A fully assembled bridge structure and a construction method thereof

Abstract

The present application belongs to the technical field of fabricated bridge engineering, and particularly relates to a full-fabricated bridge structure and a construction method thereof, which comprises a steel pipe pile, a block pile cap, an arc-shaped damping pier column, a prefabricated beam, a bidirectional energy dissipation damping assembly, a tensioning constraint assembly and a self-locking limiting assembly, an arc-shaped sliding block with a damping buffer layer is arranged at the bottom of the pier, and multiple groups of springs are arranged, so that horizontal and vertical staged energy dissipation is realized; the out-inclined vertical anchoring tensioning assembly is symmetrically arranged between the beam pile caps, so as to form a double-layer damping defense line; the key nodes are provided with detachable steel cable self-locking assemblies to realize vertical locking and multiple limiting, all components are prefabricated in a factory and dry-assembled on site, there is no cast-in-place wet operation, the assembly efficiency is high, the damping and the spring are cooperatively used to dissipate impact energy under the action of seismic and ship collision loads, the springs at all levels can drive the structure to automatically reset, the limiting structure prevents beam overturning, the damping and locking accessories can be individually replaced, operation and maintenance are convenient, and the present application is suitable for urban roads, river-crossing bridges and old bridge reconstruction and expansion projects.

Description

Technical Field

[0001] This invention belongs to the field of prefabricated bridge engineering technology, specifically relating to a fully prefabricated bridge structure and its construction method. Background Technology

[0002] As a core structure of road transportation networks, bridges face challenges in traditional cast-in-place concrete bridge construction, including large-scale on-site wet work, long construction periods, severe dust and noise pollution, and significant quality inconsistencies. These problems are particularly pronounced in restricted areas such as urban core areas and cross-river / waterway channels, significantly disrupting traffic and navigation. The conflicts arising from road closures and other construction disruptions are even more acute in the reconstruction and expansion of existing bridges. To meet the demands of industrialized construction, fully prefabricated bridges have become the mainstream development direction in the industry. However, existing prefabricated bridge systems still have several technical shortcomings: First, existing precast piers and caps mostly adopt straight-joint or single-sloping-plane splicing structures, resulting in concentrated force transmission paths and significant stress concentration. Under various conditions such as earthquakes, ship collisions, and vehicle collisions, the nodes are prone to localized damage. They lack transitional structures for graded stress relief and have insufficient impact resistance redundancy. Pier top supports mostly use ordinary plate bearings, which only provide vertical support and lack integrated designs for automatic post-earthquake reset and energy dissipation. Under seismic loading, pier-beam slippage and permanent bearing failure are likely, leading to high post-earthquake repair costs and long cycles. Second, existing bridge damping devices are mostly independently arranged on pier tops or beam ends. There are no segmented energy dissipation buffer structures at the bottom of the caps and piers, preventing seismic energy from being dissipated in advance at the foundation-pier joints. The main piers and caps are prone to irreversible plastic damage. Conventional components cannot self-correct after structural displacement under load, and since components are cast as a single unit, complete removal and replacement are required after localized damage, resulting in poor maintenance convenience.

[0003] Therefore, developing a new type of fully prefabricated bridge structure and its supporting construction methods is of great engineering significance. Summary of the Invention

[0004] In view of this, the purpose of this invention is to provide a fully prefabricated bridge structure and its construction method to solve the problems of poor seismic performance and lack of energy dissipation and vibration reduction in current prefabricated bridges after installation.

[0005] To achieve the above objectives, the present invention provides the following technical solution: A fully prefabricated bridge structure includes a precast beam and supports, piers, abutments, and steel pipe piles that are sequentially and detachably installed at its base. Multiple supports and steel pipe piles are provided and symmetrically arranged about the vertical axis of the piers. The multiple supports cooperate to support the precast beam directly above the piers. An energy-dissipating and vibration-damping component is provided between the end of the pier furthest from the precast beam and the abutment. The energy-dissipating and vibration-damping component includes a limiting shell fixedly mounted on the upper surface of the abutment and an arc-shaped slider movably mounted within the limiting shell. The arc-shaped slider is fixedly mounted on the pier... Directly below the column, the arc-shaped slider is spaced apart from the inner wall of the limiting shell at both ends along the width direction of the precast beam. The limiting shell is equipped with multiple first springs, and each first spring is respectively located in the gap between the limiting shell and the arc-shaped slider. One end of each first spring is fixed to the inner wall of the limiting shell, and the other end is fixed to the end face of the arc-shaped slider. The bottom of the limiting shell and the top of the pier column, as well as the steel pipe pile and the foundation, are all connected by self-locking limiting components. Each self-locking limiting component is respectively located at the vertical axis of the pier column and the steel pipe pile.

