Bridge anti-seismic support device and jacking replacement construction method thereof

Abstract

The application discloses a bridge anti-seismic support device and a construction method for lifting and replacing the same. The anti-seismic support device comprises an anti-seismic support, a wedge-shaped block, a perforated steel sleeve and a self-leveling concrete heightening block. The anti-seismic support comprises a support lower sealing steel plate, a support upper sealing steel plate and a support main body. The perforated steel sleeve is provided with a support hole and a pier column hole. The perforated steel sleeve is sleeved with a lower structure pier column. A containing space is formed between the perforated steel sleeve and a support cushion stone located at the top of the pier column. The self-leveling concrete heightening block is a structure formed by pouring and solidifying concrete to fill the containing space. The support lower sealing steel plate of the anti-seismic support is arranged in the support hole. The anti-seismic support is further provided with a support upper embedded steel plate and a support upper anchor rod. The wedge-shaped block is a structure formed by pouring concrete with the support upper embedded steel plate as a pouring mold. The application further discloses a construction method for lifting and replacing the bridge anti-seismic support device.

Description

Technical Field

[0001] This invention relates to bridge bearings and their replacement methods, specifically to a bridge seismic bearing device and its jacking replacement construction method. Background Technology

[0002] In highway reconstruction and expansion projects, route adjustments often lead to changes in bridge design elevations, requiring bridge jacking as a solution. As existing bridges age, their upper and lower load-bearing bearings frequently experience issues such as detachment, damage, and misalignment. Furthermore, older bridge seismic designs often considered lower fortification levels than current ones; adapting seismic designs to current fortification levels and site types results in most bridges failing seismic calculations, especially for low-stiffness piers. For these reasons, highway reconstruction and expansion projects necessitate jacking up and replacing seismic bearings on existing bridges. However, replacing seismic bearings on existing bridges presents challenges due to the lack of anchorage space between the upper and lower parts of the bearings, making jacking operations inconvenient. Summary of the Invention

[0003] One of the objectives of this invention is to provide a bridge seismic bearing device that is suitable for existing bridges that need to be jacked up to a certain height and have their bearings replaced, where there is no anchorage space above or below the bearings, and where seismic resistance is required.

[0004] The above-mentioned objective of this invention is achieved through the following technical solution: A bridge seismic bearing device, comprising a seismic bearing, the seismic bearing comprising a horizontally arranged lower sealing steel plate, an upper sealing steel plate, and a bearing body disposed between the lower sealing steel plate and the upper sealing steel plate, characterized in that: the device further comprises a wedge block, a perforated steel sleeve, and a self-leveling concrete raising block, the perforated steel sleeve being vertically arranged, the upper end of the perforated steel sleeve having a bearing hole adapted to the size of the lower sealing steel plate, and the lower end having a pier hole for fitting the substructure pier of the bridge, the perforated steel sleeve being anchored to the substructure pier by anchor bolts after being fitted into the substructure pier, the perforated steel sleeve forming an accommodating space with the bearing pad located at the top of the pier, and the self-leveling concrete raising block being... The structure is formed by the solidification of the cast-in-place concrete filling the accommodating space, and the self-leveling concrete raised block forms an integral whole with the bearing pad stone during casting. The lower sealing steel plate of the seismic bearing is placed in the bearing hole of the perforated steel sleeve. The seismic bearing also has an upper embedded steel plate and an upper anchor rod. The upper embedded steel plate is horizontally set and supported by the upper sealing steel plate. The upper anchor rod is vertically set and anchored to the bottom of the main beam of the bridge after passing through the upper embedded steel plate. The wedge block is a structure formed by cast-in-place concrete using the upper embedded steel plate as a casting template. The wedge block fills the space between the bottom of the main beam and the upper embedded steel plate. The slope of the wedge block is determined according to the slope of the main beam to ensure that the upper embedded steel plate is a horizontal plate.

[0005] The seismic bearing device of this invention solves the problems of lack of anchorage space at the top and bottom of the seismic bearing and inconvenient jacking construction when replacing seismic bearings on existing bridges. It enables bearing replacement by jacking the main beam even when there is no anchorage space at the top and bottom of the seismic bearing. In this invention, the perforated steel sleeve is a split structure, consisting of two symmetrical semi-perforated steel sleeves and perforated steel sleeve splicing bolts. The two symmetrical semi-perforated steel sleeves are a left steel sleeve half-sleeve and a right steel sleeve half-sleeve, which are connected by the perforated steel sleeve splicing bolts after being joined together.

