A bridge structure with a rigid connection of a pile pier beam

Abstract

The utility model discloses a kind of bridge structure of rigid joint of pile pier beam, it is related to bridge engineering field.The structure includes: bridge pier, as vertical load-bearing structure;Pouring cap beam, it is set to bridge pier top and is rigidly connected therewith;Multiple prefabricated box girder, transverse parallel lap on pouring cap beam, multiple prefabricated box girder are connected by wet joint;Cast-in-place cap beam, it is poured and shaped between pouring cap beam and multiple prefabricated box girder, and multiple prefabricated box girder are associated as a whole, to make pouring cap beam, cast-in-place cap beam and multiple prefabricated box girder solidification as rigid whole structure.The utility model realizes pile pier beam rigid joint by cast-in-place cap beam, cancel support and expansion joint, to significantly reduce engineering construction and maintenance cost, improve structural durability and driving comfort smoothness.

Description

Technical Field

[0001] This utility model relates to the field of bridge engineering, and more specifically, to a bridge structure with a rigid connection between piles, piers, and beams. Background Technology

[0002] In traditional bridge engineering, a combined structural system of bearings and expansion joints is commonly used. This system clearly divides the bridge into a superstructure (main beam), a substructure (piers and abutments), and bearings connecting the two, with structural joints reserved at the beam ends for the installation of expansion joints.

[0003] Bridge bearings are a type of industrially manufactured external component, and their installation requires precise structural measures. Commonly used bearings include plate rubber bearings, which are made of several layers of thin steel plates and rubber sheets vulcanized and bonded together; and pot bearings, which have a more complex structure and are usually assembled from multiple metal and non-metal components such as an upper bearing plate, a lower bearing plate, a pressure-bearing rubber block, a polytetrafluoroethylene sliding plate, and a steel lining plate.

[0004] Structurally, an expansion joint is an independent device installed at the bridge's expansion joint. It is itself a complex steel component; for example, a modular expansion joint is assembled from numerous parts such as side beams, middle beams, cross beams, and supporting springs. Its two ends are firmly connected to the pre-embedded reinforcing bars and steel plates in the beam structure using high-strength bolts or welding. After installation, high-grade concrete or epoxy resin must be poured into the pre-reserved groove to fix and protect the expansion joint.

[0005] Structurally, this system is a discontinuous engineering force transmission system composed of multiple independent components, various materials (concrete, rubber, steel), and a complex post-installation process. Utility Model Content

[0006] The inventors of this invention have discovered the following drawbacks of the traditional system of bearings and expansion joints used in bridges:

[0007] 1. High life-cycle costs, which are reflected not only in the initial construction phase but also in the long operation phase.

[0008] (1) In the initial construction phase, high-quality supports and expansion joint devices bring price and installation costs.

[0009] (2) As important components, bearings and expansion joints require regular and frequent inspections by maintenance departments, which is a long-term investment of manpower. Repair or replacement work often requires traffic interruption, such as road closures and bridge closures, and the construction of temporary support systems, which has a significant social impact, high construction difficulty, and prominent safety risks.

[0010] 2. Poor durability; bearings and expansion joints are the weakest links in bridges. Bearings and expansion joints are exposed to the natural environment for a long time and are directly subjected to the combined effects of various adverse factors, making them extremely prone to damage. Current specifications require them to be designed for a lifespan of 15 to 20 years, so bridges need to be replaced 5 to 6 times throughout their entire lifespan.

[0011] (1) Rubber bearings may crack, harden, bulge and deform due to ozone corrosion and thermo-oxidative aging, resulting in degradation of their mechanical properties. The sealing strips of expansion joints are prone to aging, cracking and falling off, losing their waterproof and sound insulation functions.

[0012] (2) Expansion joints are easily clogged by mud, sand, gravel, and other debris, affecting their ability to expand and contract freely. Cleaning is tedious and has limited effectiveness. Because they must withstand direct and repeated impact loads from vehicles, their steel components crack, bolts loosen, and anchoring concrete is damaged.

