A steel-concrete reinforced prefabricated hollow pier-cap beam joint structure

Abstract

This utility model relates to a steel-concrete composite reinforced prefabricated hollow pier-cap beam joint structure, belonging to the field of structural engineering technology. It consists of a lattice-type steel-concrete composite reinforced frame, a prefabricated hollow pier, a large-diameter grouted corrugated pipe, and a prefabricated cap beam. The lattice-type steel-concrete composite reinforced frame is embedded in the prefabricated hollow pier, while the steel-concrete composite column members extend out of the prefabricated pier and are inserted into the large-diameter corrugated pipe of the prefabricated cap beam, thus forming a connection between the pier and the cap beam. The lattice-type steel-concrete composite reinforced frame consists of steel-concrete composite column members and steel web members; the prefabricated cap beam consists of a reinforced concrete solid and a large-diameter corrugated pipe. The steel-concrete composite column members extend out of the pier and are inserted into the large-diameter corrugated pipe embedded in the cap beam, and the extended sections are equipped with annular shear keys. This utility model aims to optimize the pier-cap beam joint structure, reduce the overall weight, improve the seismic performance of the joint, and provide a novel solution for the application of prefabricated prefabricated pier-cap beam joints.

Description

Technical Field

[0001] This utility model relates to a steel-concrete reinforced prefabricated hollow pier-cap beam joint structure, belonging to the field of structural engineering technology. Background Technology

[0002] Precast bridge piers are increasingly being widely used in bridge engineering due to their advantages such as improved construction efficiency, high quality control, minimal environmental disturbance, flexibility, strong applicability, and good economic benefits. However, the construction process of precast bridge piers involves prefabricating the pier components in a factory and then installing them on-site through hoisting or assembly methods. Therefore, ensuring the ease of construction of precast bridge piers on-site is crucial.

[0003] In existing precast bridge pier structural systems, the connection methods between piers and cap beams or abutments mainly include grouting sleeve connections, grouting corrugated pipe connections, socket connections, and prestressed connections. Among these, grouting corrugated pipe connections are widely used in precast pier-cap beam / abutment joint connections due to their advantages such as fast construction speed, high reliability of joint connections, and excellent seismic performance. However, in existing precast pier-cap beam / abutment connection joints, the precast pier sections are mostly solid reinforced concrete sections. While these sections have good bending stiffness, the binding of the precast pier reinforcement cage is complex and cumbersome. The overall weight of the precast pier is also significant, which is detrimental to the transportation of precast piers and the hoisting and assembly work on construction sites. This results in a significant consumption of manpower, material resources, and financial resources during construction, which is one of the unfavorable factors restricting the development of precast bridge piers.

[0004] In conclusion, optimizing the structural design of the precast pier column-cap beam / pier cap joint in the precast pier pier structure system, while ensuring reliable connection of the precast pier column-cap beam / pier cap joint, reduces the self-weight of the precast pier column, ensures the bending and compressive resistance of the pier column section, and thus improves the overall seismic performance of the joint. This is of great significance for the development and promotion of the precast pier pier structure system, and can also have a positive impact on improving the overall economy, flexibility and applicability of the precast pier pier structure system. Utility Model Content

[0005] To address the problems in the precast pier-cap beam joint structure mentioned in the background art, this utility model proposes a steel-concrete reinforced precast hollow pier-cap beam joint structure. This structure fully leverages the advantages of steel-concrete composite in terms of ductility and flexural bearing capacity, while significantly reducing the overall weight of the precast pier, lowering the requirements for hoisting equipment on the construction site, improving the overall economic efficiency of the joint, and ensuring excellent seismic performance. This provides a novel solution for precast pier-cap beam joints.

[0006] To achieve the above objectives, the technical solution adopted by this utility model is as follows:

[0007] A steel-concrete composite reinforced prefabricated hollow pier-cap beam joint structure is mainly composed of a prefabricated cap beam, a large-diameter grouting corrugated pipe, UHPC grouting material, a prefabricated hollow pier column, and an internal lattice-type steel-concrete composite reinforced skeleton.