[0006] In this invention, the support hole at the upper end of the perforated steel sleeve is located at the center of the sleeve.

[0007] In this invention, the diameter of the pier hole at the lower end of the perforated steel sleeve is 1-3 mm larger than the diameter of the lower structural pier.

[0008] In this invention, the lower structure pier is a single-column pier or a double-column pier without a cap beam.

[0009] In this invention, the height of the self-leveling concrete lifting block is the height H that the bridge needs to be lifted, minus the thickness of the steel plate on the top surface of the perforated steel sleeve.

[0010] In this invention, the wedge-shaped block is formed by casting self-leveling concrete.

[0011] The seismic bearing device of this invention solves the problem of insufficient anchorage space when replacing bearings on the main beams of existing bridges through optimized design. It addresses the lack of anchorage space for replacing bearings in the substructure of existing bridges by changing the anchorage method of the sealing steel plate under the seismic bearing. Simultaneously, it achieves the jacking of the existing bridge by using cast-in-place self-leveling concrete extension blocks.

[0012] The second objective of this invention is to provide a construction method for jacking up and replacing the aforementioned bridge seismic bearing device.

[0013] The above-mentioned objective of the present invention is achieved through the following technical solution: a construction method for jacking up and replacing the above-mentioned bridge seismic bearing device, characterized in that the construction method includes the following steps:

[0014] a) First, determine the type and size of the seismic bearings to be replaced on the bridge, the predetermined height for lifting the main girder, and the final height H that the main girder needs to be lifted.

[0015] b) Select the aforementioned seismic bearing as the new seismic bearing, and according to the size of the sealing steel plate under the selected seismic bearing, drill holes and fabricate the perforated steel sleeve. According to the anchoring position of the anchor rod on the bearing, drill holes on the bottom surface of the main beam and install the anchoring sleeve.

[0016] c) Install steel clamps and jacking devices. The steel clamps include steel clamp brackets and temporary pads. The steel clamp brackets encircle the substructure piers of the clamped bridge and are anchored to the substructure piers by steel clamp splicing bolts. The temporary pads are placed on the steel clamp brackets, and the jacking devices are placed vertically on the temporary pads. After installation, the main beam can be jacked up.

[0017] d) After the main beam is lifted to the predetermined height, the seismic bearings that need to be replaced are removed, the top surface of the substructure pier and the original bearing pad are roughened, and the perforated steel sleeve is installed and anchored to the substructure pier with anchor bolts. The elevation of the top surface of the perforated steel sleeve is determined according to the final lifting height H of the main beam.

[0018] e) Cast self-leveling concrete blocks in place inside the perforated steel sleeve. The height of the cast self-leveling concrete blocks shall not be higher than the support hole of the perforated steel sleeve, so as to ensure that the sealing steel plate under the seismic support can be installed.

[0019] f) Install seismic bearings. The lower sealing steel plate of the bearing is accurately placed in the bearing hole of the perforated steel sleeve. The anchor rod on the bearing is anchored by bolts. At this time, the pre-embedded steel plate on the bearing serves as the casting template for the cast-in-place wedge block for concrete casting.

[0020] g) After the self-leveling concrete raised blocks and wedge blocks have met the design strength, remove the steel clamps and lifting devices.

[0021] In this invention, the number and height of the temporary pads are determined by the height required for the bridge to be lifted.

[0022] In this invention, the lifting device is a jack. Attached Figure Description

[0023] The present invention will now be described in further detail with reference to the accompanying drawings and specific embodiments.

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

[0025] Figure 2 yes Figure 1 AA section view;

[0026] Figure 3 This is a schematic diagram of the structure for lifting and replacing the seismic bearing device of the present invention.

[0027] Explanation of reference numerals in the attached figures:

[0028] 1-Main beam; 2-Substructure pier; 3-Seismic bearing; 3-1-Lower sealing steel plate of bearing; 3-2-Upper sealing steel plate of bearing; 3-3-Pre-embedded steel plate of bearing; 3-4-Anchor rod of bearing; 4-Wedge block; 5-Perforated steel sleeve; 5a-Left steel sleeve half-cylinder; 5b-Left steel sleeve half-cylinder; 5-2-Bearing hole; 5-1-Perforated steel sleeve splicing bolt; 6-1-Self-leveling concrete raising block; 6-2-Original bearing pad stone; 7-Steel clamp; 7-1-Steel clamp splicing bolt; 7-2-Steel clamp bracket; 7-3-Temporary pad block; 8-Piercing device. Detailed Implementation

[0029] like Figures 1 to 3 The bridge seismic bearing device shown includes a seismic bearing 3, which includes a horizontally arranged lower sealing steel plate 3-1, an upper sealing steel plate 3-2, and a bearing body disposed between the lower sealing steel plate 3-1 and the upper sealing steel plate 3-2. The device also includes a wedge block 4, a perforated steel sleeve 5, and a self-leveling concrete raising block 6-1.