[0013] (3) After the expansion joint seal fails, rainwater and de-icing salt will drip directly onto the bearings, cap beams and piers through the gaps, causing alkali-aggregate reaction and freeze-thaw damage to the concrete, endangering the safety of the main structure of the bridge.

[0014] 3. Impact on driving comfort and safety: Vehicles experience bumps when passing over expansion joints, affecting ride comfort. As the expansion joints deteriorate, this bumping worsens, leading to a "jumping" or "bounce" phenomenon. Severe bouncing can affect vehicle handling stability, especially at high speeds, posing a traffic safety hazard.

[0015] To overcome the aforementioned shortcomings, semi-integral bridges have been developed. These bridges eliminate bridge deck expansion joints and employ a continuous deck structure, improving driving comfort. However, the inventors of this invention have discovered that supports are still retained at abutments or some piers, and the main beam is not completely continuous at these supports. Therefore, the inherent defects and maintenance needs of the supports are not fundamentally eliminated, and maintenance costs remain significant.

[0016] Therefore, completely abandoning traditional supports and expansion joints and constructing a new type of bridge connection system has become an important technical requirement in modern bridge engineering. There is an urgent need for a structural form that is simple to construct, convenient to build, and easy to maintain. To solve the above problems, a novel pile-pier-beam rigid connection bridge structure is proposed.

[0017] A rigid-joint bridge structure with pile piers and beams includes:

[0018] Bridge piers serve as vertical load-bearing structures;

[0019] First, cast the cap beam, set it on top of the pier, and rigidly connect it to it;

[0020] Multiple precast box girders are laid side by side laterally on the precast cap beam, and the multiple precast box girders are connected by wet joints;

[0021] The cast-in-place cap beam is formed by casting the precast cap beam between the precast cap beam and multiple precast box girders, and connects the multiple precast box girders into a whole, thereby solidifying the precast cap beam, the cast-in-place cap beam and the multiple precast box girders into a rigid integral structure.

[0022] The cast-in-place cap beam includes a main body, which is a solid concrete structure. The top surface of the main body is flush with the top slab of multiple precast box girders. The width of the top slab is equal to the distance between the outer edges of the top slabs of the two outermost precast box girders. The width of the bottom slab is equal to the distance between the outer edges of the bottom slabs of the two outermost precast box girders. The outer sides of the flanges and the outer sides of the web of the main body are flush with the corresponding outer edges of the outermost precast box girders.

[0023] In a preferred embodiment, a leveling layer is also included, which is disposed between the bottom slabs of multiple precast box girders and the precast cap beam to serve a leveling function.

[0024] In a preferred embodiment: the underlayment is a mortar layer.

[0025] In a preferred embodiment: the subbase is a concrete layer.

[0026] In a preferred embodiment, the padding layer is a rubber sheet.

[0027] In a preferred embodiment: the main body of the cast-in-place cap beam is embedded between multiple precast box girders and the subbase.

[0028] In a preferred embodiment: the cast-in-place cap beam further includes an extension section, which extends a fixed length into the box chamber of the multiple precast box girders and is cast in shape by means of a baffle pre-placed in the web of the box girder.

[0029] In a preferred embodiment: vertical reinforcing bars are pre-embedded in the precast cap beam, and the vertical reinforcing bars extend upward into the cast-in-place cap beam.

[0030] In a preferred embodiment: transverse reinforcement bars are provided in the cast-in-place cap beam, and longitudinal reinforcement bars are provided in the multiple precast box girders. The transverse reinforcement bars, vertical reinforcement bars, and longitudinal reinforcement bars extending from the multiple precast box girders are bidirectionally welded or connected to form a reinforcement mesh.

[0031] In a preferred embodiment: longitudinal reinforcement bars are provided in the wet joint, and the longitudinal reinforcement bars extend into the cast-in-place cap beam and are tied or welded with the transverse reinforcement bars, vertical reinforcement bars, and longitudinal reinforcement bars of the box girder to form a reinforcement mesh.