[0006] Furthermore, the energy-dissipating and vibration-damping component also includes a first limiting block vertically disposed at both ends of the arc-shaped slider and a second limiting block vertically disposed at both ends of the limiting housing. The upper surface of each first limiting block is connected to a second spring, and the free end of each second spring is connected to a first movable block slidably disposed inside the limiting housing. The lower surface of each second limiting block is connected to a third spring, and the free end of each third spring is connected to a second movable block slidably disposed on the upper surface of the arc-shaped slider. The movement direction of each first movable block and second movable block is consistent with the movement direction of the arc-shaped slider.

[0007] Furthermore, multiple tensioning components are provided between the precast beam and the pier, and the multiple tensioning components are symmetrically arranged about the vertical axis of the precast beam. Each tensioning component includes a tension rope and a connecting block disposed at one end of the tensioning component. The outer surface of each connecting block is coaxially fitted with a fixing cylinder fixed to the upper surface of the pier. The connecting block is slidably disposed inside the fixing cylinder along the axial direction of the fixing cylinder, and both ends of the connecting block abut against the inner wall of the fixing cylinder with a fourth spring. The end of each tensioning component away from the connecting block is anchored to the precast beam.

[0008] Furthermore, the self-locking limiting component includes a steel cable and a locking block and a third limiting block respectively disposed at both ends of the steel cable. Each locking block has a fixed housing fitted and locked onto its outer surface. Each third limiting block is disposed at the bottom of the limiting housing and the top surface of the pier cap. Each fixed housing is disposed at the top surface of the pier column and the steel pipe pile. The bottom of the limiting housing has a groove for accommodating the third limiting block.

[0009] Furthermore, the ends of the pull ropes away from the precast beams are gradually inclined outwards, and one end of the pull rope is perpendicular to the surface of the connecting block, while the other end is perpendicular to the surface of the precast beam anchorage.

[0010] Furthermore, the bottom of the arc-shaped slider is covered with a damping buffer layer, and the lower surface of the damping buffer layer abuts against the inner wall of the limiting housing.

[0011] Furthermore, a construction method for a fully prefabricated bridge, applied to the aforementioned fully prefabricated bridge structure, includes the following construction steps: Step 1: All main bridge components, energy-dissipating and vibration-damping components, and self-locking tensioning components are prefabricated in the factory. Various installation through holes and grooves are reserved during prefabrication. The bottom of the arc-shaped slider is bonded with a damping buffer layer. After the components pass the inspection, they are transported to the site. Step 2: Use piling equipment to precisely construct and correct the steel pipe piles, arrange the steel pipe piles symmetrically along the beam length, and build the bridge substructure support system; Step 3: Hoist and assemble the segmented foundation, insert self-locking limiting steel cables to complete the vertical locking of the foundation and the steel pipe pile, then fix the limiting shell in the groove on the top surface of the foundation and complete the bottom positioning, insert the arc-shaped slider with damping buffer layer into the limiting shell, and assemble the first spring, the second spring, the third spring and the matching first movable block and the second movable block in sequence. After hoisting the pier, lock the pier and the limiting shell with self-locking steel cables. Step 4: Symmetrically arrange multiple sets of supports at the top of the pier column, correct the flatness of the supports, use lifting equipment to hoist the precast beam and place it above the supports on the top of the pier, check the longitudinal and transverse positions of the precast beam, and ensure that the beam is centered and aligned. Step 5: Install the fixed cylinder and connecting block with the double-sided fourth spring symmetrically on the foundation, assemble the pull ropes that are vertically anchored at both ends and tilted outwards, build the beam tensioning and damping constraint system, uniformly tension the self-locking steel cables at all points to the design prestress, check the pretension of the pull ropes, and make all components form a complete whole load-bearing structure. Step 6: Conduct a comprehensive inspection of the assembly status of each component, adjust the sliding of the slider and the tension of the pull rope, and put it into use after passing the acceptance test.

[0012] The beneficial effects of this invention are as follows: 1. The construction is green and efficient, with strong site adaptability. All components are prefabricated in the factory and dry-assembled on site without wet operation, resulting in low dust and noise pollution and short construction period. The components are modularly disassembled and can be assembled with small equipment, making it suitable for urban areas, river channels and old bridge renovation projects. Various shock-absorbing and limiting accessories are assembled simultaneously without adding extra construction procedures. 2. Multiple bidirectional limiting and locking mechanisms provide sufficient structural safety redundancy. The steel pipe pile-pillar and pier-limiting shell are equipped with vertical self-locking components, while the pier bottom limiting block and beam side tensioning components provide lateral restraint, preventing beam drop and pier overturning. The self-locking components are detachable, and the parts can be replaced individually after wear, making operation and maintenance convenient and cost-effective. 3. The double-layer graded bidirectional energy dissipation system has outstanding seismic and impact resistance capabilities. The damping buffer layer at the bottom of the pier is combined with multiple sets of springs to form a horizontal + vertical bottom layer energy dissipation system. The precast beam outward tilting tensioning components and the fourth spring form the upper layer energy dissipation defense line. The multi-level buffer dissipates earthquake and ship collision impacts in advance, avoiding plastic damage to the main load-bearing components. 4. It has a self-resetting characteristic and high long-term operational durability. The springs at all levels can automatically drive the piers and beams to return to their original positions after the load dissipates, without the need for manual correction. The vertical anchoring and spring pre-tightening structure disperses stress, suppresses minor deviations of the train and wear of components, and energy-consuming parts can be disassembled and installed separately, which greatly reduces the difficulty of post-earthquake repair. Attached Figure Description