[0030] The perforated steel sleeve 5 is vertically installed. The upper end of the perforated steel sleeve 5 has a support hole 5-2 that matches the size of the lower sealing layer steel plate 3-1 of the support. The support hole 5-2 is located at the center of the sleeve. The size of the hole is just enough to ensure that the seismic support 3 can be accurately placed. The lower end of the perforated steel sleeve 5 has a pier hole for fitting the substructure pier 2 of the bridge. The diameter of the pier hole is 2mm larger than the diameter of the substructure pier 2, or 1-3mm larger. After the perforated steel sleeve 5 is fitted into the substructure pier 2, it is anchored to the substructure pier 2 by anchor bolts. The perforated steel sleeve 5 and the support pad 6-2 located at the top of the pier form an accommodating space.

[0031] The self-leveling concrete lifting block 6-1 is a structure formed by the solidification of the concrete after it is poured in place to fill the accommodating space. It does not require mechanical vibration. The height of the self-leveling concrete lifting block 6-1 is the height H that the bridge needs to be lifted, minus the thickness of the steel plate on the top surface of the perforated steel sleeve 5. The bearing pad stone 6-2 is first roughened on the surface, and then the self-leveling concrete lifting block 6-1 is poured in place with the bearing pad stone 6-2 to form a whole.

[0032] The lower sealing steel plate 3-1 of the seismic bearing 3 is placed in the bearing hole 5-2 of the perforated steel sleeve 5. The seismic bearing 3 also has an upper embedded steel plate 3-3 and an upper anchor rod 3-4. The upper embedded steel plate 3-3 is set horizontally and is supported on the upper sealing steel plate 3-2. The upper anchor rod 3-4 is set vertically and is anchored to the bottom of the main beam 1 of the bridge after passing through the upper embedded steel plate 3-3.

[0033] The wedge block 4 is a structure formed by casting self-leveling concrete in place using the pre-embedded steel plate 3-3 on the support as the casting template. The wedge block 4 is filled between the bottom of the main beam 1 and the pre-embedded steel plate 3-3 on the support. The slope of the wedge block 4 is determined according to the slope of the main beam 1 to ensure that the pre-embedded steel plate 3-3 on the support is a horizontal plate, thereby ensuring that the top surface of the support remains horizontal.

[0034] In this embodiment, the perforated steel sleeve 5 is a split structure, consisting of two symmetrical semi-perforated steel sleeves and a perforated steel sleeve splicing bolt 5-1. These two symmetrical semi-perforated steel sleeves are a left steel sleeve half-sleeve 5a and a right steel sleeve half-sleeve 5b, which are connected by the perforated steel sleeve splicing bolt 5-1 after being joined together. The substructure piers 2 of the bridge can be either single-column piers or double-column piers without cap beams.

[0035] In this embodiment, the longitudinal dimension of the pre-embedded steel plate 3-3 on the support is larger than that of the pre-embedded steel plate of the conventional seismic support. The larger longitudinal dimension is to facilitate the construction of the anchor rod 3-4 on the support. The distance S between the anchor rod 3-4 on the support and the outer edge of the lower structure pier 2 is 50cm. The size of S can be determined by those skilled in the art based on the construction requirements of the anchor rod 3-4 on the support and the stress on the steel clamp 7.

[0036] The transverse dimension of the bottom wedge block 4 can be determined by those skilled in the art based on the requirements of the seismic support 3, while the longitudinal dimension needs to be determined comprehensively based on the anchoring position of the anchor rods 3-4 on the support and the lifting position of the lifting device 8.

[0037] The construction method for jacking up and replacing the above-mentioned bridge seismic bearing devices includes the following steps:

[0038] a) First, determine the model and size of the seismic bearing to be replaced on the bridge, the predetermined lifting height of the main girder 1, and the final lifting height H of the main girder 1; wherein, the predetermined lifting height of the main girder 1 and the final lifting height H of the main girder 1 shall be determined by those skilled in the art based on the actual engineering situation.