[0032] In a preferred embodiment: the longitudinal reinforcement bars of the box girder located on both sides of the pier are connected as a whole. The longitudinal reinforcement bars of the wet joint located on both sides of the pier are also connected as a whole.

[0033] In a preferred embodiment: the pier is pre-reserved with longitudinal steel bars and stirrups, which extend upward into the pre-cast cap beam.

[0034] In a preferred embodiment, the span of the bridge structure is 20–30 m.

[0035] The beneficial effects of this utility model are as follows: The structure of this utility model includes piers, a precast cap beam, multiple precast box girders connected by wet joints, and a cast-in-place cap beam. The cast-in-place cap beam rigidly connects the precast main beams to the substructure, forming an integral load-bearing system. This structure completely eliminates traditional bearing and expansion joint devices, reducing construction and maintenance costs associated with them. The integral structure, lacking weak points like bearings and expansion joints, improves bridge durability. Furthermore, the bridge deck, without expansion joints, maintains a high degree of continuity, improving driving comfort. Attached Figure Description

[0036] To more clearly illustrate the technical solutions of the embodiments of this utility model, the accompanying drawings used in the embodiments will be briefly introduced below. It should be understood that the following drawings only show some embodiments of this utility model and should not be regarded as a limitation on the scope. For those skilled in the art, other related drawings can be obtained based on these drawings without creative effort.

[0037] Figure label:

[0038] Figure 1 This is a front view of the pile-pier-beam rigid connection bridge structure in an embodiment of this utility model;

[0039] Figure 2 This is a partial longitudinal side view of the pile-pier-beam rigid connection bridge structure in an embodiment of this utility model;

[0040] Figure 3 This is a longitudinal side view of the reinforcement arrangement of the cap beam in an embodiment of this utility model;

[0041] Figure 4 This is a longitudinal side view of the reinforcement arrangement of the bridge pier and the cast-in-place cap beam in an embodiment of this utility model;

[0042] Figure 5 This is a schematic diagram of the longitudinal reinforcement arrangement of the box girder in an embodiment of this utility model;

[0043] Figure 6 This is a three-dimensional schematic diagram of a rigid bridge structure with pile-pier-beam connection in an embodiment of this utility model.

[0044] Figure reference numerals: 1. Wet joint; 2. Precast box girder; 3. Pier; 4. Cast-in-place cap beam; 5. Subbase; 6. Main body; 7. Extension section; 8. Cast-in-place cap beam; 9. Baffle; 10. Vertical embedded steel bars; 11. Horizontal steel bars; 12. Stirrups; 13. Longitudinal steel bars of pier; 14. Longitudinal steel bars of box girder; 15. Longitudinal steel bars of wet joint. Detailed Implementation

[0045] To make the objectives, technical solutions, and advantages of the embodiments of this utility model clearer, the technical solutions of the embodiments of this utility model will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some, not all, of the embodiments of this utility model. The components of the embodiments of this utility model described and shown in the accompanying drawings can be arranged and designed in various different configurations. Therefore, the following detailed description of the embodiments of this utility model provided in the accompanying drawings is not intended to limit the scope of the claimed utility model, but merely to illustrate selected embodiments of the utility model. All other embodiments obtained by those skilled in the art based on the embodiments of this utility model without inventive effort are within the scope of protection of this utility model.

[0046] Please refer to Figure 1 , Figure 2 and Figure 6 This utility model discloses a rigid-joint bridge structure with pile piers and beams, including piers 3, precast box girders 2, and cap beams including precast cap beams 4 and cast-in-place cap beams 8. The precast cap beams 4 are rigidly connected to the top of the piers 3. The precast box girders 2 are laterally overlapped above the precast cap beams 4. Multiple precast box girders 2 are connected by wet joints 1 formed by precast concrete.

[0047] Precast box girder 2 adopts standard precast box girder, the height of which is determined by the span. For bridges with applicable spans, the height range of the precast box girder is 1.4 to 1.6m. The larger the span, the higher the height is used. The number of precast box girders is determined by the number of lanes designed. In one example, the bridge deck is 15.5m wide, and 5 precast box girders 2 are used. Each precast box girder 2 is 1.4m high and 1.9m wide at the top.

