbing curved rod-corrugated plate displacement damper comprises the following steps.

[0033] Step 1: Prefabricate pier column segments: Prefabricate a set number of pier column segments in the factory and cure them to the set strength.

[0034] Step 2: Prefabricate the cap beam: Prefabricate the cap beam in the factory and cure it to the set strength.

[0035] Step 3: Transportation: Transport the prefabricated pier segments and cap beams to the construction site.

[0036] Step 4: Cast-in-place foundation: At the construction site, formwork is used to pour concrete and maintain the foundation to form the foundation. During the pouring process of the foundation, several prestressed longitudinal bars need to be embedded in the foundation.

[0037] Step 5: Hoist the bottom pier column segment: Hoist one of the pier column segments to the top of the prestressed longitudinal reinforcement; then, lower the height of the pier column segment so that the prestressed longitudinal reinforcement passes through the pier column segment; the height of the pier column segment continues to drop until it is connected to the top of the abutment with a shear key, thus forming a positioned bottom pier column segment.

[0038] Step 6: Hoist the remaining pier column segments: Follow the method in step 5 to complete the hoisting of the remaining pier column segments.

[0039] Step 7. Hoist the cap beam: Hoist the cap beam to just above the prestressed longitudinal reinforcement; then, lower the height of the pier segment to allow the prestressed longitudinal reinforcement to pass through the cap beam; the cap beam continues to lower until the shear key connection is achieved with the top pier segment, thus completing the hoisting of the cap beam.

[0040] Step 8. Anchor the prestressed longitudinal reinforcement: Use prestressed equipment to tension the prestressed steel bars and anchor them on the top of the cap beam through anchors, thereby completing the positioning and installation of the main bridge piers.

[0041] Step 9. Install the shock-absorbing device: two shock-absorbing devices are symmetrically arranged between two adjacent pier segments and between the top pier segment and the cap beam; the corrugated plate damper is arranged horizontally, and one end is hinged to the bottom of the outer wall of the lower pier segment or the bottom of the outer wall of the top pier segment, and the other end is hinged to the bottom hinge of the shock-absorbing curved rod; the middle hinge of the shock-absorbing curved rod is installed at the upper middle part of the outer wall of the lower pier segment or the upper middle part of the outer wall of the top pier segment; the top hinge of the shock-absorbing curved rod is installed at the bottom of the outer wall of the upper pier segment or the bottom of the outer wall of the cap beam.

[0042] The present invention has the following beneficial effects:

[0043] (1) The present invention utilizes a novel shock-absorbing curved rod-corrugated plate displacement damper to improve the energy dissipation effect of the damper, thereby solving the problem that the energy dissipation effect of the currently installed displacement damper is not obvious.

[0044] When a horizontal earthquake or other horizontal excitation acts on the bridge pier, the segments of the prefabricated pier shift horizontally with respect to each other, driving the upper end of the shock-absorbing curved rod to rotate around its axis. The displacement of the lower end of the shock-absorbing curved rod is amplified by the lever principle and connected to the displacement damper. The displacement damper dissipates energy and reduces vibration, thereby reducing the shear force between the pier columns. This solves the problem that the displacement deformation of the prefabricated pier segments is small and the energy dissipation effect of the displacement damper is not obvious.

[0045] (2) The novel shock absorbing device proposed by the present invention has the advantages of easy installation, convenient inspection and maintenance, and good durability.

[0046] This shock-absorbing device is externally mounted on the side of the pier segment, which is convenient to install and has low inspection and maintenance costs. After an earthquake, if the energy-absorbing corrugated steel plate in the displacement damper is damaged, it can be easily removed manually and replaced with a new damper. It has good post-earthquake repair performance and strong seismic toughness.

[0047] (3) The bridge pier connection section with shear keys proposed in this invention features convenient installation and positioning, effectively reducing construction difficulty and enabling efficient and quick installation and positioning. Vertical prestressed steel bars are also used to strengthen the vertical connection between the abutment, pier column, and cap beam, thereby enhancing the post-earthquake self-recovery capacity of the bridge pier. BRIEF DESCRIPTION OF THE DRAWINGS

[0048] Figure 1 This is a schematic diagram of an assembled bridge pier with a shock-absorbing curved rod-corrugated plate displacement damper according to the present invention.