[0013] To make the objectives, technical solutions, and beneficial effects of this invention clearer, the following figures are provided for illustration: Figure 1 This is a schematic diagram of the overall structure of the present invention; Figure 2 for Figure 1 Enlarged view of point A in the middle; Figure 3 for Figure 1 Enlarged view of point B in the middle; Figure 4 for Figure 1 Enlarged view of point C in the middle; Figure 5 for Figure 1 Enlarged diagram of point D in the middle.

[0014] The following labels are shown in the attached diagram: 1. Precast beam, 2. Support, 3. Pier, 4. Foundation, 5. Steel pipe pile, 6. Energy dissipation and vibration damping assembly, 601. Limiting shell, 602. Arc-shaped slider, 603. First spring, 604. First limiting block, 605. Second limiting block, 606. Second spring, 607. First movable block, 608. Third spring, 609. Second movable block, 7. Tensioning assembly, 701. Tie rope, 702. Connecting block, 703. Fixing cylinder, 704. Fourth spring, 8. Self-locking limiting assembly, 801. Third limiting block, 802. Fixing shell, 803. Locking block, 804. Steel cable, 9. Damping buffer layer. Detailed Implementation

[0015] like Figures 1-5 As shown, A fully prefabricated bridge structure includes a precast beam 1 and supports 2, piers 3, abutments 4, and steel pipe piles 5, which are sequentially and detachably installed at its bottom. Multiple supports 2 and steel pipe piles 5 are provided along the length of the precast beam 1 and symmetrically arranged about the vertical axis of the piers 3. The multiple supports 2 cooperate to support the precast beam 1 directly above the piers 3. An energy-dissipating and vibration-damping component 6 is provided between the end of the pier 3 away from the precast beam 1 and the abutment 4. The energy-dissipating and vibration-damping component 6 includes a limiting shell 601 fixedly mounted on the upper surface of the abutment 4 and an arc-shaped slider 602 movably mounted within the limiting shell 601. The bottom of the arc-shaped slider 602 is slidably connected to the limiting shell 601 and moves along the arc of the slider 602. A groove for accommodating the limiting shell 601 is provided on the upper surface of the abutment 4. The arc-shaped slider 602 is fixedly positioned directly below the pier 3. Both ends of 602 along the width direction of the precast beam 1 are located inside the limiting housing 601, and both ends are spaced apart from the inner wall of the limiting housing 601. The limiting housing 601 is provided with multiple first springs 603. The multiple first springs 603 are arranged in an array along the length direction of the precast beam 1 and symmetrically arranged along the vertical axis of the precast beam 1. Each first spring 603 is respectively located at the gap between the limiting housing 601 and the arc-shaped slider 602. One end of each first spring 603 is fixed to the inner wall of the limiting housing 601, and the other end is fixed to the end face of the arc-shaped slider 602. The bottom of the limiting housing 601 and the top of the pier 3, and the steel pipe pile 5 and the foundation 4 are all connected by self-locking limiting components 8. Each self-locking limiting component 8 is respectively located at the vertical axis of the pier 3 and the steel pipe pile 5, and is used to limit the vertical movement between the limiting housing 601 and the pier 3, and between the steel pipe pile 5 and the foundation 4.