[0048] A pad 5 is provided between the bottom slab of the precast box girder 2 and the precast cap beam 4. If the bottom slab of the precast box girder 2 is not flat or has a certain tilt, it will cause the stress surface to be small or the stress to be uneven, which will affect the safety of the bridge. The pad 5 plays a role in leveling and can also transform point stress and line stress into surface stress.

[0049] In one example, the subbase 5 is a mortar subbase with a thickness of 25 mm and an error of less than or equal to 3 mm; in another example, the subbase 5 is a mortar subbase with a rubber sheet, a thickness of 25 mm and an error of less than or equal to 3 mm; in yet another example of this embodiment, the subbase 5 is a concrete subbase with a thickness of 25 mm and an error of less than or equal to 3 mm.

[0050] This embodiment eliminates the traditional bearings and only uses the leveling pad 5 set under the bottom plate for transition. At the same time, no expansion joints are set, so that the precast cap beam 4, the cast-in-place cap beam 8 and the multiple precast box beams 2 are fixed into a rigid integral structure, which simplifies the bridge structure and reduces construction costs.

[0051] In another embodiment, the cast-in-place cap beam 8 comprises a main body 6 and an extension 7. The main body 6 has a solid cross-section with continuous concrete filling. The top surface of the main body 6 is flush with the upper side of the top plate of the precast box girder 2, forming a continuous bridge deck. The lower side of the bottom plate of the main body 6 is aligned with the bottom plate of the precast box girder 2 through a cushion layer 5. The width of the top / bottom plate of the main body 6 is equal to the distance between the outer edges of the top / bottom plates of the two outermost precast box girder plates. The outer sides of the flanges and web of the main body 6 are flush with the corresponding outer edges of the outermost precast box girder, ensuring no misalignment in the lateral direction. In terms of longitudinal relationship: the main body 6 is embedded between the precast box girder 2 and the cushion layer 5, fitting seamlessly with the precast box girder 2; the extension 7 is the part of the main body extending into the box chamber of the precast box girder 2. To limit the concrete pouring range and prevent grout leakage, a baffle 9 is installed inside the web of the box chamber of the precast box girder 2. In one example, the baffle is a 10mm thick steel plate. It should be noted that the flushing here refers to flushing within the allowable error range. The extension 7 of the cast-in-place cap beam 8 extends into the box chamber of the precast box girder 2, which can more firmly connect the cast-in-place cap beam 8 and the precast box girder 2.

[0052] In this embodiment, after the cast-in-place cap beam 8 is poured, it forms a continuous and flat surface with the precast box girder 2, improving the comfort of the ride. At the same time, because no supports or expansion joints are set, the durability of the bridge deck is enhanced, the safety of the bridge is improved, and the cost of later maintenance is further reduced.

[0053] Please refer to Figures 3 to 6 In this embodiment, the pier 3 is provided with longitudinal reinforcing bars 13 and stirrups 12. The longitudinal reinforcing bars 13 and stirrups 12 protrude from the pier 3 and extend for a fixed length on the side near the precast cap beam 4 to connect with the precast cap beam 4. In one example, the top of the longitudinal reinforcing bars 13 protrudes 70cm above the designed top surface of the pier 3. Vertical embedded reinforcing bars 10 are provided inside the precast cap beam 4. The vertical embedded reinforcing bars 10 protrude from the precast cap beam 4 on the side near the cast-in-place cap beam 8 and extend for a fixed length in the direction of the cast-in-place cap beam 8. In one example, the extended fixed length is 137cm.

[0054] The precast box girder 2 is provided with longitudinal reinforcement 14. The longitudinal reinforcement 14 protrudes from the precast box girder 2 on the side near the cast-in-place cap beam and extends for a fixed length. In one example, the extended fixed length is 30cm.