[0008] The precast cap beam is installed on top of the precast hollow pier column, and a large-diameter grouting corrugated pipe is pre-embedded inside the precast cap beam. The precast hollow pier column includes an internal lattice-type steel-concrete composite stiffening frame encased in concrete and an internal hollow pier column layer. The internal lattice-type steel-concrete composite stiffening frame includes steel-concrete composite column limbs and steel web members welded together. The top of the steel-concrete composite column limbs is provided with steel-concrete composite column limb extensions, which extend upwards out of the precast hollow pier column and into the large-diameter grouting corrugated pipe of the precast cap beam for connection between the precast hollow pier column and the precast cap beam. UHPC grout is injected between the steel-concrete composite column limb extensions and the large-diameter grouting corrugated pipe.

[0009] Furthermore, the hollow layer in the pier column is set along its entire length.

[0010] Furthermore, the yield strength of the steel in the concrete-filled steel tube column and the steel web members is not less than 345 MPa.

[0011] Furthermore, the length of the extended section of the steel-concrete composite column on the side where the precast hollow pier is connected to the precast cap beam is not less than ten times the side length of the steel-concrete composite column section.

[0012] Furthermore, the diameter of the grouting corrugated pipe embedded inside the precast cap beam is greater than or equal to the sum of the side length of the extended section of the steel-concrete composite column and the minimum thickness of the grouting material inside the corrugated pipe.

[0013] Furthermore, the strength of the UHPC grout inside the large-diameter corrugated pipe is not less than 120 MPa.

[0014] Furthermore, annular shear keys are provided around the outer perimeter of the extended section of the steel-concrete composite column to enhance the frictional resistance between the extended section of the steel-concrete composite column and the grouting material.

[0015] Furthermore, the large-diameter grouting corrugated pipe is vertically installed throughout the entire length of the precast cap beam.

[0016] Furthermore, the cross-section of the prefabricated hollow pier column is a hollow rectangle.

[0017] Furthermore, the extended sections of the steel-concrete composite column are four in a rectangular, symmetrical arrangement.

[0018] Compared with the prior art, the implementation of this utility model can achieve the following significant effects:

[0019] This invention incorporates a lattice-type steel-concrete composite stiffening framework embedded within the precast pier column, with a hollow layer extending along the entire length of the pier. This fully leverages the advantages of steel-concrete composite in terms of ductility and flexural strength, while significantly reducing the overall weight of the precast pier column, lowering the requirements for hoisting equipment on construction sites, and improving the overall economic efficiency of the joint. The extended steel pipes of the lattice-type steel-concrete composite stiffening framework are inserted into corresponding large-diameter corrugated pipes within the cap beam, and UHPC grout is injected into the pipes. This effectively anchors the extended steel pipes of the pier column, reliably connecting the pier column and the cap beam, while simultaneously enabling the assembly of the precast pier column and cap beam. This significantly improves the construction speed of the pier-cap beam joint, ensures excellent seismic performance, and provides a novel solution for precast assembled pier-cap beam joints.

[0020] This utility model discloses a prefabricated hollow pier-cap beam joint structure with reinforced steel-concrete composite (SCPC) core. A hollow layer is incorporated throughout the prefabricated pier, significantly reducing its overall weight. Simultaneously, a lattice-type SCPC stiffening frame is embedded within the pier's concrete structure. This fully utilizes the excellent ductility, bending strength, and compressive strength of SCPC, allowing it to work collaboratively with the pier concrete to bear the load, thus improving the overall seismic performance of the pier-cap beam joint. To achieve a reliable connection between the prefabricated pier and cap beam, SCPC columns within the lattice-type SCPC stiffening frame extend beyond the prefabricated pier, with annular shear keys on the surface of the extended steel sections. Simultaneously, large-diameter corrugated pipes are installed at corresponding positions on the cap beam. The extended SCPC columns are inserted into these corrugated pipes, and UHPC grout is injected into the pipes, effectively anchoring the inserted SCPC columns. The proposed steel-concrete reinforced prefabricated hollow pier-cap beam joint structure, while achieving prefabrication and assembly of the pier-cap beam joint, accelerating construction speed, ensuring component quality, and reducing the impact on the existing environment, significantly reduces the manpower, material resources, and financial resources consumed in on-site hoisting of piers. This is conducive to improving the overall economic and environmental benefits of prefabricated prefabricated pier-cap beam joints. Specific beneficial effects are as follows:

[0021] 1. This utility model addresses the prefabricated pier-cap beam joint. While achieving factory prefabrication of both the pier and cap beam, it further reduces the lifting weight of the pier and improves the seismic performance of the joint by optimizing the joint structure. A hollow layer is set throughout the prefabricated pier, and a lattice-type steel-concrete composite stiffening skeleton is built into the concrete solid part of the pier. The steel-concrete composite stiffening skeleton works together with the concrete of the pier to bear the load, giving full play to the excellent ductility, bending resistance, and compressive strength of the steel-concrete composite, which has a positive impact on improving the overall seismic performance of the pier-cap beam joint.

[0022] 2. The lattice-structured steel-concrete composite stiffening frame embedded within the pier column works in conjunction with the precast hollow pier column and also serves as a connection device between the precast pier column and the precast cap beam. While the lattice-structured steel-concrete composite stiffening frame is pre-embedded inside the precast hollow pier column, at the connection end between the pier column and the cap beam, the steel-concrete composite column limbs extend beyond the precast pier column, and annular shear keys are installed on the extended sections of the steel-concrete composite column limbs to enhance the frictional resistance with the grouting material. Simultaneously, large-diameter corrugated grouting pipes are pre-embedded at corresponding positions inside the precast cap beam, allowing the extended sections of the pier column's steel-concrete composite column limbs to be inserted into the corresponding corrugated pipes. UHPC grouting material is then injected into the corrugated pipes, forming an effective anchorage for the extended sections of the steel-concrete composite column limbs inside the corrugated pipes, ultimately ensuring an effective and reliable connection between the precast pier column and the precast cap beam. Attached Figure Description

[0023] Figure 1 This is a schematic diagram of the overall elevation of this utility model;

[0024] Figure 2 This is a utility model Figure 1 Schematic diagram of AA section;

[0025] Figure 3 This is a utility model Figure 1 Schematic diagram of the BB cross section;

[0026] Figure 4 This is a three-dimensional schematic diagram of the present invention;

[0027] Figure 5 This is a flowchart of the manufacturing process of this utility model.

[0028] Figure label:

[0029] 1-Precast cap beam; 2-Large-diameter grouting corrugated pipe; 3-UHPC grouting material; 4-Extended section of steel-concrete composite column; 5-Annular shear key; 6-Precast hollow pier column; 7-Hollow layer of pier column; 8-Steel-concrete composite column; 9-Steel web member; 10-Built-in lattice-type steel-concrete composite stiffening skeleton. Detailed Implementation

[0030] The following is in conjunction with the appendix Figure 1-5 The present invention will be further described in detail below to facilitate a clear understanding of the present invention, but these descriptions do not constitute a limitation thereof.

[0031] Example 1

[0032] like Figure 1As shown, this utility model discloses a precast hollow pier-cap beam joint structure with reinforced steel-concrete composite structure. The joint structure mainly consists of a precast cap beam 1, a large-diameter grouting corrugated pipe 2, UHPC grouting material 3, a precast hollow pier 6, and an internal lattice-type steel-concrete composite reinforced skeleton 10.

[0033] Precast cap beam 1 is installed on top of precast hollow pier column 6. Four large-diameter grouting corrugated pipes 2 are pre-embedded inside precast cap beam 1, running vertically the same length. (See...) Figure 2 .like Figure 1 and Figure 4 As shown, the precast hollow pier column 6 includes an internal lattice-type steel-concrete composite stiffening frame 10 encased in concrete and an internal hollow pier layer 7, which runs the entire length of the pier. The internal lattice-type steel-concrete composite stiffening frame 10 includes steel-concrete composite column members 8 and steel web members 9 welded together. A steel-concrete composite column member extension 4 is provided at the top of the steel-concrete composite column member 8, extending upwards from the precast hollow pier column 6 and into the large-diameter grouting corrugated pipe 2 of the precast cap beam 1, for connection between the precast hollow pier column 6 and the precast cap beam 1. UHPC grout 3 is injected between the steel-concrete composite column member extension 4 and the large-diameter grouting corrugated pipe 2. Annular shear keys 5 are provided around the outer perimeter of the steel-concrete composite column member extension 4 to enhance the frictional resistance between the steel-concrete composite column member extension 4 and the grout 3.