[0016] As shown in the diagram, when constructing precast beam 1, it is only necessary to install steel pipe piles 5, pile caps 4, pier columns 3, and supports 2 sequentially from bottom to top. The pile caps 4 and pier columns 3, and steel pipe piles 5 and pile caps 4 are fixed by self-locking limiting components 8, forming an overall load-bearing structure. This allows for the rapid assembly of precast beam 1. Most of these structures can be prefabricated in the factory and then moved to the designated location for rapid assembly using transport equipment. There is no on-site wet pouring, which significantly reduces dust and noise pollution and greatly shortens the construction period. It also has minimal impact on traffic and navigation, making it suitable for old bridge reconstruction and expansion projects and effectively ensuring the assembly efficiency of precast beam 1. Meanwhile, the precast beam 1, once assembled, effectively reduces the impact of earthquakes through its energy-dissipating and vibration-damping components 6. When an earthquake occurs, the precast beam 1, support 2, and pier 3 sway synchronously with the arc-shaped slider 602. During the movement of the arc-shaped slider 602 within the limiting housing 601, the first springs 603 on both sides undergo elastic deformation. The contraction or extension of each first spring 603 absorbs the impact of the earthquake, allowing most of the energy to dissipate before it reaches the main body of the pier 4 and pier 3, reducing the swaying of the pier 3 and effectively preventing irreversible plastic damage to the main load-bearing components. After the load dissipates, each first spring 603... The elastic reset of spring 603 can automatically return the pier 3 and the upper beam to their original positions without manual correction. Furthermore, the first spring 603, arc-shaped slider 602, and limiting shell 601, which are related to energy dissipation and shock absorption, can all be disassembled and replaced individually. After an earthquake or impact, only the damaged auxiliary components need to be replaced to restore the bridge's functionality, significantly reducing the cost of later maintenance and repair. In addition, the multiple self-locking limiting components 8 arranged vertically in the center bidirectionally constrain vertical displacement and limit the relative slippage of the pier and beam in multiple directions, strengthening the overall anti-overturning and anti-falling capabilities. This allows the bridge to have multiple advantages, including efficient assembly, green construction, multi-level energy dissipation, self-resetting, and easy maintenance, with sufficient redundancy reserves for structural seismic and impact resistance.

[0017] In this embodiment, the energy-dissipating and vibration-damping component 6 further includes a first limiting block 604 vertically disposed at both ends of the arc-shaped slider 602 and a second limiting block 605 vertically disposed at both ends of the limiting housing 601. A second spring 606 is fixedly connected to the upper surface of each of the first limiting blocks 604, and a first movable block 607 slidably disposed inside the limiting housing 601 is fixedly connected to the free end of each of the second springs 606. A third spring 608 is fixedly connected to the lower surface of each of the second limiting blocks 605, and a sliding block 607 is fixedly connected to the free end of each of the third springs 608. A second movable block 609 is movably disposed on the upper surface of the arc-shaped slider 602. The movement direction of each of the first movable blocks 607 and the second movable blocks 609 is consistent with the movement direction of the arc-shaped slider 602. The bottom of the arc-shaped slider 602 slides against the inner wall of the limiting housing 601. The arc-shaped slider 602 is slidably disposed on the limiting housing 601 along its arc direction. The limiting housing 601 does not restrict the arc-shaped slider 602 vertically. Each second limiting block 605 is on the movement trajectory of the first limiting block 604 and can abut against each other.

[0018] As shown in the figure, based on the existing horizontal energy dissipation of the arc-shaped slider 602 and the first spring 603 matching the limiting housing 601, a vertical collaborative damping constraint system is added, consisting of a first limiting block 604, a second limiting block 605, a second spring 606, a third spring 608, a first movable block 607, and a second movable block 609. This constructs a horizontal and vertical two-way graded energy dissipation and damping structure, comprehensively improving the bridge's seismic and impact resistance performance. The second spring 606 and the third spring 608 are respectively mounted on the vertical axis of the arc-shaped slider 602 and the limiting housing 601. Between the gaps, a continuous vertical preload is provided to press the arc-shaped slider 602 tightly against the sliding surface of the limiting shell 601, ensuring stable component fit and no abnormal vertical movement under normal driving conditions. Minor vehicle vibrations can be buffered and dissipated in advance by the vertical springs. When vertical vibrations are caused by earthquakes or ship / vehicle collisions, the second spring 606 and the third spring 608 undergo tensile and compressive elastic deformation simultaneously, independently absorbing vertical vibration energy and preventing the vertical impact force from being directly transmitted to the pier 3 and the precast beam 1, greatly reducing the swaying of the upper beam and the vertical stress damage to the pier 3. Under horizontal swaying conditions, when the arc-shaped slider 602 slides along the arc-shaped slide, the second spring 606, in combination with the first movable block 607, and the third spring 608, in combination with the second movable block 609, can slide and deform synchronously with the slider, forming a multi-layer buffer energy dissipation combination with the original transverse first spring 603. Multiple sets of springs work together to dissipate horizontal impact loads, extend the energy dissipation path, increase the overall energy dissipation capacity, and significantly enhance the shock absorption and buffering effect. The first limiting block 604 and the second limiting block 605 form a mechanical hard limiting and blocking structure, which precisely limits the maximum horizontal sliding stroke of the arc-shaped slider 602, avoiding excessive slider offset that could cause spring over-range failure and large relative displacement of the pier beam. This ensures that each level of spring is always in an effective and safe working range, stably maintaining the working performance of the energy dissipation and vibration reduction system, and avoiding risks such as beam falling, pier tilting, and permanent plastic damage to the springs. The entire set of bidirectional vibration reduction and limiting components is integrated and arranged in the limiting shell 601 above the pier bottom cap 4, and is installed in conjunction with the original fully prefabricated dry connection structure. There is no need to add a large external vibration reduction device, and no additional on-site assembly process is required. It can be assembled simultaneously with the pier column 3 and the cap 4 in a modular manner without reducing the overall construction and assembly efficiency.

