Wet joint connecting structure between fragmented bent caps of gate-type pier
By using segmented cap beam design and wet joint connection construction, the problems of rapid bridge construction and low traffic impact were solved, achieving economical and efficient cap beam construction and improving construction efficiency and structural reliability.
Patent Information
- Application Number
- CN202520622355.8
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- Filing Date
- 2025-04-03
- Publication Date
- 2026-02-17
- Estimated Expiration
- 2035-04-03
AI Technical Summary
Existing bridge construction technologies struggle to achieve rapid construction with minimal traffic disruption while maintaining good economic benefits, especially in the construction of portal pier cap beams, where traditional methods suffer from high costs or difficulties in transportation and hoisting.
The bridge adopts a segmented cap beam design, with two or more prefabricated cap beam segments evenly distributed along the longitudinal direction of the bridge. Symmetrical wet joint half-grooves are set and combined with U-shaped steel bars. UHPC or high-performance concrete is used to form wet joints to fix the prefabricated cap beam segments, so as to achieve rapid assembly and connection.
It enabled rapid construction, reduced traffic disruption, improved economic efficiency, simplified construction processes, reduced formwork usage and on-site rebar tying work, and enhanced the structural load-bearing capacity and reliability.
Smart Images
Figure CN223921984U_ABST
Abstract
Description
TECHNICAL FIELD
[0001] The utility model relates to the technical field of bent cap construction, particularly relates to door type pier split bent cap inter-wet joint connecting structure. BACKGROUND
[0002] With the acceleration of urbanization development, the demand for rapid, green and low-impact construction in the process of bridge construction is increasing. The prefabricated assembly technology of bridge can well meet this demand.
[0003] For the urban viaduct bridge that needs to avoid the existing ground road along the bridge direction under the design bridge position, when the upper structure adopts the multi-piece type prefabricated concrete structure form, the door type bent cap pier is usually used.
[0004] In order to reduce the influence of door type bent cap pier construction on the existing ground traffic, steel bent cap form is often used in engineering, but there is the problem of high cost.
[0005] And using prestressed concrete bent cap, due to the large weight of transportation and hoisting, it is not suitable for integral prefabrication; if segmented horizontally, temporary piers need to be set at the wet joint between segments during construction, which has a greater impact on ground traffic.
[0006] Therefore, how to make the bent cap construction meet the requirements of rapid construction on site, low traffic impact in the process and good economic benefit has become a technical problem that the technical personnel in the field need to solve urgently. CONTENT OF THE UTILITY MODEL
[0007] In view of the above defects of the prior art, the door type bent cap pier split bent cap inter-wet joint connecting structure is provided, which realizes the purpose of realizing bent cap construction that can meet the requirements of rapid construction on site, low traffic impact in the process and good economic benefit.
[0008] To achieve the above purpose, the utility model discloses a door type bent cap pier split bent cap inter-wet joint connecting structure, which comprises two or more bent cap prefabricated segments uniformly distributed along the longitudinal bridge direction.
[0009] All the bent cap prefabricated segments are arranged on two or more common piers, and are arranged in parallel and spaced apart.
[0010] The two side surfaces and the corresponding upper surfaces of every two adjacent bent cap prefabricated segments are provided with symmetrical wet joint half grooves, and the two wet joint half grooves are combined into a wet joint groove with an upper opening by connecting the two side surfaces.
[0011] The wet joint groove extends along the transverse bridge direction, the width of the part close to the corresponding upper surface is smaller than the width of the part close to the bottom, and an inclined surface with an angle of 30 to 45 degrees with the bottom is formed at the position where the width changes.
[0012] The distance from the bottom of each said wet joint half groove to the corresponding said upper surface is more than 750 mm, and the sidewall of the said near-bottom part of the corresponding said wet joint groove is provided with a plurality of U-shaped steel bars in the transverse direction;
[0013] The two straight ends of each said U-shaped steel bar are lapped on the steel reinforcement cage of the corresponding said bent cap precast segment during the factory prefabrication of the corresponding said bent cap precast segment, the annular closed end is stacked with another said U-shaped steel bar in the form of an annulus, and a straight bar is arranged and lapped in the length direction parallel to the transverse direction.
[0014] UHPC material or high-performance concrete is poured into each said wet joint groove to form a wet joint, and the corresponding two said bent cap precast segments are fixed through the corresponding said wet joint.
[0015] Preferably, the width of the part of the said wet joint groove near the corresponding said upper surface is 450 mm, and the width of the part near the bottom is 650 mm.
[0016] Preferably, the gap between each two adjacent said bent cap precast segments is 2 cm ± 10%.
[0017] Preferably, the said bent cap precast segment comprises two said bent cap precast segments.