[0049] Figure 2a It is a schematic diagram of the precast concrete pier column segment of the present invention.

[0050] Figure 2b This is a schematic elevation diagram of the precast concrete pier column of the present invention.

[0051] Figure 2c It is a horizontal cross-sectional schematic diagram of the pier column of the present invention.

[0052] Figure 2d Schematic diagram of the internal steel mesh of the pier column of the present invention.

[0053] Figure 3 Schematic diagram of the shock-absorbing curved rod-corrugated plate displacement damper of the present invention.

[0054] Figure 4a Schematic diagram of the corrugated plate displacement damper of the present invention.

[0055] Figure 4b It is a cross-sectional view of the corrugated plate displacement damper of the present invention.

[0056] Figure 5a It is a plan view of the corrugated steel plate of the present invention.

[0057] Figure 5b It is a top view of the corrugated steel plate of the present invention.

[0058] Figure 6a This is a schematic elevation diagram of the cap beam of the present invention.

[0059] Figure 6b It is a schematic diagram of the bottom of the cap beam of the present invention.

[0060] Figure 7a It is a schematic diagram of the cast-in-situ foundation pile of the present invention.

[0061] Figure 7b It is a top view of the cast-in-situ foundation pile of the present invention.

[0062] Figure 7c It is a schematic diagram of the cast-in-situ pile cap reinforcement of the present invention.

[0063] Figure 8 Schematic diagram of the prestressed longitudinal reinforcement of the present invention.

[0064] Figure 9a The main construction steps of the present invention are shown in FIG. Figure 1 .

[0065] Figure 9b This is a second schematic diagram of the main construction steps of the present invention.

[0066] Figure 9c The main construction steps of the present invention are shown in FIG. Figure 3 .

[0067] Figure 9d This is a schematic diagram 4 of the main construction steps of the present invention.

[0068] Among them are:

[0069] 1-bearing platform;

[0070] 101-cap groove; 102-cap circular hole; 103-cap steel mesh;

[0071] 2- pier column segment;

[0072] 3- cap beam; 301- cap beam circular hole; 302- cap beam shear key; 303- cap beam reinforcement mesh;

[0073] 4- shock absorption device;

[0074] 5-prestressed steel bar assembly; 501-prestressed longitudinal reinforcement; 502-anchor; 503-steel pad;

[0075] 6-Pier column groove; 7-Pier column shear key; 8-Pier column circular hole; 9-Pier column steel mesh;

[0076] 10-shock-absorbing curved rod; 11-middle hinge; 12-top hinge; 13-corrugated plate damper; 14-main connecting plate; 15-auxiliary connecting plate; 16-steel shell; 17-end hinge; 18-corrugated steel plate; 19-spring. DETAILED DESCRIPTION

[0077] The present invention will be further described in detail below with reference to the accompanying drawings and specific preferred embodiments.

[0078] In the description of the present invention, it should be understood that the terms "left side," "right side," "upper," "lower," etc., indicating orientations or positional relationships, are based on the orientations or positional relationships shown in the accompanying drawings and are intended solely to facilitate the description of the present invention and simplify the description. They do not indicate or imply that the devices or components referred to must have a specific orientation, be constructed, or operate in a specific orientation. Terms such as "first" and "second" do not indicate the importance of components and therefore should not be construed as limitations on the present invention. The specific dimensions used in this embodiment are intended only to illustrate the technical solution and do not limit the scope of protection of the present invention.

[0079] like Figure 1 As shown, an assembled bridge pier with a shock-absorbing curved rod-corrugated plate displacement damper includes a cap 1, a pier column 2, a cap beam 3, a shock-absorbing device 4 and a prestressed steel bar assembly 5.