[0019] In this embodiment, multiple tensioning components 7 are provided between the precast beam 1 and the pier 4. The multiple tensioning components 7 are arranged in an array along the length of the precast beam 1 and symmetrically arranged along the vertical axis of the precast beam 1. Each tensioning component 7 includes a tension rope 701 and a connecting block 702 disposed at one end of the tensioning. The outer surface of each connecting block 702 is coaxially fitted with a fixing cylinder 703 fixed to the upper surface of the pier 4. The connecting block 702 is slidably disposed inside the fixing cylinder 703 along the axial direction. Two fourth springs 704 are abutted between the two end faces of the connecting block 702 and the inner wall of the fixing cylinder 703. The two fourth springs 704 cooperate with the fixing cylinder 703 and hold the connecting block 702 at the center position of the fixing cylinder 703. The end of each tensioning component away from the connecting block 702 is anchored to the precast beam 1. The fixing method is common knowledge to those skilled in the art.

[0020] As shown in the figure, this embodiment adds tensioning components 7 arranged symmetrically along the vertical axis of the precast beam 1, arrayed along its length. These components, together with the fixed cylinder 703, the bidirectional fourth spring 704, and the connecting block 702, form an additional constraint and damping system for the beam. Without disrupting the original fully prefabricated dry-joint construction process or adding complex on-site wet operations, this further enhances the overall structural stability and multi-dimensional energy dissipation and damping capabilities of the bridge. During the assembly stage, the tensioning components 7 can be installed simultaneously after the main pier, beam, and abutment 4 are assembled. All components are factory-prefabricated standard parts, and only the anchoring of the tension rope 701 and the insertion of the connecting block 702 into the cylinder need to be completed on-site. The operation is simple and will not slow down the overall assembly construction efficiency. Under normal driving conditions, the fourth spring 704, symmetrically arranged at both ends inside the fixed cylinder 703, stably constrains the connecting block 702 to the center of the cylinder, so that the tension rope 701 maintains a uniform pretension and applies a balanced downward constraint force to both sides of the precast beam 1, limiting the minor slippage and warping of the precast beam 1 and effectively improving the fit between the beam and the pier top support 2. Under extreme load conditions such as earthquakes, ship or vehicle impacts, due to the vertical height difference between the precast beam 1 and the pier cap 4, the vibration amplitude of the beam is much greater than that of the lower pier cap 4. Multiple sets of tension ropes 701 on both sides will synchronously pull the connecting block 702 along the fixed cylinder 703 to slide back and forth axially. The connecting block 702 bidirectionally compresses and stretches the fourth spring 704 at both ends. Relying on the synchronous elastic deformation of multiple sets of springs, the large horizontal vibration energy of the beam is absorbed and dissipated. The multi-level spring damping system matched with the arc-shaped slider 602 at the bottom of the pier forms a double-layer coordinated energy dissipation defense line, extending the seismic energy dissipation path and doubly weakening the impact load transmitted to the pier column 3 and the pier cap 4. At the same time, the symmetrically arranged tensioning components 7 can form a uniform tension on the precast beam 1. The tensioning assembly 7 is designed with limit and restraint mechanisms to prevent excessive unilateral displacement of the beam under seismic loads. The fourth spring 704 has an automatic reset feature; after the seismic load dissipates, it can push the connecting block 702 back to the center of the cylinder, causing the tension rope 701 and the precast beam 1 to automatically return to their initial installation positions without manual adjustment. The tension rope 701, connecting block 702, fourth spring 704, and fixing cylinder 703 of the entire tensioning assembly 7 are all independent detachable components. If the springs are fatigued or the tension rope 701 is worn, they can be disassembled and replaced individually without removing the main load-bearing components such as the precast beam 1 and pier 3, significantly reducing post-earthquake maintenance and repair costs. It also offers multiple advantages, including ease of assembly, structural stability under normal conditions, and self-resetting protection.

[0021] In this embodiment, the self-locking limiting component 8 includes a steel cable 804 and a locking block 803 and a third limiting block 801 respectively disposed at both ends of the steel cable 804. The two ends of the steel cable 804 are detachably connected to the locking block 803 and the third limiting block 801 respectively. Each locking block 803 has a fixed housing 802 fitted and engaged on its outer surface. Each third limiting block 801 is disposed at the bottom of the limiting housing 601 and the top surface of the pier 4 respectively. Each fixed housing 802 is fixedly disposed at the top surface of the pier 3 and the steel pipe pile 5 respectively. The bottom of the limiting housing 601 has a groove for accommodating the third limiting block 801. Of course, each pier 4 and the pier 3 has a through hole for accommodating the steel cable 804.