[0034] In this embodiment, after the reinforcing cage of the cap beam is tied, the large-diameter grouting corrugated pipe 2 is placed at the designed position inside the reinforcing cage, and then the cap beam concrete is poured. When assembling the precast hollow pier column 6 with the precast cap beam 1, the extended section 4 of the steel-concrete composite column is inserted into the corresponding cap beam corrugated pipe 2, and UHPC grouting material 3 is injected into the corrugated pipe 2 to form an effective anchorage for the extended section 4 of the steel-concrete composite column, thereby ensuring a reliable connection between the precast hollow pier column concrete body 6 and the precast cap beam 1.

[0035] like Figure 4 As shown, a hollow layer 7 is installed along the entire length of the precast pier column, and a lattice-type steel-concrete composite stiffening frame 10 is embedded inside the precast hollow pier column 6, thus working in conjunction with the precast hollow pier column 6. On the side where the precast hollow pier column 6 connects to the precast cap beam 1, the steel-concrete composite column extension section 4 of the steel-concrete composite stiffening frame 10 extends outward from the precast hollow pier column 6, serving as the connection between the precast hollow pier column 6 and the precast cap beam 1.

[0036] In this embodiment, the yield strength of the steel in the concrete-filled steel tube column limb 8 and the steel web member 9 is not less than 345 MPa, and the welding quality between the steel web member 9 and the concrete-filled steel tube column limb 8 must be guaranteed to ensure the overall working performance of the lattice-type concrete-filled steel tube stiffened frame 10. The length of the extended section 4 of the concrete-filled steel tube column limb on the side where the precast hollow pier column 6 connects to the precast cap beam 1 is not less than ten times the side length of the cross section of the concrete-filled steel tube column limb 8. The diameter of the grouting corrugated pipe 2 embedded inside the precast cap beam 1 is greater than or equal to the sum of the side length of the cross section of the extended section 4 of the concrete-filled steel tube column limb and the minimum thickness of the grouting material inside the corrugated pipe. The strength of the UHPC grouting material 3 inside the large-diameter grouting corrugated pipe 2 is not less than 120 MPa.

[0037] In this embodiment, as Figure 3 As shown, the precast hollow pier column 6 has a hollow rectangular cross-section. The steel-concrete composite column extensions 4 are four rectangular symmetrically arranged sections.

[0038] Example 2

[0039] like Figure 5 As shown in this embodiment, the fabrication and installation method of the steel-concrete reinforced prefabricated hollow pier-cap beam joint structure includes the following steps:

[0040] S1. Weld the steel web members 9 to the steel-concrete composite column members 8 to form a lattice-type steel-concrete composite stiffening frame 10. At the same time, weld the annular shear key 5 to the extended section 4 of the steel-concrete composite column members. After the welding is completed, place the steel-concrete composite stiffening frame 10 at the designed position, erect the inner and outer formwork of the pier column, and pour concrete.

[0041] S2. Tie the reinforcing cage of the cap beam, place the large-diameter corrugated pipe 2 at the designed position, and plug the upper and lower ends of the corrugated pipe 2 with plugs to prevent concrete from flowing into the interior of the corrugated pipe 2. After the above steps are completed, erect the cap beam formwork and pour the cap beam concrete.

[0042] S3. After the precast pier concrete and precast cap beam concrete have been cured, the steel-concrete composite column extension section 4 is slowly inserted into the large-diameter corrugated pipe 2 embedded in the precast cap beam 1. When the steel-concrete composite column extension section 4 is inserted into the designated position, UHPC grouting material 3 is injected into the corrugated pipe 2 from the upper surface of the precast cap beam reinforced concrete body 1, so that it fills the cavity between the corrugated pipe 2 and the steel-concrete composite column extension section 4, thereby completing the assembly of the pier-cap beam joint.