[0055] Before casting the cast-in-place cap beam 8, horizontal reinforcing bars 11 are set at the position of the cast-in-place cap beam 8, and are tied or welded in both directions with the longitudinal reinforcing bars 14 and the vertical embedded reinforcing bars 10 in the precast box beam 2 to form a reinforcing mesh.

[0056] The wet joint 1 is provided with longitudinal steel bars 15, which extend into the cast-in-place cap beam 8 and are tied or welded with the transverse steel bars 11 and the vertical embedded steel bars 10 to form a steel mesh.

[0057] The longitudinal reinforcing bars 14 inside the precast box girders 2 located on both sides of the pier are connected as a whole by other added reinforcing bars. The longitudinal reinforcing bars 15 inside the wet joints 1 on both sides of the pier are connected as a whole by other added transverse reinforcing bars.

[0058] It should be noted that the steel bars that play a connecting role in the above content are only some embodiments of this utility model. The steel bars in actual bridge piers, cap beams, and precast box girders are not limited to these types of steel bars, and can be arranged according to the actual stress conditions.

[0059] This embodiment achieves comprehensive rigid and coordinated stress distribution among piles, piers, beams, and joints through a robust reinforced steel connection structure. This design firmly integrates the upper and lower structures into a unified rigid frame, greatly improving the overall integrity of the structure and load transfer efficiency. It completely eliminates structural discontinuities and weak points found in traditional systems. This structure fundamentally eliminates the need for maintenance of vulnerable components, ultimately creating a high-performance bridge system with strong integrity, high durability, extremely low maintenance costs, and a comfortable and smooth driving experience within a suitable span range of 20-30m.

[0060] It should be understood that the construction method for the rigidly connected pile-pier-beam bridge structure in the above embodiments can be selected according to the actual working conditions. In one example, a construction method includes the following steps:

[0061] 1. Substructure Construction: First, pile foundation construction is carried out, followed by the pouring of pier 3. In one example, pier 3 is poured with C40 concrete, and its interior is equipped with HRB400 grade longitudinal reinforcement 13 and HPB300 grade stirrups 12. During construction, in one example, it is ensured that the top of the pier longitudinal reinforcement 13 and stirrups 12 protrudes 70cm above the designed top surface of the pier to facilitate the subsequent anchoring of the pre-cast cap beam 4.

[0062] 2. Construction of the precast cap beam: A precast cap beam 4 is cast on top of pier 3. In one example, the precast cap beam 4 is made of C45 concrete, with HRB400 grade vertical reinforcing bars 10 embedded inside. The upper end protrudes 137cm above the top surface of the precast cap beam 4. To ensure rigidity, the cross-sectional dimensions of the precast cap beam 4 are optimized to be 1.6m wide and 0.8m high.

[0063] 3. Leveling layer laying: A 25mm thick C30 fine stone concrete layer 5 is laid on the top surface of the pre-cast cap beam 4. A laser leveling instrument is used to control the elevation error to ≤3mm, which is used to adjust the elevation and ensure uniform stress transmission.

[0064] 4. Precast Box Girder Erection: The standard precast box girders 2, prefabricated in the factory, are transported to the site and then hoisted piece by piece using a bridge erecting machine and positioned on top of the pre-cast cap beam 4. In this embodiment, the bridge deck is 15.5m wide, using 5 precast box girders 2, each 1.4m high and 1.9m wide at the top. The precast box girders 2 are made of C50 concrete, and the HRB400 grade longitudinal steel bars 14 inside extend out at the ends of the beams, with a reserved extension length of 30cm.

[0065] 5. Construction of wet joint: Pour a 150mm wide wet joint 1 between adjacent precast box girders 2.

[0066] 6. Construction of cast-in-place cap beams:

[0067] (1) Baffle installation: In one example, a 10mm thick Q235 steel plate baffle 9 is installed at a predetermined position on the inner side of the web of the precast box girder 2 to limit the concrete pouring range and prevent grout leakage.