[0022] As shown in the diagram, a standardized quick-installation locking structure is formed by using steel cable 804, detachable locking block 803, third limiting block 801, and matching fixed housing 802. Steel cable 804 can be inserted into the pre-fabricated through holes in the pier cap 4 and pier column 3. Locking block 803 engages with the fixed housing 802 at the top of pier column 3 and steel pipe pile 5. The bottom groove of the limiting housing 601 is adapted to the positioning of the third limiting block 801, achieving dry quick-locking of two key nodes: pier cap 4 and steel pipe pile 5, and pier column 3 and limiting housing 601. This structure is fully compatible with all... The prefabricated factory construction and dry assembly on-site significantly improve the overall assembly efficiency. All components are independently prefabricated standard parts, eliminating the need for on-site welding, casting, anchoring, or other wet work. Node locking is achieved solely through the detachable connecting blocks 803 at both ends of the steel cable 804 and the third limiting block 801. The self-locking limiting component 8 is centrally located along the vertical axis of the pier 3 and steel pipe pile 5, with the steel cable 804 forming a vertical prestressed constraint, reliably limiting the distance between the pier cap 4 and the steel pipe pile 5, and between the pier 3 and the limiting shell 601. Vertical lifting and separation displacement, combined with the horizontal limiting structure of the energy-dissipating and vibration-damping component 6 mentioned above, form a two-way multi-layered vertical and horizontal limiting protection. Under extreme loads such as earthquakes, ship collisions, and vehicle collisions, it can prevent safety hazards such as pier 3 detaching from the abutment 4, the limiting shell 601 separating from the pier 3, and the foundation steel pipe pile 5 misaligning with the abutment 4, significantly improving the overall anti-overturning and anti-falling performance of the bridge. The steel cable 804, the clamp 803, the third limiting block 801, and the fixed shell 802 are all detachable assembly relationships. If steel cable 804, clamp 803, third limiting block 801, and fixed shell 802 are found to be detachable under long-term loads and earthquakes, the steel cable 804 can be detached from the abutment 4. When cable 804 becomes slack and the limiting components are worn and fatigued, there is no need to dismantle the main load-bearing structures such as pier 3, abutment 4, and steel pipe pile 5. Repair and maintenance can be completed by simply disassembling and replacing the damaged self-locking limiting parts. The inspection and replacement process is simple and effectively reduces the later operation and maintenance costs. At the same time, the self-locking structure works in conjunction with the arc-shaped energy dissipation and vibration reduction components 6 and tensioning components 7 at the bottom of the pier. It does not interfere with the sliding and reset work of energy dissipation components at all levels. While ensuring the stiffness of the node connection and the reliability of the limiting, it fully preserves the bridge's multi-level energy dissipation and post-earthquake self-reset vibration reduction advantages.

[0023] In this embodiment, the end of each pull rope 701 away from the precast beam 1 is gradually inclined outward, and one end of the pull rope 701 is perpendicular to the surface of the connecting block 702, while the other end is perpendicular to the surface of the anchorage of the precast beam 1.

[0024] The outwardly inclined and vertically anchored rope 701 can apply a balanced oblique constraint force to the precast beam 1. The vertical anchoring structure can avoid local shear stress at the contact surface between the rope 701 and the beam and connecting block 702, and prevent stress concentration, local cracking and wear at the anchoring point. Under extreme loads such as earthquakes and ship collisions, the vertical connection at both ends of the rope 701 can ensure that the vibration impact force is completely transmitted to the fourth spring 704 below along the axis of the rope 701, giving full play to the energy-dissipating buffering effect of the fourth spring 704 in stretching and compression, and improving energy absorption efficiency.

[0025] In this embodiment, the bottom of the arc-shaped slider 602 is covered with a damping buffer layer 9, and the lower surface of the damping buffer layer 9 abuts against the inner wall of the limiting housing 601. The damping buffer layer 9 may be made of materials such as high-damping neoprene rubber.