[0018] The length of each said bent cap precast segment in the transverse direction is 27-30 m, the height is 2.8 m, and the weight is 206 tons ± 10%.
[0019] The longitudinal bridge width of the two said bent cap precast segments spliced through the two opposite sides is 2.6 m, and the UHPC material or high-performance concrete poured into the corresponding said wet joint groove is 10.5 m 3 ± 10%.
[0020] Preferably, the bent cap formed by splicing all said bent cap precast segments is a concrete pier bent cap.
[0021] The beneficial effects of the present application are as follows:
[0022] The application can meet the requirements of rapid assembly and construction. Compared with the existing prefabricated bent cap scheme, the amount of site pouring is smaller, and there is no formwork work and no site steel binding work.
[0023] The application can meet the basic requirements of transportation and installation. When the total length of the bent cap precast segment is 29 m, the total weight of transportation and installation is about 230 t.
[0024] The present application is completely symmetrical when only comprising two bent cap precast segments, which can reduce the amount of formwork and simplify the construction process.
[0025] This invention has a significant economic advantage compared to traditionally used steel cap beams.
[0026] The cap beam in this invention is mainly subjected to lateral forces. By adopting a longitudinal segmentation method, the overall load-bearing performance of the cap beam can be guaranteed, and the reliability of the structure can be greatly improved.
[0027] The following will further explain the concept, specific structure and technical effects of this utility model in conjunction with the accompanying drawings, so as to fully understand the purpose, features and effects of this utility model. Attached Figure Description
[0028] Fig. 1 This diagram shows a structural schematic of one embodiment of the present invention, facing the longitudinal side of the bridge.
[0029] Fig. 2 This diagram shows a cross-sectional view of the bridge pier area perpendicular to the transverse direction in one embodiment of the present invention.
[0030] Fig. 3 This diagram shows a cross-sectional view of the present invention located outside the pier area and perpendicular to the transverse direction of the bridge, according to one embodiment of the present invention.
[0031] Fig. 4 This diagram illustrates the U-shaped steel bars and internal steel cage structure of two prefabricated sections of the cap beam in one embodiment of the present invention. Detailed Implementation
[0032] Example
[0033] like Figs. 1 to 4 As shown, the wet joint connection structure between the segmented cap beams of the portal pier includes two or more prefabricated cap beam segments 1 evenly distributed along the longitudinal direction of the bridge.
[0034] All precast sections 1 of the cap beams are set on two or more shared piers 2, and are set parallel to each other and spaced apart;
[0035] Symmetrical wet joint half-grooves 3 are provided at the ridge line positions formed by the two opposing sides and the corresponding upper surface of each pair of adjacent precast cap beam segments 1. The two opposing sides are connected to form a wet joint groove with an opening at the top.
[0036] The wet joint groove extends along the transverse bridge direction, and the width of the portion near the corresponding upper surface is smaller than the width of the portion near the bottom, and a slope 4 with an angle of 30 to 45 degrees to the bottom is formed at the part where the width changes.
[0037] The distance between the bottom of each wet joint half groove 3 and the corresponding upper surface is more than 750 mm. Multiple U-shaped steel bars 5 are provided along the transverse direction on the side wall of the corresponding wet joint groove near the bottom.
[0038] The two straight ends 52 of each U-shaped steel bar 5 are overlapped with the steel cage 6 of the corresponding precast segment 1 of the cap beam during the factory prefabrication. The annular closed end 51 is overlapped with another U-shaped steel bar 5 to form an annular shape, and straight bars 7 with the lap length direction parallel to the transverse bridge direction are inserted and overlapped.
[0039] UHPC material or high-performance concrete is poured into each wet joint groove to form a wet joint 8, and the corresponding two precast cap beam segments 1 are fixed through the corresponding wet joint 8.
[0040] This utility model prefabricates the cap beam in sections along the longitudinal direction of the bridge, assembles them on site, and combines them with cast-in-place technology to form a large-span prefabricated composite portal pier cap beam structure and construction scheme. This not only meets the requirements of rapid on-site construction and low traffic impact during the process, but also has good economic benefits.
[0041] To reduce the transportation and hoisting weight of the precast cap beam segments 1, this utility model divides the cap beam into two or more precast cap beam segments 1 along the longitudinal direction. Dry joints are set within a certain range at the lower edge, that is, no connection is made between two adjacent precast cap beam segments 1 near the lower edge within a certain range. Wet joints are set within a certain range at the upper edge. Post-cast UHPC or high-performance concrete is used to connect the segments of the cap beam.
[0042] The wet joint has a convex tenon-shaped cross section that is narrow at the top and wide at the bottom. This has the advantage of facilitating on-site construction of wet joints and increasing the interlocking force between precast cap beams, which is more conducive to the overall stress distribution of the cap beams.
