Wet joint connecting structure between fragmented bent caps of gate-type bridge pier and construction method of wet joint connecting structure

Abstract

The invention discloses a connection structure for wet joints between segmented bent caps of a gate-type pier and a construction method. The connection structure comprises more than two prefabricated bent cap segments which are arranged in parallel at intervals; symmetrical wet joint half grooves are formed in the ridge line positions formed by the two opposite side faces and the corresponding upper surfaces of every two adjacent bent cap prefabricated fragments, and the two opposite side faces are connected so that the two corresponding wet joint half grooves can be spliced into a wet joint groove. The width of the wet joint groove close to the corresponding upper surface part is smaller than that of the wet joint groove close to the bottom part; a plurality of U-shaped reinforcing steel bars are arranged on the side wall, close to the bottom part, of the corresponding wet joint groove in each wet joint half groove in the transverse bridge direction; the annular closed end of each U-shaped steel bar is overlapped with the other corresponding U-shaped steel bar to form an annular shape, and straight bars with the length direction parallel to the transverse bridge direction penetrate through and are in lap joint with the annular closed end of each U-shaped steel bar. UHPC (Ultra High Performance Concrete) materials or high-performance concrete is poured into each wet joint groove to form a wet joint. The application of the method can meet the rapid construction requirement of assembly.

Description

Technical Field

[0001] The present invention relates to the technical field of capping beam construction, and particularly relates to a wet joint connection structure and construction method between segmental capping beams of a portal pier. Background Art

[0002] With the acceleration of urbanization development, the demand for fast, green and low-impact construction in the process of bridge construction is increasing day by day. The precast and assembly technology of bridges can well meet the requirements in this regard.

[0003] For urban elevated bridges that need to avoid the existing ground roads along the bridge alignment under the designed bridge position, when the superstructure adopts a multi-piece precast concrete structure form, portal capping beam piers are usually adopted.

[0004] To reduce the impact of the construction of the portal pier capping beam on the existing ground traffic, a steel capping beam form is mostly adopted in the project, but there is a problem of high cost.

[0005] When using a prestressed concrete capping beam, due to the large transportation and hoisting weight, it is not suitable for integral precasting; if it is transversely segmented, temporary piers need to be set during the construction of the wet joint at the segment joint, which has a great impact on the ground traffic.

[0006] Therefore, how to enable the capping beam construction to not only meet the requirements of fast on-site construction and low traffic impact during the process, but also have good economic benefits has become a technical problem that needs to be solved urgently 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 wet joint connection structure and construction method between segmental capping beams of a portal pier, and the achieved purpose is to enable the capping beam construction to not only meet the requirements of fast on-site construction and low traffic impact during the process, but also have good economic benefits.

[0008] To achieve the above purpose, the present invention discloses a wet joint connection structure between segmental capping beams of a portal pier, including two or more precast segments of capping beams evenly distributed along the longitudinal bridge direction;

[0009] All the precast segments of capping beams are arranged on two or more common piers, parallel to each other and spaced apart;

[0010] Symmetrical wet joint half-grooves are provided at the positions of the ridges formed by the two opposite side surfaces and the corresponding upper surfaces of each two adjacent precast segments of capping beams, and the two opposite side surfaces are joined together to form a wet joint groove with an upper opening by the corresponding two wet joint half-grooves;

[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 degrees to 45 degrees with the bottom is formed at the position where the width changes;

[0012] The distance from the bottom of each wet joint semi-groove to the corresponding upper surface is more than 750 mm, and a plurality of U-shaped steel bars are arranged along the transverse bridge direction on the side wall of the part close to the bottom corresponding to the wet joint groove.

[0013] Both straight ends of each U-shaped steel bar are lapped on the steel cage of the corresponding precast segment of the capping beam when the precast segment of the capping beam is prefabricated in the factory. The annular closed ends are all stacked with another U-shaped steel bar to form a ring, and straight bars with the length direction parallel to the transverse bridge direction are all penetrated and lapped.

[0014] UHPC material or high-performance concrete is poured into each wet joint groove to form a wet joint, and the two precast segments of the capping beam are fixed by the corresponding wet joint.

[0015] Preferably, the width of the part of the wet joint groove close to the corresponding upper surface is 450 mm, and the width of the part close to the bottom is 650 mm.

[0016] Preferably, the gap between every two adjacent precast segments of the capping beam is 2 cm ± 10%.

[0017] Preferably, it includes two precast segments of the capping beam;

[0018] The length of each precast segment of the capping beam along the transverse bridge direction is 27 m to 30 m, the height is 2.8 m, and the weight is 206 tons ± 10%;

[0019] The longitudinal bridge width of the two precast segments of the capping beam after being joined together through two opposite side surfaces is 2.6 m, and 10.5 m of UHPC material or high-performance concrete is poured into the corresponding wet joint groove 3 ±10%.

[0020] Preferably, the capping beam formed by splicing all the precast segments of the capping beam is a concrete portal pier capping beam.

[0021] The present invention also provides a wet joint connection structure between segmental capping beams of a portal pier, including the following steps:

[0022] Step 1: Fabricate two symmetrical precast segments of the capping beam in the prefabrication factory;

[0023] Step 2: Transport all the precast segments of the capping beam to the construction site;

[0024] Step 3: Hoist each precast segment of the capping beam onto the corresponding pier, and connect each precast segment of the capping beam to the corresponding pier;

[0025] Step 4: Cast the wet joint on-site, cure it until it gains strength, and complete the construction.

