A combined cover beam structure of a u-shaped concrete shell and post-cast core concrete
By using a combined cap beam structure of U-shaped concrete shell and post-cast core concrete, the problems of low construction efficiency and poor integrity of bridge cap beams were solved, achieving efficient and safe construction and reliable connection, and reducing project costs.
Patent Information
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- NINGBO HIGHWAY CONSTR MANAGEMENT CENT
- Filing Date
- 2025-07-01
- Publication Date
- 2026-06-12
AI Technical Summary
The existing bridge cap beam structure has low construction efficiency, difficult hoisting operations, and poor overall integrity, especially in the methods of cast-in-place support and overall prefabrication and assembly, there are many problems.
The structure adopts a combined cap beam structure of U-shaped concrete shell and post-cast core concrete. The precast ribbed high-strength concrete shell is formed in the factory and then the inner core steel skeleton and prestressed steel strands are installed. The inner core concrete is poured on site. It is formed in one piece by combining U-shaped concrete ribs, shear key steel bars and rough surface. The reliable connection between the pier column and the precast concrete shell is achieved by reserving through holes.
It significantly improves construction efficiency, reduces high-altitude operations, enhances structural integrity and durability, reduces hoisting weight and project cost, and simplifies construction procedures.
Smart Images
Figure CN224351066U_ABST
Abstract
Description
Technical Field
[0001] This application relates to the field of bridge engineering technology, specifically to a composite cap beam structure consisting of a U-shaped concrete shell and a post-cast core concrete. Background Technology
[0002] Currently, bridge cap beam construction primarily employs two methods: cast-in-place construction with scaffolding and precast assembly. However, both methods have drawbacks. Cast-in-place cap beams with scaffolding involve cumbersome on-site procedures and low construction efficiency; they require high-quality foundation bearing capacity; the on-site construction period is long; there are many high-altitude operations, posing significant risks; and they have a substantial impact on existing traffic flowing under the bridge. Precast assembly cap beams place higher demands on structural transportation, hoisting equipment performance, hoisting work space, and foundation bearing capacity. Segmental precast + on-site cast-in-place cap beams suffer from poor overall integrity due to factors such as discontinuous load transfer from cut longitudinal reinforcement and water leakage at splice joints. Utility Model Content
[0003] Therefore, this application provides a combined cap beam structure of U-shaped concrete shell and post-cast core concrete to solve the problems of low on-site construction efficiency or difficult hoisting operations in existing cap beam structures.
[0004] To achieve the above objectives, this application provides the following technical solution:
[0005] A combined cap beam structure of a U-shaped concrete shell and a post-cast core concrete includes: a precast concrete shell installed on the top of a pier column, and an inner core concrete poured inside the concrete shell. The concrete shell has a U-shaped cross-section with an open top, and the middle region of the concrete shell forms a pouring area for pouring the inner core concrete.
[0006] The inner wall of the concrete shell is provided with multiple U-shaped ribs arranged at intervals along the length direction, and a rough surface is provided between two adjacent U-shaped ribs on the inner wall of the concrete shell. Multiple shear bars are also provided at intervals inside the concrete shell.
[0007] Optionally, the casting area is provided with an inner core steel reinforcement skeleton and prestressed steel strands.
[0008] Optionally, the shear key reinforcement is an L-shaped structure, including a short side and a long side, the short side being located inside the concrete shell, and the long side being inserted into and extending out of the concrete shell into the casting area.
[0009] Optionally, the interior of the concrete shell is provided with a shell steel reinforcement frame and shell concrete.
[0010] Optionally, the outer and inner sides of the concrete shell are respectively provided with steel templates and bamboo plywood for forming the concrete shell. A closing mesh template is provided on the side of the bamboo plywood close to the concrete shell. The closing mesh template is used to form the rough surface and is removed after the shell concrete is formed.
[0011] The bamboo plywood has multiple concave grooves on the side closest to the concrete shell, and these grooves are used to form the multiple U-shaped ribs in a one-to-one correspondence.
[0012] Optionally, the top of the pier column has multiple connecting steel bars extending upwards, and the bottom of the concrete shell has multiple reserved through holes corresponding to the multiple connecting steel bars.
[0013] Optionally, the concrete shell has a strength grade of C50.
[0014] Optionally, the inner core concrete is C50 shrinkage-compensating concrete.