[0026] When the arc-shaped slider 602 slides along the arc-shaped track of the limiting shell 601 due to earthquakes, ship collisions, or vehicle collisions, the bottom damping buffer layer 9 will generate continuous shear friction with the inner wall of the shell. The elastic energy dissipation of the first spring 603, the second spring 606, and the third spring 608, which are matched with the slider, forms a dual synergistic buffering mechanism of "friction energy dissipation + spring elastic energy dissipation". Compared with single spring shock absorption, it can significantly improve the overall energy dissipation capacity and can dissipate most of the horizontal impact energy in advance. A construction method for a fully prefabricated bridge, applied to the aforementioned fully prefabricated bridge structure, includes the following construction steps. Step 1: Process the main components such as precast beams 1, piers 3, pile caps 4, and steel pipe piles 5 in the prefabrication plant, and simultaneously prefabricate energy dissipation and vibration reduction components 6, self-locking limiting components 8, and tensioning components 7; during the component prefabrication stage, pre-reserve assembly structures such as through holes for steel cables 804, placement slots for limiting shells 601, and positioning grooves; bond a high-damping neoprene rubber damping buffer layer 9 to the bottom surface of the arc-shaped slider 602; after inspection and approval, transport the components to the construction site for storage. Step 2: After entering the site, use piling equipment to complete the positioning and driving of steel pipe piles 5, and correct the verticality of steel pipe piles 5 in real time. Multiple steel pipe piles 5 are symmetrically arranged along the length of the precast beam 1 to build a stable sub-foundation support system for the bridge. Step 3: Hoist the segmented pier cap 4 to complete the alignment and splicing, and thread the steel cable 804 in the self-locking limiting component 8 to achieve vertical locking and limiting between the pier cap 4 and the steel pipe pile 5; fix the limiting shell 601 in the reserved groove on the top surface of the pier cap 4 and position it accurately, and install the arc-shaped slider 602 of the adhesive damping buffer layer 9 into the limiting shell 601. Sequentially assemble the first spring 603, the second spring 606, the third spring 608, and the matching first limiting block 604, the second limiting block 605, the first movable block 607, and the second movable block 609 to form a horizontal and vertical bidirectional energy dissipation and vibration reduction system; hoist the pier column 3 into place, and thread the self-locking steel cable 804 again to complete the vertical self-locking constraint between the pier column 3 and the limiting shell 601; Step 4: Arrange multiple sets of supports 2 symmetrically along the beam length at the top of the pier column 3 and level them; use small lifting machinery to lift the precast beam 1 and place it smoothly on the support 2 at the top of the pier; carefully check the horizontal and longitudinal installation dimensions of the precast beam 1 to ensure that the precast beam 1 is centered and erected directly above the pier column 3. Step 5: Install tensioning components 7 symmetrically along the vertical axis and in an array along the beam length on the surface of the pier cap 4: Assemble the fixing cylinder 703 and connecting block 702 with built-in bidirectional fourth spring 704 in place, install the tension ropes 701 with both ends vertically anchored and arranged outwardly, and anchor the upper end of the tension ropes 701 to the bottom of the precast beam 1 to form additional vibration damping constraints for the beam; synchronously tension all self-locking steel cables 804 of the pier cap 4, steel pipe piles 5, pier columns 3, and limiting shell 601 to the design prestress value, and check the pretension of all tension ropes 701 to make the various components of the bridge form a complete whole structure that cooperates in bearing the force; Step 6: Conduct a comprehensive quality inspection upon completion, check the assembly integrity of each component, including the energy-dissipating and shock-absorbing component 6, the self-locking limiting component 8, and the tensioning component 7, adjust the smoothness of the arc-shaped slider 602 and the pretension of the tension rope 701, confirm that the limit stroke of each level of spring and the fit of the damping buffer layer 9 meet the standards, and the vehicle can be put into use after the overall acceptance is qualified.

[0027] The above description of the embodiments is provided to enable those skilled in the art to understand and apply the present invention. It will be apparent to those skilled in the art that various modifications can be made to these embodiments, and the general principles described herein can be applied to other embodiments without inventive effort. Therefore, the present invention is not limited to the embodiments described herein, and any improvements and modifications made by those skilled in the art based on the disclosure of the present invention without departing from the scope of the invention should be within the protection scope of the present invention.

Claims

1. A fully prefabricated bridge structure, comprising a precast beam (1) and, sequentially and detachably installed at its base, a bearing (2), a pier (3), a pile cap (4), and a steel pipe pile (5), characterized in that: The supports (2) and steel pipe piles (5) are provided in multiple pieces and are symmetrically arranged about the vertical axis of the pier (3). The multiple supports (2) cooperate with each other to erect the precast beam (1) directly above the pier (3). An energy-dissipating and vibration-damping component (6) is provided between the end of the pier (3) away from the precast beam (1) and the pier cap (4). The energy-dissipating and vibration-damping component (6) includes a limiting shell (601) fixedly set on the upper surface of the pier cap (4) and an arc-shaped slider (602) movably set in the limiting shell (601). The arc-shaped slider (602) is fixedly set directly below the pier (3), and both ends of the arc-shaped slider (602) along the width direction of the precast beam (1) are connected to the pier cap (4). The inner wall of the limiting housing (601) is spaced apart. Each limiting housing (601) is provided with multiple first springs (603), and each first spring (603) is respectively located in the gap between the limiting housing (601) and the arc-shaped slider (602). One end of each first spring (603) is fixed to the inner wall of the limiting housing (601), and the other end is fixed to the end face of the arc-shaped slider (602). The bottom of the limiting housing (601) and the top of the pier (3), and the steel pipe pile (5) and the foundation (4) are all connected with self-locking limiting components (8). Each self-locking limiting component (8) is respectively located at the vertical axis of the pier (3) and the steel pipe pile (5).