[0080] In this embodiment, Figure 7a 、 7b As shown in Figure 7c, the pedestal 1 is preferably of rectangular cross-section and is a cast-in-place concrete component with a pedestal steel mesh 103 arranged inside. A pedestal groove 101 is provided on the top. The depth of the pedestal groove 101 is not less than 200 mm. Four pedestal circular holes 102 are preferably symmetrically opened in the center of the pedestal groove 101 for passing the prestressed longitudinal reinforcement 501. The diameter of the pedestal circular hole 102 is not less than 20 mm.

[0081] The bottom of the pier column is connected to the central groove 101 at the top of the pedestal through the shear key 7.

[0082] The pier column includes a plurality of stacked pier column segments 2 , preferably three in this embodiment; two adjacent pier column segments 2 are connected via a shear key 7 .

[0083] In this embodiment, Figure 2a 、 2b As shown in Figure 2c, the cross-section of each pier segment 2 is preferably rectangular, with a short side length of not less than 1000 mm and a height of not less than 1500 mm. It is a precast concrete component with a pier column steel mesh 9 arranged inside. A pier column groove 6 is arranged on the top, and the depth of the pier column groove 6 is the same as that of the pier column groove 101. The bottom is a raised pier column shear key 7, and the height of the pier column shear key 7 is not less than 200 mm. Four pier column circular holes 8 are preferably symmetrically opened in the pier column shear key 7 for passing the prestressed longitudinal reinforcement 501. The diameter of the pier column circular hole 8 is less than 20 mm.

[0084] The cap beam 3 is connected to the top of the pier column through a shear key 7.

[0085] In this embodiment, Figure 6a and 6bAs shown, the cap beam 3 is a precast concrete component with a cap beam steel mesh 303 arranged inside and a cap beam shear key 302 arranged at the bottom. The structure is the same as the pier shear key 7 of the pier segment 2, and the diameter of the cap beam circular hole 301 is not less than 20 mm.

[0086] In this embodiment, the abutment 1 and the pier column segment 2, the cap beam 3 and the pier column segment 2 enhance the mutual shear resistance between the pier column segments through the pier column shear key 7, and at the same time facilitate the vertical installation positioning of the pier column segment 2.

[0087] The prestressed steel bar assembly 5 vertically connects the cap beam 3, all pier column segments 2 and the pedestal 1 to form a whole.

[0088] The prestressed steel bar assembly 5 preferably includes four prestressed longitudinal bars 501 , an anchor 502 and a steel plate 503 .

[0089] Several prestressed longitudinal bars 501 are evenly distributed along the circumferential direction in the cap beam 3, pier column 2 and pedestal 1; each prestressed longitudinal bar 501 vertically penetrates the cap beam 3, pier column 2 and pedestal 1, and is anchored at the end by a steel pad 503 and an anchor 502 respectively.

[0090] In this embodiment, Figure 8 As shown, the prestressed longitudinal steel bars 501 pass through the pedestal circular hole 102, the pier column circular hole 8 and the cap beam circular hole 301 from bottom to top in sequence. The prestressed longitudinal bars 501 are tensioned to form prestress and are anchored to the top of the cap beam 3 through the anchor 502 and the steel pad 503.

[0091] The above-mentioned prestressed steel bar assembly can strengthen the vertical connection between the base 1, the pier column segment 2 and the cap beam 3, and reduce the longitudinal residual displacement of the pier column segment 2 after a high-intensity earthquake.

[0092] In this embodiment, Figure 1 and Figure 9d As shown, the shock absorbing device 4 is arranged between two adjacent pier segments 2 and between the top pier segment 2 and the cap beam 3 ; wherein the top pier segment refers to the pier segment 2 connected to the cap beam 3 .

[0093] like Figure 3 As shown, each shock absorbing device 4 includes a shock absorbing bent arm 10 and a corrugated plate damper 13 .

[0094] The shock-absorbing bent arm 10 has three hinge points, namely a middle hinge 11 , a top hinge 12 and a bottom hinge 17 .

[0095] In this embodiment, the distance from the top hinge 12 to the middle hinge 11 of each shock-absorbing curved link is preferably smaller than the distance from the middle hinge 11 to the bottom hinge 17 .

[0096] Furthermore, each shock-absorbing curved rod 10 is preferably V-shaped, and the V-shaped angle is an obtuse angle, close to 180°.