[0015] Compared with the prior art, this application has at least the following beneficial effects:
[0016] 1. Based on further analysis and research of existing technical problems, this application provides a composite cap beam structure of U-shaped concrete shell and post-cast core concrete. It adopts a precast ribbed high-strength concrete shell and post-cast low-shrinkage core concrete composite cap beam. After the high-strength concrete shell is precast, the inner core steel reinforcement skeleton and prestressed steel strands can be directly installed in the factory. After installation, it is transported to the bridge site for the inner core concrete pouring operation. This effectively reduces the lifting weight of the precast cap beam, eliminates the installation and removal of formwork, significantly shortens the construction cycle, improves construction efficiency, reduces on-site high-altitude operations, and makes the lifting operation simpler and safer.
[0017] 2. The precast concrete shell of this application adopts the method of U-shaped concrete ribs + shear key steel bars + rough surface integral molding, which not only enhances the overall rigidity and stability of the concrete shell, but also provides a good connection foundation for the new and old concrete, ensuring reliable connection at the interface between the new and old concrete, cooperating in stress, and improving the durability of the structure.
[0018] 3. This application reserves through-reinforcement holes at the bottom of the precast concrete shell, allowing the connecting steel bars of the pier to penetrate through the reserved through-reinforcement holes during the hoisting stage. After the inner core concrete is poured, the anchoring effect of the concrete on the steel bars achieves a reliable connection between the pier and the precast concrete shell, thereby eliminating the need for the application of traditional grouting sleeves and subsequent grouting procedures, and saving project costs. Attached Figure Description
[0019] To more intuitively illustrate the prior art and this application, exemplary drawings are provided below. It should be understood that the specific shapes and structures shown in the drawings should not generally be regarded as limiting conditions for implementing this application; for example, based on the technical concept disclosed in this application and the exemplary drawings, those skilled in the art are able to easily make conventional adjustments or further optimizations to the addition / reduction / classification, specific shapes, positional relationships, connection methods, size ratios, etc. of certain units (components).
[0020] Figure 1 This is a front elevation view of a composite cap beam structure provided in one embodiment of this application;
[0021] Figure 2 A bottom plan view of a composite cap beam structure provided in one embodiment of this application;
[0022] Figure 3 for Figure 2 A partial schematic diagram of the connecting steel reinforcement;
[0023] Figure 4 for Figure 1 AA plan view in the middle;
[0024] Figure 5 for Figure 1 BB plan in the middle;
[0025] Figure 6 for Figure 1 CC plan view in the middle;
[0026] Figure 7 A schematic diagram of the horizontal shear reinforcement bars at the side plate of a composite cap beam structure provided in one embodiment of this application;
[0027] Figure 8 A schematic diagram of the vertical shear reinforcement bars at the bottom slab of a composite cap beam structure provided in one embodiment of this application;
[0028] Figure 9 This is a diagram showing the arrangement of the formwork at the end of the side plate of a composite cap beam structure according to one embodiment of this application.
[0029] Figure 10 This is a diagram showing the arrangement of the formwork at the bottom slab of a composite cap beam structure according to one embodiment of this application.
[0030] Figure 11 for Figure 10 A partial schematic diagram of the central closing mesh template.
[0031] Explanation of reference numerals in the attached figures:
[0032] 1. Concrete shell; 11. U-shaped ribs; 12. Shear key reinforcement; 121. Horizontal shear key reinforcement; 122. Vertical shear key reinforcement; 13. Expansion mesh formwork; 131. Strip barbed structure; 132. Protruding structure; 14. Base plate; 141. Through-reinforcement holes; 15. Side plates; 16. End plates; 17. Shell concrete;
[0033] 2. Core concrete; 3. Pier column; 4. Connecting steel bars. Detailed Implementation
[0034] The present application will be further described in detail below with reference to the accompanying drawings and specific embodiments.
[0035] In the description of this application: unless otherwise stated, "a plurality of" means two or more. The terms "first," "second," "third," etc., in this application are intended to distinguish the objects referred to and do not have any special meaning in terms of technical connotation (e.g., they should not be construed as an emphasis on importance or order). Expressions such as "comprising," "including," and "having" also mean "not limited to" (certain units, components, materials, steps, etc.).
[0036] The terms used in this application, such as "upper," "lower," "left," "right," and "middle," are generally used to indicate the general relative positional relationship for the purpose of intuitive understanding by referring to the accompanying drawings, and are not absolute limitations on the positional relationship in the actual product.
