Prefabricated pier structure connected by a self-locking sleeve capable of applying cross-sectional compressive stress

Abstract

The present invention discloses a precast pier structure connected by a self-locking sleeve capable of applying cross-sectional compressive stress, which includes a bearing platform, a capping beam and the above-mentioned precast segment piers; between the precast segment piers, and between the bearing platform, the capping beam and the precast segment piers are all assembled and connected through a structure including a connecting pedestal and a plurality of self-locking sleeve assembly structures; each connecting pedestal is arranged on the bearing platform or on the corresponding precast segment pier, near the central position; each precast segment pier is internally provided with a steel cage including a plurality of first connecting bars; at the positions corresponding to the adjacent precast segment piers in the bearing platform and the capping beam, steel cages including a plurality of second connecting bars are provided; between the first connecting bars between the precast segment piers, and between the second connecting bars and the first connecting bars between the bearing platform, the capping beam and the precast segment piers are all assembled and connected through self-locking sleeves. The present invention can generate pre-compressive stress at the concrete connection interface, minimize the in-situ work volume after the piers are assembled and ensure the pouring quality.

Description

Technical Field

[0001] The present invention relates to the technical field of pier construction, and particularly to a precast pier structure connected by a self-locking sleeve capable of applying sectional compressive stress. Background Art

[0002] The assembled bridge structure is beneficial to ensuring the project quality, accelerating the project progress, reducing the impact of the construction process on traffic and the environment, and has good social and economic benefits.

[0003] In the prior art, the connection of precast and assembled piers often adopts methods such as grouting sleeves, corrugated pipes, and prestressed tendons.

[0004] This requires embedding a large number of embedded parts such as sleeves, corrugated pipes, and prestressed ducts in the precast components. At the same time, the installation accuracy requirements for the embedded parts are relatively high, and the adjustment redundancy during on-site assembly construction is small; after the assembly is completed, the grouting process needs to be carried out again, and it is difficult to control the grouting density.

[0005] However, the above connection structures all pose relatively high requirements on on-site construction machinery and equipment and assembly processes. In addition, the current code requires that the concrete of the segment splicing surface should be subjected to a uniform compressive stress of not less than 0.3 MPa, and the existing sleeve connection technologies are all difficult to apply compressive stress to the connection surface.

[0006] Therefore, how to apply a certain compressive stress to the concrete connection surface during the construction of precast and assembled piers has become a technical solution that needs to be urgently solved by those skilled in the art. Summary of the Invention

[0007] In view of the above-mentioned defects of the prior art, the present invention provides a precast pier structure connected by a self-locking sleeve capable of applying sectional compressive stress, and the achieved purpose is to be able to apply a certain compressive stress to the concrete connection surface during the construction of precast and assembled piers, and also has the characteristics of reliable force and convenient construction.

[0008] To achieve the above purpose, the present invention discloses a precast pier structure connected by a self-locking sleeve capable of applying sectional compressive stress, including a bearing platform and a capping beam.

[0009] Wherein, one or more precast segment piers are provided between the bearing platform and the capping beam;

[0010] Between every two adjacent precast segment piers, and between the bearing platform, the capping beam and the adjacent precast segment piers are all assembled and connected through an assembly structure;

[0011] Each assembly structure includes a connection pedestal and a plurality of self-locking sleeves;

[0012] Each of the connecting pedestals is arranged on the bearing platform or on the corresponding precast segment pier, near the central position;

[0013] Each of the precast segment piers is provided with a steel reinforcement cage including a plurality of first connecting bars;

[0014] The plurality of first connecting bars are uniformly distributed around the corresponding bearing platform;

[0015] In the bearing platform and the capping beam, at the positions corresponding to the adjacent precast segment piers, there are provided steel reinforcement cages including a plurality of second connecting bars;

[0016] The plurality of second connecting bars correspond to the first connecting bars in the adjacent precast segment piers;

[0017] Between each pair of corresponding first connecting bars between every two adjacent precast segment piers, and between each pair of corresponding second connecting bars and first connecting bars between the bearing platform, the capping beam and the adjacent precast segment piers, they are all assembled and connected through the self-locking sleeves.