[0097] When the shock-absorbing device 4 is arranged between the middle hinge 11 sections of two adjacent pier column sections, and the two adjacent pier column sections are respectively the upper pier column section and the lower pier column section; the corrugated plate damper 13 is arranged horizontally, and one end is hinged to the bottom of the outer wall of the lower pier column section, and the other end is hinged to the bottom hinge 17 of the shock-absorbing curved rod 10; the middle hinge of the shock-absorbing curved rod 10 is installed in the middle and upper part of the outer wall of the lower pier column section 2; the top hinge 12 of the shock-absorbing curved rod 10 is installed at the bottom of the outer wall of the upper pier column section.

[0098] When the shock-absorbing device 4 is arranged between the top pier segment 2 and the cap beam 3, the corrugated plate damper 13 is arranged horizontally, and one end is hinged to the bottom of the outer wall of the top pier segment 2, and the other end is hinged to the bottom hinge 17 of the shock-absorbing curved rod 10; the middle hinge 11 of the shock-absorbing curved rod 10 is installed in the upper and middle part of the outer wall of the top pier segment; the top hinge 12 of the shock-absorbing curved rod 10 is installed at the bottom of the outer wall of the cap beam 3.

[0099] The shock-absorbing curved rod 10 can rotate around its own middle hinge 11 and can transmit the external force exerted on the assembled bridge pier to the corrugated plate damper 13 to achieve shock absorption.

[0100] In this embodiment, Figure 4a and 4b As shown, the corrugated plate damper 13 includes a main connecting plate 14 , a secondary connecting plate 15 , a steel shell 16 , a corrugated steel plate 18 , a spring 19 and a piston plate 20 .

[0101] The piston plate 20 is located in the steel housing 16 and divides the steel housing 16 into a damping chamber and an elastic recovery chamber.

[0102] The main connecting plate 14 is located on the central axis of the steel shell 16. The middle portion of the main connecting plate 14 is slidably connected to the piston plate 20. The ends of the main connecting plate 14 extend through the steel shell 16 to form an end hinge, which is hingedly mounted to the bottom of the outer wall of the lower pier segment or the bottom of the outer wall of the top pier segment. In this embodiment, the main connecting plate 14 is preferably no less than 300 mm long and no less than 10 mm thick.

[0103] Two secondary connecting plates 15 are symmetrically arranged in the damping cavity outside the main connecting plate 14. One end of each secondary connecting plate 15 is connected to the piston plate 20, while the other end slides through the steel housing 16 and is hingedly connected to the bottom hinge 17 of the shock absorber crank 10. In this embodiment, the secondary connecting plates 15 are preferably no less than 400 mm long and no less than 5 mm thick. The cross-sectional height of the steel housing 16 is preferably no less than 50 mm, and the length is preferably no less than 300 mm.

[0104] The corrugated steel plate 18 is arranged in the damping cavity between the main connecting plate 14 and the auxiliary connecting plate 15. The specific structure is as follows: Figure 5a and 5b The corrugated steel plate 18 is preferably 2 to 10 mm thick and 100 to 300 mm long. The corrugated shape is designed in accordance with the cross-sectional view of model 1600 in the specification "Corrugated Steel Webs for Composite Structural Bridges JT / T 784-2010" and a 1 / 10 scale design of the corrugated shape.

[0105] The spring 19 is arranged in the elastic recovery cavity on the outer periphery of the main connecting plate 14. The spring length is preferably 100-200 mm, the wire diameter is preferably not less than 5 mm, the outer diameter is preferably not less than 20 mm, and the stiffness is preferably not less than 100 N / mm.

[0106] Under the action of high-intensity earthquakes, the pier column segments 2 will shift relative to each other. First, the top hinge 12 drives the shock-absorbing curved rod 10 to rotate around the plane of the middle hinge 11. The shock-absorbing curved rod 10 drives the main connecting plate 14 of the corrugated plate displacement damper 13 through the bottom hinge 17. The main connecting plate 14 and the secondary connecting plate 15 shift relative to each other, generating a shearing effect on the corrugated steel plate 18, and generating plastic deformation through the corrugated plate 18 to form energy absorption capacity. The restoring force is generated by compressing or stretching the spring 19 to reduce the residual deformation of the displacement damper 13, thereby reducing the residual deformation between the pier segments 2 and reducing the difficulty of repairing the damage of the pier segment 2 as a whole after a high-intensity earthquake.