[0037] One embodiment of this application provides a combined cap beam structure of a U-shaped concrete shell and a post-cast core concrete, such as... Figures 1-11 As shown, it includes: a precast concrete shell 1 installed on the top of the pier 3, and an inner core concrete 2 poured inside the concrete shell 1. The concrete shell 1 has a U-shaped cross-section with an open top, and the middle area of the concrete shell 1 forms a pouring area for pouring the inner core concrete 2.
[0038] The inner wall of the concrete shell 1 is provided with multiple U-shaped ribs 11 arranged at intervals along the length direction, and a rough surface is provided between two adjacent U-shaped ribs 11 on the inner wall of the concrete shell 1. The interior of the concrete shell 1 is also provided with multiple shear key steel bars 12 arranged at intervals.
[0039] Preferably, the casting area is equipped with an inner core steel reinforcement cage and prestressed steel strands. After the high-strength concrete shell 1 is precast, the inner core steel reinforcement cage and prestressed steel strands can be directly installed in the factory, and then transported to the bridge site for assembly.
[0040] Preferably, the shear key reinforcement 12 has an L-shaped structure, including a short side and a long side. The short side is located inside the concrete shell 1, and the long side is inserted along the concrete shell 1 and extends out of the concrete shell 1 to the pouring area. The extension length of the shear key reinforcement is flush with the U-shaped rib 11.
[0041] More preferably, such as Figure 7 , Figure 8 As shown, the concrete shell 1 includes a base plate 14, two symmetrically arranged side plates 15, and two end plates 16 connecting the two side plates 15; multiple shear key steel bars 12 are divided into multiple horizontal shear key steel bars 121 and multiple vertical shear key steel bars 122; the multiple horizontal shear key steel bars 121 are distributed at intervals in the two side plates 15 and extend out of the inner sidewall of the side plates 15; the multiple vertical shear key steel bars 122 are distributed at intervals in the base plate 14 and extend out of the inner sidewall of the base plate 14.
[0042] Preferably, the outer and inner sides of the concrete shell 1 are respectively provided with steel templates (outer templates) and bamboo plywood (inner templates) for forming the concrete shell 1. Multiple closure mesh templates 13 are provided on the side of the bamboo plywood close to the concrete shell 1. The multiple closure mesh templates 13 are arranged at intervals and are respectively located between adjacent U-shaped ribs 11. The closure mesh templates 13 are used to form a rough surface. The bamboo plywood and the closure mesh templates 13 can be connected by adhesive or bolts.
[0043] The interior of the concrete shell 1 is also equipped with a shell steel reinforcement skeleton and shell concrete 17; the closing mesh template 13 is torn off after the shell concrete is formed to remove the laitance on the surface of the closing mesh, which can improve the bonding ability of the new and old concrete interface, and at the same time avoid the metal closing mesh at the top of the cap beam from being exposed and forming an electro-corrosion channel.
[0044] The bamboo plywood has multiple concave grooves on the side closest to the concrete shell 1, and these grooves are used to form multiple U-shaped ribs 11 in a one-to-one correspondence.
[0045] like Figures 9-11 As shown, the formwork 13 has multiple strip barbed structures 131 arranged at intervals and multiple protruding structures 132 set between adjacent barbed structures. It is used for interface roughening, so that the inner surface of the concrete shell 1 forms a rough surface, which can ensure the connection between the new and old concrete without the need for secondary roughening. By using the formwork 13 with bamboo plywood and setting symmetrical and diagonal braces inside the bamboo plywood, not only is the stability of the formwork and the construction quality guaranteed, but also the tedious process of secondary roughening is avoided, thereby improving construction efficiency and the overall integrity of the structure.
[0046] Preferably, the top of the pier column 3 has multiple connecting steel bars 4 extending upwards, and the bottom of the concrete shell 1 has multiple reserved steel bar holes 141 corresponding to the multiple connecting steel bars 4.
[0047] During the hoisting stage of the concrete shell 1, the main reinforcement (connecting reinforcement 4) of the pier column 3 penetrates the reserved reinforcement hole 141. After the inner core concrete 2 is poured, the reinforcement is connected by the anchoring effect of the concrete, which eliminates the need for the application of grouting sleeves and subsequent grouting procedures, thus saving project costs.
[0048] Preferably, the concrete outer shell 1 has a strength grade of C50; the inner core concrete 2 is made of C50 shrinkage-compensating concrete.
[0049] In the above embodiment, the precast concrete shell 1 is prefabricated in the factory, then transported to the construction site and installed on the top of the pier 3. Then, the inner core concrete 2 is poured in the internal pouring area of the concrete shell 1, and finally a complete cap beam structure is formed.