[0018] Preferably, the bearing platform, the capping beam and each of the precast segment piers are precast members.

[0019] Preferably, a cushion layer is provided on the upper surface of each of the connecting pedestals.

[0020] Preferably, a plurality of stirrups are respectively arranged vertically on the plurality of first connecting bars of each of the precast segment piers, and on the plurality of second connecting bars in the bearing platform and the capping beam.

[0021] Preferably, each of the self-locking sleeves includes a self-locking sleeve concave head and a self-locking sleeve convex head;

[0022] Each of the self-locking sleeve concave heads is provided with a steel bolt with a clamping groove

[0023] Each of the self-locking sleeve convex heads is provided with a pin hole with a spring clip.

[0024] More preferably, each of the steel bolts is connected to the corresponding self-locking sleeve concave head through an adjusting thread, and is provided with a rotation adjusting portion for rotating and adjusting the distance between each of the steel bolts and the corresponding self-locking sleeve concave head.

[0025] More preferably, each of the self-locking sleeve concave heads, each of the self-locking sleeve convex heads and the corresponding first connecting bars or the corresponding second connecting bars are all connected and fixed by a threaded connection method.

[0026] Preferably, mortar is poured around each of the connecting pedestals.

[0027] More preferably, the mortar can be high-strength non-shrinking mortar and pressure grouting is adopted.

[0028] Advantages of the present invention:

[0029] The present invention uses self-locking sleeve connections to increase the connection reliability of the bridge piers and the redundancy for error adjustment during assembly, and can generate pre-compressive stress at the concrete connection interface. At the same time, the sleeve grouting process is avoided, minimizing the in-situ work after the bridge pier assembly and ensuring that the casting quality is visually controllable.

[0030] The concept, specific structure and technical effects of the present invention will be further described below in conjunction with the drawings to fully understand the purpose, features and effects of the present invention. Description of the Drawings

[0031] Figure 1 A schematic structural diagram showing an embodiment of the present invention.

[0032] Figure 2 Showing the present invention Figure 1 A partial sectional structural diagram in the AA direction in the present invention.

[0033] Figure 3 A schematic diagram showing the state of splicing of the bearing platform and adjacent precast segment bridge piers in an embodiment of the present invention.

[0034] Figure 4 A schematic diagram showing the state of splicing of two adjacent precast segment bridge piers in an embodiment of the present invention.

[0035] Figure 5 A schematic diagram showing the state of splicing of the capping beam and adjacent precast segment bridge piers in an embodiment of the present invention.

[0036] Figure 6 A schematic diagram showing the state during the assembly of the self-locking sleeve concave head and the self-locking sleeve convex head of the self-locking sleeve in an embodiment of the present invention.

[0037] Figure 7 A schematic diagram showing the state after the assembly of the self-locking sleeve concave head and the self-locking sleeve convex head of the self-locking sleeve in an embodiment of the present invention. Detailed Embodiments

[0038] Embodiment

[0039] As Figures 1 to 5 shown, a precast bridge pier structure using self-locking sleeve connections that can apply cross-sectional compressive stress includes a bearing platform 1 and a capping beam 2.