[0068] (2) Reinforcement binding: In one example, HRB400 grade transverse reinforcement 11 is laid at the design location of the cast-in-place cap beam 8. The vertical embedded reinforcement 10 in the precast cap beam 4, the longitudinal reinforcement 14 of the box beam extending from the precast box beam 2, and the longitudinal reinforcement 15 of the wet joint are welded or bound to the transverse reinforcement 11 to form a spatial reinforcement mesh.

[0069] (3) Formwork erection and concrete pouring: Erect the formwork for the cast-in-place cap beam 8, and then pour C50 micro-expansion concrete. This will solidify the overall structure into a rigid whole.

[0070] The construction method of the rigid bridge structure with pile pier and beam in this embodiment is simple, and compared with the traditional bridge system, the construction is more convenient and the construction cost is lower.

[0071] The above description is merely a preferred embodiment of this utility model and is not intended to limit the utility model. Various modifications and variations can be made to this utility model by those skilled in the art. Any modifications, equivalent substitutions, or improvements made within the structural concept and intelligent construction principles of this utility model should be included within the protection scope of this utility model.

Claims

1. A bridge structure with rigid pile-pier-beam connection, characterized in that, include: Bridge piers serve as vertical load-bearing structures; First, cast the cap beam, which is placed on top of the pier and rigidly connected to it; Multiple precast box girders are horizontally arranged and overlapped on the precast cap beam, and the multiple precast box girders are connected by wet joints; The cast-in-place cap beam is cast between the precast cap beam and the multiple precast box beams, and connects the multiple precast box beams into a whole, thereby fixing the precast cap beam, the cast-in-place cap beam and the multiple precast box beams into a rigid integral structure; The cast-in-place cap beam includes a main body, which is a solid concrete structure. The top surface of the main body is flush with the top plate of the multiple precast box girders. The width of the top plate is equal to the distance between the outer edges of the top plates of the two outermost precast box girders, and the width of the bottom plate is equal to the distance between the outer edges of the bottom plates of the two outermost precast box girders. The outer sides of the flanges and the outer sides of the web of the main body are respectively flush with the corresponding outer edges of the outermost precast box girders.

2. The bridge structure with rigid pile-pier-beam connection according to claim 1, characterized in that: The pile-pier-beam rigid bridge structure also includes a cushion layer, which is disposed between the bottom slab of the multiple precast box girders and the precast cap beam.

3. The bridge structure with rigid pile-pier-beam connection according to claim 2, characterized in that: The main body is embedded between the multiple precast box girders and the cushion layer.

4. The bridge structure with rigid pile-pier-beam connection according to claim 1, characterized in that: The cast-in-place cap beam also includes an extension section, which extends a fixed length into the box chamber of the multiple precast box girders and is cast in shape by means of a baffle pre-placed in the web of the box girder.

5. The bridge structure with rigid pile-pier-beam connection according to claim 1, characterized in that: Vertical reinforcing bars are pre-embedded in the precast cap beam, and the vertical reinforcing bars extend upward into the cast-in-place cap beam.

6. The bridge structure with rigid pile-pier-beam connection according to claim 5, characterized in that: The cast-in-place cap beam is provided with transverse reinforcement bars, and the multiple precast box girders are provided with box girder longitudinal reinforcement bars, which extend into the cast-in-place cap beam; the transverse reinforcement bars are bidirectionally welded or connected with the vertical reinforcement bars and the box girder longitudinal reinforcement bars to form a reinforcement mesh.

7. The bridge structure with rigid pile-pier-beam connection according to claim 6, characterized in that: The wet joint is provided with longitudinal reinforcement bars, which extend into the cast-in-place cap beam and are tied or welded with the transverse reinforcement bars and the vertical reinforcement bars to form a steel mesh.

8. The bridge structure with rigid pile-pier-beam connection according to claim 7, characterized in that: The longitudinal reinforcement bars of the box girder located on both sides of the bridge pier are connected as a whole, and the longitudinal reinforcement bars of the wet joint located on both sides of the bridge pier are connected as a whole.

9. The bridge structure with rigid pile-pier-beam connection according to claim 1, characterized in that: The bridge pier is reserved with longitudinal steel bars and stirrups, which extend upward into the precast cap beam.

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