[0039] b) Select seismic bearing 3 as the new seismic bearing, and according to the size of the lower sealing steel plate 3-1 of the selected seismic bearing 3, make the hole and manufacture the perforated steel sleeve 5. According to the anchoring position of the anchor rod 3-4 on the bearing, make the hole on the bottom surface of the main beam 1 and install the anchoring sleeve.

[0040] c) Install steel clamps 7 and jacking device 8. Steel clamps 7 include steel clamp brackets 7-2 and temporary pads 7-3. After the steel clamp brackets 7-2 encircle the substructure pier 3 of the bridge, they are anchored to the substructure pier 3 by steel clamp splicing bolts 7-1. Temporary pads 7-3 are placed on the steel clamp brackets 7-2. The jacking device 8 is placed vertically on the temporary pads 7-3. The jacking device 8 is a jack. The number and height of the temporary pads 7-3 are determined by the required jacking height of the bridge. After installation, the main beam 1 can be jacked.

[0041] d) After the main beam 1 is lifted to the predetermined height, the seismic bearings that need to be replaced are removed, the top surface of the lower structure pier 2 and the original bearing pad stone 6-2 are roughened, and the perforated steel sleeve 5 is installed and anchored to the lower structure pier 2 with anchor bolts. The elevation of the top surface of the perforated steel sleeve 5 is determined according to the final lifting height H of the main beam 1.

[0042] e) Cast self-leveling concrete extension block 6-1 in place inside the perforated steel sleeve 5. The cast height of the self-leveling concrete extension block 6-1 shall not be higher than the support hole 5-2 of the perforated steel sleeve 5, so as to ensure that the lower sealing steel plate 3-1 of the seismic support 3 can be installed.

[0043] f) Install the seismic bearing 3. The lower sealing steel plate 3-1 of the bearing is accurately placed in the bearing hole 5-2 of the perforated steel sleeve 5. The upper anchor rod 3-4 of the bearing is anchored by bolts. At this time, the pre-embedded steel plate 3-3 of the bearing serves as the casting template for the cast-in-place wedge block 4 for concrete casting.

[0044] g) After the self-leveling concrete raised block 6-1 and wedge block 4 have met the design strength, remove the steel clamp 7 and the jacking device 8, and the entire supporting jacking and replacement bearing process is completed.

[0045] The above embodiments of the present invention are not intended to limit the scope of protection of the present invention. The implementation of the present invention is not limited thereto. All other modifications, substitutions or alterations made to the above structure of the present invention based on the above content of the present invention, in accordance with ordinary technical knowledge and common practice in the field, without departing from the basic technical idea of ​​the present invention, shall fall within the scope of protection of the present invention.

Claims

1. A bridge seismic bearing device, comprising a seismic bearing (3), the seismic bearing (3) comprising a horizontally arranged lower sealing steel plate (3-1), an upper sealing steel plate (3-2), and a bearing body disposed between the lower sealing steel plate (3-1) and the upper sealing steel plate (3-2), characterized in that: The device also includes a wedge block (4), a perforated steel sleeve (5), and a self-leveling concrete extension block (6-1). The perforated steel sleeve (5) is vertically arranged. The upper end of the perforated steel sleeve (5) has a support hole (5-2) that matches the size of the lower sealing steel plate (3-1) of the support. The lower end has a pier hole for fitting the lower structural pier (2) of the bridge. After the perforated steel sleeve (5) is fitted into the lower structural pier (2), it is anchored to the lower structural pier (2) by anchor bolts. The perforated steel sleeve (5) and the support pad stone (6-2) located at the top of the pier form an accommodating space. The self-leveling concrete extension block (6-1) is a structure formed by the solidification of the concrete after it is poured in place to fill the accommodating space. When the self-leveling concrete extension block (6-1) is poured, it forms an integral whole with the support pad stone (6-2). The lower sealing of the seismic bearing (3) The layered steel plate (3-1) is placed in the support hole (5-2) of the perforated steel sleeve (5). The seismic support (3) also has a pre-embedded steel plate (3-3) and an anchor rod (3-4) on the support. The pre-embedded steel plate (3-3) is horizontally arranged and supports the sealing steel plate (3-2) on the support. The anchor rod (3-4) is vertically arranged. After passing through the pre-embedded steel plate (3-3) on the support, it is anchored to the bottom of the main beam (1) of the bridge. The wedge block (4) is a structure formed by casting concrete in place with the pre-embedded steel plate (3-3) on the support as the casting template. The wedge block (4) is filled between the bottom of the main beam (1) and the pre-embedded steel plate (3-3) on the support. The slope of the wedge block (4) is determined according to the slope of the main beam (1) to ensure that the pre-embedded steel plate (3-3) on the support is a horizontal plate.