2. The fully prefabricated bridge structure according to claim 1, characterized in that: The energy-dissipating and vibration-damping assembly (6) further includes a first limiting block (604) vertically disposed at both ends of the arc-shaped slider (602) and a second limiting block (605) vertically disposed at both ends of the limiting housing (601). The upper surface of each first limiting block (604) is connected to a second spring (606), and the free end of each second spring (606) is connected to a first movable block (607) slidably disposed inside the limiting housing (601). The lower surface of each second limiting block (605) is connected to a third spring (608), and the free end of each third spring (608) is connected to a second movable block (609) slidably disposed on the upper surface of the arc-shaped slider (602). The movement direction of each first movable block (607) and second movable block (609) is consistent with the movement direction of the arc-shaped slider (602).

3. A fully prefabricated bridge structure according to claim 2, characterized in that: Multiple tensioning components (7) are provided between the precast beam (1) and the pier (4), and the multiple tensioning components (7) are symmetrically arranged about the vertical axis of the precast beam (1). The tensioning component (7) includes a tension rope (701) and a connecting block (702) provided at one end of the tensioning. The outer surface of each connecting block (702) is coaxially fitted with a fixing cylinder (703) fixed to the upper surface of the pier (4). The connecting block (702) is slidably disposed inside the fixing cylinder (703) along the axial direction. Both ends of the connecting block (702) are in contact with the inner wall of the fixing cylinder (703) and a fourth spring (704) is provided. The end of each tensioning component away from the connecting block (702) is anchored to the precast beam (1).

4. A fully prefabricated bridge structure according to claim 3, characterized in that: The self-locking limiting component (8) includes a steel cable (804) and a locking block (803) and a third limiting block (801) respectively disposed at both ends of the steel cable (804). Each locking block (803) has a fixed housing (802) fitted and locked on its outer surface. Each third limiting block (801) is disposed at the bottom of the limiting housing (601) and the top surface of the pier (4). Each fixed housing (802) is disposed at the top surface of the pier (3) and the steel pipe pile (5). The bottom of the limiting housing (601) has a groove for accommodating the third limiting block (801).

5. A fully prefabricated bridge structure according to claim 4, characterized in that: Each of the pull ropes (701) is arranged with one end away from the precast beam (1) gradually tilted outward, and one end of the pull rope (701) is arranged perpendicular to the surface of the connecting block (702), and the other end is arranged perpendicular to the surface of the anchorage of the precast beam (1).

6. A fully prefabricated bridge structure according to claim 5, characterized in that: The bottom of the arc-shaped slider (602) is covered with a damping buffer layer (9), and the lower surface of the damping buffer layer (9) abuts against the inner wall of the limiting housing (601).

7. A construction method for a fully prefabricated bridge, applied to a fully prefabricated bridge structure as described in any one of claims 1-6, characterized in that: The construction steps include the following: Step 1: All main bridge components, energy dissipation and vibration damping components (6) and self-locking tensioning components (7) are prefabricated in the factory. Various installation through holes and grooves are reserved during prefabrication. The bottom of the arc-shaped slider (602) is bonded with a damping buffer layer (9). After the components pass the inspection, they are transported to the site. Step 2: Use piling equipment to accurately construct and correct the steel pipe piles (5), arrange the steel pipe piles (5) symmetrically along the beam length, and build the bridge substructure support system; Step 3: Hoist and splice the segmented foundation (4), and insert the self-locking limiting steel cable (804) to complete the vertical locking of the foundation (4) and the steel pipe pile (5). Then, fix the limiting shell (601) in the groove on the top surface of the foundation (4) and complete the bottom positioning. Insert the arc-shaped slider (602) with the damping buffer layer (9) into the limiting shell (601). Sequentially assemble the first spring (603), the second spring (606), the third spring (608) and the matching first movable block (607) and the second movable block (609). After hoisting the pier (3), lock the pier (3) and the limiting shell (601) with the self-locking steel cable (804). Step 4: Symmetrically arrange multiple sets of supports (2) at the top of the pier (3), correct the flatness of the supports (2), and use the lifting equipment to hoist the precast beam (1) onto the support (2) at the top of the pier. Check the longitudinal and transverse positions of the precast beam (1) to ensure that the beam is centered and aligned. Step 5: Install the fixed cylinder (703) with the bidirectional fourth spring (704) and the connecting block (702) symmetrically on the foundation (4), assemble the pull rope (701) with vertical anchorage at both ends and outward inclination, build the beam tensioning and damping constraint system, uniformly tension the self-locking steel cable (804) at all points to the design prestress, check the pretension of the pull rope (701), so that each component forms a complete whole load-bearing structure; Step 6: Conduct a comprehensive inspection of the assembly status of each component, adjust the sliding of the slider and the tension of the pull rope (701), and put it into use after passing the acceptance test.

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