[0040] Wherein, one or more precast segment bridge piers 3 are provided between the bearing platform 1 and the capping beam 2;

[0041] Between every two adjacent precast segment piers 3, as well as between the pile cap 1, the capping beam 2 and the adjacent precast segment piers 3, they are all assembled and connected through the assembly structure;

[0042] Each assembly structure includes a connecting pedestal 4 and a plurality of self-locking sleeves 5;

[0043] Each connecting pedestal 4 is arranged on the pile cap 1 or on the corresponding precast segment pier 3, near the central position;

[0044] Each precast segment pier 3 is internally provided with a steel reinforcement cage including a plurality of first connecting bars 6;

[0045] The plurality of first connecting bars 6 are evenly distributed around the corresponding pile cap 1;

[0046] In the pile cap 1 and the capping beam 2, at positions corresponding to the adjacent precast segment piers 3, there are steel reinforcement cages including a plurality of second connecting bars 7;

[0047] The plurality of second connecting bars 7 correspond to the first connecting bars 6 in the adjacent precast segment piers 3;

[0048] Between each pair of corresponding first connecting bars 6 between every two adjacent precast segment piers 3, as well as between each pair of corresponding second connecting bars 7 and first connecting bars 6 between the pile cap 1, the capping beam 2 and the adjacent precast segment piers 3, they are all assembled and connected through the self-locking sleeves 5.

[0049] In practical applications, the second connecting bars 7 and the first connecting bars 6 around the connecting pedestal are connected through the self-locking sleeves. The connecting pedestal serves as a temporary support during the pier assembly construction process, and the height of the connecting pedestal only needs to meet the construction space of the self-locking sleeves.

[0050] In some embodiments, the pile cap 1, the capping beam 2 and each precast segment pier 3 are all precast components.

[0051] In some embodiments, a cushion layer 41 is provided on the upper surface of each connecting pedestal 4.

[0052] In practical applications, setting the cushion layer 41 on the upper surface of the connecting pedestal 4 can make the connection surfaces between every two adjacent precast segment piers 3, as well as between the pile cap 1 and the capping beam 2 and the adjacent precast segment piers 3, fit more closely.

[0053] As Figure 6 and Figure 7 shown, in some embodiments, each self-locking sleeve 5 includes a self-locking sleeve concave head 51 and a self-locking sleeve convex head 52;

[0054] Each self-locking sleeve concave head 51 is provided with a steel pin 522 with a card slot 524

[0055] Each self-locking sleeve projection 52 is provided with a pin hole with a spring clip 511.

[0056] In practical applications, by inserting the self-locking sleeve projection 52 into the self-locking sleeve recess 51 at the corresponding position, the spring clip 511 is engaged with the card slot 524 to generate an anti-pulling self-locking force.

[0057] In some embodiments, each steel pin 522 is connected to the corresponding self-locking sleeve recess 51 by an adjusting thread, and a rotation adjusting portion 523 is provided for rotating and adjusting the distance between each steel pin 522 and the corresponding self-locking sleeve recess 51.

[0058] In practical applications, by means of the rotation adjusting portion 523, the two first connecting ribs 6 or the first connecting rib 6 and the second connecting rib 7 connected to both ends of the self-locking sleeve 5 can generate a pre-tightening force against tension, so that a pre-compressive stress is generated on the concrete connection surface, making the connection more reliable.

[0059] In some embodiments, each self-locking sleeve recess 51, each self-locking sleeve projection 52 and the corresponding first connecting rib 6 or the corresponding second connecting rib 7 are connected and fixed by a threaded connection method.

[0060] In some embodiments, mortar 9 is poured around each connecting pedestal 4.

[0061] In practical applications, the mortar is high-strength non-shrinking mortar, and pressure grouting is adopted.

[0062] In some embodiments, the mortar can be high-strength non-shrinking mortar, and pressure grouting is adopted.

[0063] In practical applications, pressure grouting can make the connection interface generate uniform compressive stress.

[0064] Such as Figures 1 to 7 As shown, in practical applications, the self-locking sleeve recess 51 and the self-locking sleeve projection 52 are correspondingly installed at the first connecting rib 6 and the second connecting rib 7 and pre-buried into the bearing platform 1, the capping beam 2 and the precast segment pier 3.

[0065] In actual construction, a cushion layer 41 is arranged above the connecting pedestal 4. Then, the precast segment pier 3 is vertically placed on the bearing platform 1, so that the self-locking sleeve recess 51 and the self-locking sleeve projection 52 are aligned and connected.