2. The bridge seismic bearing device according to claim 1, characterized in that: The perforated steel sleeve (5) is a split structure, consisting of two symmetrical semi-perforated steel sleeves and a perforated steel sleeve splicing bolt (5-1). The two symmetrical semi-perforated steel sleeves are the left steel sleeve half (5a) and the right steel sleeve half (5b). The left steel sleeve half (5a) and the right steel sleeve half (5b) are connected by the perforated steel sleeve splicing bolt (5-1) after being joined together.

3. The bridge seismic bearing device according to claim 1, characterized in that: The support hole (5-2) at the upper end of the perforated steel sleeve (5) is located at the center of the sleeve.

4. The bridge seismic bearing device according to claim 1, characterized in that: The diameter of the pier hole at the lower end of the perforated steel sleeve (5) is 1-3 mm larger than the diameter of the lower structure pier (2).

5. The bridge seismic bearing device according to claim 1, characterized in that: The lower structure pier (2) is a single-column pier or a double-column pier without a cap beam.

6. The bridge seismic bearing device according to claim 1, characterized in that: The height of the self-leveling concrete lifting block (6-1) is the height H that the bridge needs to be lifted, minus the thickness of the top steel plate of the perforated steel sleeve (5).

7. The bridge seismic bearing device according to claim 1, characterized in that: The wedge-shaped block (4) is formed by casting self-leveling concrete.

8. A construction method for jacking up and replacing the bridge seismic bearing device according to any one of claims 1 to 7, characterized in that, The construction method includes the following steps: a) First, determine the model and size of the seismic bearing to be replaced on the bridge, the predetermined height for jacking up the main beam (1) of the bridge, and the final height H that the main beam (1) needs to be jacked up. b) Select the seismic support (3) as the new seismic support, and make the hole-punched steel sleeve (5) according to the size of the lower sealing steel plate (3-1) of the selected seismic support (3). Drill holes on the bottom surface of the main beam (1) and place the anchor sleeve according to the anchoring position of the anchor rod (3-4) on the support. c) Install steel clamps (7) and jacking device (8). The steel clamps (7) include steel clamp brackets (7-2) and temporary pads (7-3). The steel clamp brackets (7-2) surround the lower structure pier (2) of the clamped bridge and are anchored to the lower structure pier (2) by steel clamp splicing bolts (7-1). The temporary pads (7-3) are placed on the steel clamp brackets (7-2). The jacking device (8) is placed vertically on the temporary pads (7-3). After installation, the main beam (1) can be jacked. d) After the main beam (1) is lifted to the predetermined height, the seismic bearings that need to be replaced are removed, the top surface of the lower structure pier (2) and the original bearing pad (6-2) are roughened, and the perforated steel sleeve (5) is installed and anchored to the lower structure pier (2) with anchor bolts. The elevation of the top surface of the perforated steel sleeve (5) is determined according to the final lifting height H of the main beam (1). e) Cast a self-leveling concrete extension block (6-1) in the perforated steel sleeve (5). The cast height of the self-leveling concrete extension block (6-1) shall not be higher than the support hole (5-2) of the perforated steel sleeve (5) to ensure that the lower sealing steel plate (3-1) of the seismic support (3) can be placed. f) Install the seismic support (3), and accurately place the lower sealing steel plate (3-1) of the support into the support hole (5-2) of the perforated steel sleeve (5). The upper anchor rod (3-4) of the support is anchored by bolts. At this time, the pre-embedded steel plate (3-3) on the support serves as the casting template for the cast-in-place wedge block (4) for concrete casting. g) After the self-leveling concrete raised blocks (6-1) and wedge blocks (4) have met the design strength, remove the steel clamps (7) and the lifting device (8).

9. The construction method according to claim 8, characterized in that: The number and height of the temporary pads (7-3) are determined by the height required for bridge jacking.

10. The construction method according to claim 8, characterized in that: The lifting device (8) is a jack.

Images