[0107] In this embodiment, Figure 9a 、 9b As shown in Figures 9c and 9d, a construction method for an assembled bridge pier with a shock-absorbing curved rod-corrugated plate displacement damper includes the following steps.

[0108] Step 1: Prefabricate pier column segments: Prefabricate a set number of pier column segments in the factory and cure them to the set strength.

[0109] Step 2: Prefabricate the cap beam: Prefabricate the cap beam in the factory and cure it to the set strength.

[0110] Step 3: Transportation: Transport the prefabricated pier segments and cap beams to the construction site.

[0111] Step 4: Cast-in-place foundation: At the construction site, formwork is used to pour concrete and maintain the foundation to form the foundation. During the pouring process of the foundation, several prestressed longitudinal bars need to be embedded in the foundation.

[0112] Step 5: Hoist the bottom pier column segment: Hoist one of the pier column segments to the top of the prestressed longitudinal reinforcement; then, lower the height of the pier column segment so that the prestressed longitudinal reinforcement passes through the pier column segment; the height of the pier column segment continues to drop until it is connected to the top of the abutment with a shear key, thus forming a positioned bottom pier column segment.

[0113] Step 6: Hoist the remaining pier column segments: Follow the method in step 5 to complete the hoisting of the remaining pier column segments.

[0114] Step 7. Hoist the cap beam: Hoist the cap beam to just above the prestressed longitudinal reinforcement; then, lower the height of the pier segment to allow the prestressed longitudinal reinforcement to pass through the cap beam; the cap beam continues to lower until the shear key connection is achieved with the top pier segment, thus completing the hoisting of the cap beam.

[0115] Step 8. Anchor the prestressed longitudinal reinforcement: Use prestressed equipment to tension the prestressed steel bars and anchor them on the top of the cap beam through anchors, thereby completing the positioning and installation of the main bridge piers.

[0116] Step 9: Install shock-absorbing devices: Two shock-absorbing devices are symmetrically arranged between two adjacent pier segments and between the top pier segment and the cap beam.

[0117] The corrugated plate damper is arranged horizontally, and one end is hinged to the bottom of the outer wall of the lower pier segment or the bottom of the outer wall of the top pier segment, and the other end is hinged to the bottom hinge of the shock-absorbing curved rod; the middle hinge of the shock-absorbing curved rod is installed at the upper middle part of the outer wall of the lower pier segment or the upper middle part of the outer wall of the top pier segment; the top hinge of the shock-absorbing curved rod is installed at the bottom of the outer wall of the upper pier segment or the bottom of the outer wall of the cap beam.

[0118] The preferred installation method of the shock-absorbing device is as follows: drill holes at the top and bottom of the pier segment 2 with an electric drill, install chemical anchor bolts on the middle hinge 11 and the top hinge 12, install the shock-absorbing curved rod 10 on the side of the pier segment 2 through the middle hinge 11 and the top hinge 12, install the corrugated plate displacement damper 13 through the end hinge, the shock-absorbing curved rod 10 and the corrugated plate damper 13 are connected in the plane through the bottom hinge, and the shock-absorbing device is installed. From bottom to top, each pier segment 2 is installed with one set (preferably two) of shock-absorbing devices 4. At this point, the construction of the bridge pier and the shock-absorbing device is completed.

[0119] When a horizontal earthquake or other horizontal excitation acts on the bridge pier, the segments of the prefabricated pier shift horizontally with respect to each other, driving the upper end of the shock-absorbing curved rod to rotate around its axis. The displacement of the lower end of the shock-absorbing curved rod is amplified by the lever principle and connected to the displacement damper, which dissipates energy and reduces vibration, thereby reducing the shear force between the pier columns.