[0066] After each precast segment pier 3 is hoisted and positioned, the rotation adjusting portion 523 is rotated and adjusted in batches to continuously correct the deviation of the embedded connecting main reinforcement, so that the pier assembly error meets the standard and a pre-compressive stress is generated on the connection interface.

[0067] Then, mortar 9 is poured around the connecting pedestal 4 and cured to the specified strength.

[0068] Repeat the above steps to complete the installation and splicing of all precast segment piers 3 and capping beams 2.

[0069] The preferred specific embodiments of the present invention have been described in detail above. It should be understood that those of ordinary skill in the art can make many modifications and variations based on the concept of the present invention without creative efforts. Therefore, all technical solutions that can be obtained by those skilled in the art in this technical field based on the concept of the present invention through logical analysis, reasoning, or limited experiments on the basis of the prior art should fall within the protection scope determined by the claims.

Claims

1. A precast pier structure using a self-locking sleeve connection capable of applying cross-sectional compressive stress, comprising a bearing platform (1) and a capping beam (2); characterized in that, One or more precast segment piers (3) are provided between the pile cap (1) and the capping beam (2); Between every two adjacent precast segment piers (3), and between the pile cap (1), the capping beam (2) and the adjacent precast segment piers (3), they are assembled and connected through an assembly structure; Each of the assembly structures includes a connecting pedestal (4) and a plurality of self-locking sleeves (5); Each of the connecting pedestals (4) is arranged on the pile cap (1) or on the corresponding precast segment pier (3), near the central position; A steel reinforcement cage including a plurality of first connecting bars (6) is provided in each precast segment pier (3); The plurality of first connecting bars (6) are evenly distributed around the corresponding pile cap (1); Reinforcement cages including a plurality of second connecting bars (7) are provided at the positions of the pile cap (1) and the capping beam (2) corresponding to the adjacent precast segment piers (3); The plurality of second connecting bars (7) correspond to the first connecting bars (6) in the adjacent precast segment piers (3); Between each pair of corresponding first connecting bars (6) between every two adjacent precast segment piers (3), and between each pair of corresponding second connecting bars (7) and first connecting bars (6) between the pile cap (1), the capping beam (2) and the adjacent precast segment piers (3), they are assembled and connected through the self-locking sleeves (5); The pile cap (1), the capping beam (2) and each precast segment pier (3) are all precast members; A plurality of stirrups (8) are respectively provided in the vertical direction for the plurality of first connecting bars (6) of each precast segment pier (3) and the plurality of second connecting bars (7) in the pile cap (1) and the capping beam (2); Each of the self-locking sleeves (5) includes a self-locking sleeve concave head (51) and a self-locking sleeve convex head (52); Each of the self-locking sleeve concave heads (51) is provided with a steel pin (522) with a card slot (524); Each of the self-locking sleeve convex heads (52) is provided with a pin hole with a spring clip (511); Each of the steel pins (522) is connected to the corresponding self-locking sleeve concave head (51) through an adjusting thread, and a rotation adjusting part (523) is provided for rotating and adjusting the distance between each steel pin (522) and the corresponding self-locking sleeve concave head (51); Each of the self-locking sleeve concave heads (51), each of the self-locking sleeve convex heads (52) and the corresponding first connecting bar (6) or the corresponding second connecting bar (7) are connected and fixed by a threaded connection method; Mortar (9) is poured around each of the connecting pedestals (4).

2. The precast pier structure adopting the self-locking sleeve connection capable of applying cross-sectional compressive stress according to claim 1, characterized in that, A cushion layer (41) is provided on the upper surface of each of the connecting pedestals (4).

3. The precast bridge pier structure using the self-locking sleeve connection capable of applying cross-sectional compressive stress according to claim 1, characterized in that, The mortar can be high-strength non-shrinkage mortar and pressure grouting is adopted.

Images