[0050] In one application example: the web and bottom plate 14 of the concrete shell 1 are 20cm thick, and the web and bottom plate 14 at the pier 3 location (within 2m) are 30cm thick, and 7 U-shaped ribs 11, each 10cm high and 20cm wide, are built in. At the same time, shear key steel bars are reserved inside the shell. In addition, the top of the web of the concrete shell 1 extends outward by 10cm (20cm high) to enhance the lateral deformation stiffness of the shell.
[0051] In summary, this application has at least the following advantages:
[0052] 1. The precast ribbed high-strength concrete shell and post-cast low-shrinkage core concrete composite cap beam is adopted. After the high-strength concrete shell is precast, the inner core steel reinforcement skeleton and prestressed steel strands can be directly installed in the factory. After installation, it is transported to the bridge site for assembly construction. This effectively reduces the lifting weight of the precast cap beam, eliminates the installation and removal of formwork, shortens the construction cycle, improves construction efficiency, and reduces on-site high-altitude operations.
[0053] 2. For the connection structure between the precast high-strength concrete shell and the post-cast inner core concrete, a U-shaped concrete rib + shear key steel bar + rough surface (interface roughening) integral molding method is adopted to ensure reliable connection of the interface between the new and old concrete and coordinated stress.
[0054] 3. Regarding the connection method between the pier column and the composite cap beam, by pre-reserving through holes at the bottom of the precast concrete shell, the main reinforcement of the pier column can penetrate through the reserved through holes during the hoisting stage of the concrete shell. After the inner core concrete is poured, the connection is achieved through the anchoring effect of the concrete on the reinforcement, eliminating the need for the application of traditional grouting sleeves and subsequent grouting procedures, thus saving project costs.
[0055] The technical features of the above embodiments can be combined in any way (as long as there is no contradiction in the combination of these technical features). For the sake of brevity, not all possible combinations of the technical features in the above embodiments are described; these embodiments not explicitly written should also be considered to be within the scope of this specification.
Claims
1. A composite cap beam structure consisting of a U-shaped concrete outer shell and a post-cast core concrete, characterized in that, include: The precast concrete shell installed on the top of the pier, and the inner core concrete poured inside the concrete shell, wherein the concrete shell has a U-shaped cross-section with an open top, and the middle area of the concrete shell forms a pouring area for pouring the inner core concrete. The inner wall of the concrete shell is provided with multiple U-shaped ribs arranged at intervals along the length direction, and a rough surface is provided between two adjacent U-shaped ribs on the inner wall of the concrete shell. Multiple shear key steel bars are also provided inside the concrete shell at intervals.
2. The combined cap beam structure of the U-shaped concrete shell and the post-cast core concrete according to claim 1, characterized in that, The pouring area is equipped with an inner core steel reinforcement skeleton and prestressed steel strands.
3. The combined cap beam structure of the U-shaped concrete shell and the post-cast core concrete according to claim 2, characterized in that, The shear key reinforcement is an L-shaped structure, including a short side and a long side. The short side is located inside the concrete shell, and the long side is inserted into the concrete shell and extends into the casting area.
4. The combined cap beam structure of the U-shaped concrete shell and the post-cast core concrete according to claim 1, characterized in that, The interior of the concrete shell is provided with a steel reinforcement frame and a concrete shell.
5. The combined cap beam structure of the U-shaped concrete shell and the post-cast core concrete according to claim 4, characterized in that, The outer and inner sides of the concrete shell are respectively provided with steel templates and bamboo plywood for forming the concrete shell. A closing mesh template is provided on the side of the bamboo plywood close to the concrete shell. The closing mesh template is used to form the rough surface and is removed after the shell concrete is formed. The bamboo plywood has multiple concave grooves on the side closest to the concrete shell, and these grooves are used to form the multiple U-shaped ribs in a one-to-one correspondence.
6. The combined cap beam structure of the U-shaped concrete shell and the post-cast core concrete according to claim 1, characterized in that, The top of the pier has multiple connecting steel bars extending upwards, and the bottom of the concrete shell has multiple reserved through holes corresponding to the multiple connecting steel bars.
7. The combined cap beam structure of the U-shaped concrete shell and the post-cast core concrete according to claim 1, characterized in that, The concrete shell has a strength grade of C50.
8. The combined cap beam structure of the U-shaped concrete shell and the post-cast core concrete according to claim 1, characterized in that, The inner core concrete is C50 shrinkage-compensating concrete.