[0120] The novel prefabricated bridge pier with a shock-absorbing curved rod-displacement damper proposed in the present invention solves the problem of insufficient energy dissipation effect of the conventional damper arrangement method for prefabricated pier column segments, especially in mountainous areas with high-intensity seismic activity. It not only ensures the horizontal shock absorption performance of the bridge pier and guarantees the safety of the pier structure, but also adopts the method of externally hanging on the side of the pier column segment, which has a clear and reliable energy dissipation mechanism, low inspection and maintenance costs, strong engineering applicability, and good prospects for promotion and application.

[0121] The preferred embodiments of the present invention are described in detail above. However, the present invention is not limited to the specific details in the above embodiments. Within the technical concept of the present invention, various equivalent transformations can be made to the technical solutions of the present invention, and these equivalent transformations all fall within the scope of protection of the present invention.

Claims

1. An assembled bridge pier with a shock-absorbing curved rod-corrugated plate displacement damper, characterized by: It includes caps, piers, cap beams, shock absorbing devices and prestressed steel bar components; The bottom of the pier is connected to the center of the top of the cap through a shear key; The pier column includes a plurality of pier column segments arranged in a stacked manner; two adjacent pier column segments are connected by shear keys; The cap beam is connected to the top of the pier column through shear keys; The prestressed steel bar components vertically connect the cap beam, all pier column segments and the pedestal to form a whole; The shock absorbing device is arranged between two adjacent pier column segments and between the top pier column segment and the cap beam; wherein the top pier column segment refers to the pier column segment connected to the cap beam; Each shock absorbing device includes a shock absorbing bent rod and a corrugated plate damper; The shock-absorbing curved rod has three hinge points, namely the middle hinge, the top hinge and the bottom hinge; When the shock-absorbing device is arranged between the middle hinged sections of two adjacent pier column sections, and the two adjacent pier column sections are respectively the upper pier column section and the lower pier column section; the corrugated plate damper is arranged horizontally, with one end hinged to the bottom of the outer wall of the lower pier column section, and the other end hinged to the bottom hinge of the shock-absorbing curved rod; the middle part of the shock-absorbing curved rod is hingedly installed at the middle and upper part of the outer wall of the lower pier column section; the top part of the shock-absorbing curved rod is hingedly installed at the bottom of the outer wall of the upper pier column section; When the shock-absorbing device is arranged between the top pier column segment and the cap beam, the corrugated plate damper is arranged horizontally, with one end hinged to the bottom of the outer wall of the top pier column segment and the other end hinged to the bottom hinge of the shock-absorbing curved rod; the middle hinge of the shock-absorbing curved rod is installed at the middle and upper part of the outer wall of the top pier column segment; the top hinge of the shock-absorbing curved rod is installed at the bottom of the outer wall of the cap beam; The damping curved rod can rotate around its own central hinge, which can amplify the horizontal external force between the prefabricated pier segments and transmit it to the corrugated plate damper. Compared with traditional displacement dampers, it improves the shock absorption effect. The distance from the top hinge to the middle hinge of each shock-absorbing curved rod is smaller than the distance from the middle hinge to the bottom hinge; Each shock absorber crank is V-shaped, and the V-shaped angle is obtuse; The corrugated plate damper comprises a main connecting plate, a secondary connecting plate, a steel shell, a corrugated steel plate, a spring and a piston plate; The piston plate is located in the steel shell and divides the steel shell into a damping chamber and an elastic recovery chamber; The main connecting plate is located on the central axis of the steel shell. The middle part of the main connecting plate is slidably connected to the piston plate. The end of the main connecting plate passes through the steel shell to form an end hinge, which is hingedly installed at the bottom of the outer wall of the lower pier segment or the bottom of the outer wall of the top pier segment. There are two auxiliary connecting plates, which are symmetrically arranged in the damping cavity outside the main connecting plate; one end of the auxiliary connecting plate is connected to the piston plate, and the other end of the auxiliary connecting plate slides out of the steel shell and is hinged to the bottom hinge of the shock absorber crank arm; The corrugated steel plate is arranged in the damping cavity between the main connecting plate and the auxiliary connecting plate; The spring is arranged in the elastic recovery cavity on the outer periphery of the main connecting plate.