[0043] The wet joint only requires longitudinal reinforcement along the cap beam. The transverse reinforcement is installed during the prefabrication stage of the cap beam in the prefabrication plant. There is no on-site reinforcement binding work, the amount of concrete poured is small, and the construction is convenient.
[0044] In some embodiments, the width of the wet joint groove near the corresponding upper surface portion is 450 mm, and the width near the bottom portion is 650 mm.
[0045] In some embodiments, the gap between any two adjacent precast segments 1 of the cap beam is 2 cm ± 10%.
[0046] In some embodiments, it includes two prefabricated cap beam segments 1;
[0047] Each precast segment of the cap beam is 27 to 30 meters long along the transverse direction of the bridge, 2.8 meters high, and weighs 206 tons ± 10%.
[0048] The longitudinal width of the two precast cap beam segments, assembled from their two opposing sides, is 2.6 meters. The corresponding wet joint grooves are filled with 10.5 meters of UHPC material or high-performance concrete. 3 ±10%.
[0049] In some embodiments, the cap beam, which is assembled from all the precast cap beam segments 1, is a concrete pier cap beam.
[0050] This utility model also provides a wet joint connection structure between the segmented cap beams of the portal pier, including the following steps:
[0051] Step 1: Fabricate two symmetrical precast cap beam segments 1 in the prefabrication plant;
[0052] Step 2: Transport all prefabricated cap beam segments 1 to the construction site;
[0053] Step 3: Hoist each precast segment 1 of the cap beam onto the corresponding pier 2 and connect each precast segment 1 of the cap beam to the corresponding pier 2.
[0054] Step 4: Pour wet joint 8 on site, cure until it reaches strength, and complete the construction.
[0055] The preferred embodiments of this utility model have been described in detail above. It should be understood that those skilled in the art can make numerous modifications and variations based on the concept of this utility model without creative effort. Therefore, all technical solutions that can be obtained by those skilled in the art based on the concept of this utility model through logical analysis, reasoning, or limited experimentation on the basis of existing technology should be within the scope of protection defined by the claims.
Claims
1. A wet joint connection structure between segmented cap beams of a portal pier; characterized in that, Including two or more precast sections of cap beams evenly distributed along the longitudinal direction of the bridge (1); All the precast sections (1) of the cap beams are set on two or more common piers (2), and are set parallel to each other and spaced apart; Each pair of adjacent precast sections (1) of the cap beam has a symmetrical wet joint half groove (3) at the position of the ridge line formed by the two opposing sides and the corresponding upper surface. The two wet joint half grooves (3) are spliced together to form a wet joint groove with an opening at the top by connecting the two opposing sides. The wet joint groove extends along the transverse bridge direction, and the width of the portion near the corresponding upper surface is smaller than the width of the portion near the bottom, and a slope (4) is formed at the part where the width changes, forming an angle of 30 to 45 degrees with the bottom. The bottom of each wet joint half groove (3) is more than 750 mm away from the corresponding upper surface, and multiple U-shaped steel bars (5) are provided in the transverse direction on the side wall of the corresponding wet joint groove near the bottom. The two straight ends (52) of each U-shaped steel bar (5) are overlapped with the steel cage (6) of the corresponding precast segment (1) of the cap beam during the factory prefabrication. The annular closed end (51) is stacked with another U-shaped steel bar (5) to form an annular shape, and straight bars (7) with the lap length direction parallel to the transverse bridge direction are inserted and overlapped. UHPC material or high-performance concrete is poured into each of the wet joint grooves to form a wet joint (8), and the corresponding two precast sections of the cap beam (1) are fixed through the corresponding wet joints (8).
2. The wet joint connection structure between the segmented cap beams of the portal pier according to claim 1, characterized in that, The width of the wet joint groove near the corresponding upper surface portion is 450 mm, and the width near the bottom portion is 650 mm.
3. The wet joint connection structure between the segmented cap beams of the portal pier according to claim 1, characterized in that, The gap between any two adjacent precast sections (1) of the cap beam is 2 cm ± 10%.
4. The wet joint connection structure between the segmented cap beams of the portal pier according to claim 1, characterized in that, Includes two prefabricated sections of the cap beam (1); Each of the precast cap beam segments (1) has a length of 27 to 30 meters along the transverse direction, a height of 2.8 meters, and a weight of 206 tons ± 10%. The longitudinal width of the two precast cap beam segments, assembled from their two opposing sides, is 2.6 meters, and the corresponding 10.5m of UHPC material or high-performance concrete is poured into the wet joint groove. 3 ±10%.
5. The wet joint connection structure between the segmented cap beams of the portal pier according to claim 1, characterized in that, The cap beam assembled by splicing together all the precast cap beam segments (1) is a concrete pier cap beam.