[0043] The above are merely preferred embodiments of this utility model and do not constitute any limitation on the structure of this utility model. The arrangement and quantity of this utility model are not limited to this example and can be optimized according to actual engineering conditions. Any modifications, equivalent changes, and decorations made to the above embodiments based on the technical principles of this utility model, without departing from the scope of the technical solution of this utility model, are still within the scope of the technical solution of this utility model.

Claims

1. A steel-concrete reinforced prefabricated hollow pier-cap beam joint structure, characterized in that: The node structure mainly consists of a precast cap beam (1), a large-diameter grouting corrugated pipe (2), UHPC grouting material (3), a precast hollow pier column (6), and an internal lattice-type steel pipe concrete stiffening frame (10). The precast cap beam (1) is set on top of the precast hollow pier (6), and a large-diameter grouting corrugated pipe (2) is pre-embedded inside the precast cap beam (1); the precast hollow pier (6) includes an internal lattice-type steel pipe concrete stiffening skeleton (10) wrapped with concrete and an internal pier hollow layer (7); the internal lattice-type steel pipe concrete stiffening skeleton (10) includes a steel pipe concrete column limb (8) and a steel web member (9) welded together; the top of the steel pipe concrete column limb (8) is provided with a steel pipe concrete column limb extension section (4), which extends upward from the precast hollow pier (6) and into the large-diameter grouting corrugated pipe (2) of the precast cap beam (1) for connecting the precast hollow pier (6) and the precast cap beam (1); UHPC grouting material (3) is injected between the steel pipe concrete column limb extension section (4) and the large-diameter grouting corrugated pipe (2).

2. The steel-concrete reinforced prefabricated hollow pier-cap beam joint structure according to claim 1, characterized in that: The hollow layer (7) of the pier column is set along its entire length.

3. The steel-concrete composite reinforced prefabricated hollow pier-cap beam joint structure according to claim 1, characterized in that: The yield strength of the steel in the concrete-filled steel tube column (8) and the steel web member (9) shall not be less than 345 MPa.

4. The steel-concrete composite reinforced prefabricated hollow pier-cap beam joint structure according to claim 1, characterized in that: The length of the extended section (4) of the steel-concrete composite column on the side where the precast hollow pier (6) is connected to the precast cap beam (1) shall not be less than ten times the side length of the cross section of the steel-concrete composite column (8).

5. The steel-concrete composite reinforced prefabricated hollow pier-cap beam joint structure according to claim 1, characterized in that: The diameter of the grouting corrugated pipe (2) embedded inside the precast cap beam (1) is greater than or equal to the sum of the side length of the cross section of the extended section (4) of the steel pipe concrete column and the minimum thickness of the grouting material inside the corrugated pipe.

6. The steel-concrete composite reinforced prefabricated hollow pier-cap beam joint structure according to claim 1, characterized in that: The strength of the UHPC grout (3) inside the large-diameter corrugated pipe (2) is not less than 120 MPa.

7. The steel-concrete reinforced prefabricated hollow pier-cap beam joint structure according to claim 1, characterized in that: The outer perimeter of the steel-concrete composite column extension section (4) is provided with annular shear keys (5) to enhance the frictional resistance between the steel-concrete composite column extension section (4) and the grouting material (3).

8. The steel-concrete reinforced prefabricated hollow pier-cap beam joint structure according to claim 1, characterized in that: The large-diameter grouting corrugated pipe (2) is vertically installed throughout the precast cap beam (1).

9. The steel-concrete composite reinforced prefabricated hollow pier-cap beam joint structure according to claim 1, characterized in that: The prefabricated hollow pier (6) has a hollow rectangular cross-section.

10. The steel-concrete composite reinforced prefabricated hollow pier-cap beam joint structure according to claim 1, characterized in that: The steel-concrete composite column extension section (4) consists of four rectangular symmetrically arranged columns.

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