2. The assembled bridge pier with a shock-absorbing curved rod-corrugated plate displacement damper according to claim 1, characterized in that: The prestressed steel bar assembly includes several prestressed longitudinal bars, anchors and steel pads; Several prestressed longitudinal bars are evenly distributed along the circumference in the cap beam, pier column and pedestal; each prestressed longitudinal bar vertically penetrates the cap beam, pier column and pedestal, and is anchored at the end by steel pads and anchors.

3. The assembled bridge pier with a shock-absorbing curved rod-corrugated plate displacement damper according to claim 1, characterized in that: The main connecting plate shall be no less than 300mm in length and no less than 10mm in thickness; the auxiliary connecting plate shall be no less than 400mm in length and no less than 5mm in thickness; the steel shell section shall be no less than 50mm in height and no less than 300mm in length; The thickness of the corrugated steel plate is 2~10mm and the length is 100~200mm; The spring length is 100~200mm, the wire diameter is not less than 5mm, the outer diameter is not less than 20mm, and the stiffness is not less than 100N / mm.

4. The assembled bridge pier with a shock-absorbing curved rod-corrugated plate displacement damper according to claim 1, characterized in that: The pier column consists of three overlapping pier column segments; each pier column segment is a precast concrete component with a rectangular cross-section, the height of each pier column segment is not less than 1500mm, and the length of the short side of the rectangular cross-section of each pier column segment is not less than 1000mm; the shear key connection heights between two adjacent pier column segments, the shear key between the pier column and the pedestal, and the shear key connection heights between the pier column and the cap beam are all equal and not less than 200mm.

5. A construction method for an assembled bridge pier with a shock-absorbing curved rod-corrugated plate displacement damper according to any one of claims 1 to 4, characterized in that: The steps include: Step 1: Prefabricate pier column segments: Prefabricate a set number of pier column segments in the factory and cure them to the set strength; Step 2: Prefabricate the cap beam: Prefabricate the cap beam in the factory and cure it to the set strength; Step 3: Transportation: transport the prefabricated pier segments and cap beams to the construction site; Step 4: Cast-in-place cap: At the construction site, formwork is supported, concrete is poured, and then cured to form the cap. During the pouring process, several prestressed longitudinal reinforcement bars are embedded in the cap. Step 5: Hoisting the bottom pier column segment: Hoist one of the pier column segments to the point directly above the prestressed longitudinal reinforcement. Then, lower the pier column segment so that the prestressed longitudinal reinforcement passes through the pier column segment. The pier column segment continues to lower until it is connected to the top of the abutment through a shear key, thus forming the positioned bottom pier column segment. Step 6: Hoist the remaining pier column segments: Follow the method in step 5 to complete the hoisting of the remaining pier column segments; Step 7: Hoist the cap beam: Hoist the cap beam to just above the prestressed longitudinal reinforcement. Then, lower the pier segment so that the prestressed longitudinal reinforcement passes through the cap beam. The cap beam continues to lower until it is connected to the top pier segment through the shear key, thus completing the cap beam hoisting. Step 8: Anchoring prestressed longitudinal reinforcement: Use prestressing equipment to tension the prestressed steel bars and anchor them to the top of the cap beam using anchors, thus completing the positioning and installation of the main piers. Step 9: Install shock-absorbing devices: Two shock-absorbing devices are symmetrically arranged between two adjacent pier column segments and between the top pier column segment and the cap beam; The corrugated plate damper is arranged horizontally, and one end is hinged to the bottom of the outer wall of the lower pier segment or the bottom of the outer wall of the top pier segment, and the other end is hinged to the bottom hinge of the shock-absorbing curved rod; the middle hinge of the shock-absorbing curved rod is installed at the upper middle part of the outer wall of the lower pier segment or the upper middle part of the outer wall of the top pier segment; the top hinge of the shock-absorbing curved rod is installed at the bottom of the outer wall of the upper pier segment or the bottom of the outer wall of the cap beam.

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