[0026] Advantages of the present invention:

[0027] The application of the present invention can meet the requirements of rapid assembly construction. Compared with the existing precast bent cap solutions, the on-site casting volume is smaller, and there is no formwork work and no on-site steel bar binding work.

[0028] The application of the present invention can meet the basic requirements of transportation and installation. When the total length of the precast bent cap segments is 29 m, the total transportation and installation weight is about 230 t.

[0029] When the present invention only includes two precast bent cap segments, the two precast bent cap segments are completely symmetrical, which can reduce the formwork usage and simplify the construction process.

[0030] The present invention has obvious economic advantages compared with the traditional steel bent caps commonly used.

[0031] The bent cap in the present invention is mainly stressed horizontally. By adopting the longitudinal segmental method, the overall mechanical properties of the bent cap can be ensured, and the reliability of the structure can be greatly improved.

[0032] The following will further illustrate the concept, specific structure and technical effects of the present invention with reference to the drawings, so as to fully understand the purpose, features and effects of the present invention. Description of the Drawings

[0033] Figure 1 Shows a schematic structural view of the present invention in an embodiment facing the longitudinal bridge side.

[0034] Figure 2 Shows a schematic structural view of a cross-section perpendicular to the transverse bridge direction within the pier range in an embodiment of the present invention.

[0035] Figure 3 Shows a schematic structural view of a cross-section perpendicular to the transverse bridge direction outside the pier range in an embodiment of the present invention.

[0036] Figure 4 Shows a schematic view of the U-shaped steel bars and the internal steel cage structure of two precast bent cap segments in an embodiment of the present invention. Detailed Embodiments

[0037] Embodiment

[0038] As Figures 1 to 4 shown, a wet joint connection structure between segmental bent caps of a portal pier; including two or more precast bent cap segments 1 evenly distributed along the longitudinal bridge direction;

[0039] All the precast bent cap segments 1 are arranged on two or more common piers 2, parallel to each other and spaced apart;

[0040] Symmetrical wet joint half grooves 3 are provided at the ridgeline formed by the two facing side surfaces and the corresponding upper surface of each two adjacent cap beam prefabricated segments 1, and the two corresponding wet joint half grooves 3 are joined together to form a wet joint groove with an upper opening by connecting the two facing side surfaces;

[0041] The wet joint groove extends in the transverse bridge direction, the width of the portion close to the corresponding upper surface is smaller than the width of the portion close to the bottom, and an inclined surface 4 is formed at a portion where the width changes, which is at an angle of 30 to 45 degrees with the bottom;

[0042] The distance between the bottom of each wet joint half groove 3 and the corresponding upper surface is more than 750 mm, and a plurality of U-shaped steel bars 5 are arranged along the transverse direction on the side walls of the corresponding wet joint grooves close to the bottom;

[0043] The two straight ends 52 of each U-shaped steel bar 5 are overlapped on the steel cage 6 of the corresponding prefabricated cap beam segment 1 when the corresponding prefabricated cap beam segment 1 is prefabricated in the factory. The annular closed ends 51 are overlapped with another U-shaped steel bar 5 in a ring shape, and are penetrated and overlapped with straight bars 7 whose length direction is parallel to the transverse direction of the bridge.

[0044] UHPC material or high-performance concrete is poured into each wet joint groove to form a wet joint 8 , and the corresponding two prefabricated cap beam segments 1 are fixed through the corresponding wet joints 8 .

[0045] The present invention divides the cap beam into pieces along the longitudinal direction of the bridge and prefabricates them separately. After being assembled on site, a large-span prefabricated composite portal pier cap beam structure and construction plan are formed in combination with a cast-in-place process, which can not only meet the requirements of rapid on-site construction and low traffic impact during the process, but also has good economic benefits.

[0046] In order to reduce the transportation and hoisting weight of the prefabricated cap beam segments 1, the present invention divides the cap beam into more than two prefabricated cap beam segments 1 along the longitudinal direction, and arranges dry joints within a certain range of the lower edge, that is, every two adjacent prefabricated cap beam segments 1 are not connected within a certain range near the lower edge, and wet joints are arranged within a certain range of the upper edge, and post-cast UHPC or high-performance concrete is used to connect the segmented cap beams.

[0047] The cross-section of the wet joint is a "convex" tenon-shaped section that is narrow at the top and wide at the bottom. The advantage is that it is convenient for on-site post-pouring wet joint construction, and increases the connection bite force between the segmented prefabricated cap beams, which is more conducive to the overall stress of the cap beam.

[0048] The wet joints are only provided with straight reinforcement at longitudinal points along the cap beam, and the transverse reinforcement is installed during the cap beam prefabrication stage in the prefabrication plant. There is no reinforcement tying work on site, the amount of concrete pouring is small, and the construction is convenient.

[0049] In some embodiments, the width of the wet seam slot near the corresponding upper surface portion is 450 mm and the width near the bottom portion is 650 mm.

[0050] In some embodiments, the gap between every two adjacent precast segmental bent caps 1 is 2 cm ± 10%.

[0051] In some embodiments, it includes two precast segmental bent caps 1;

[0052] The length of each precast segmental bent cap 1 in the transverse direction of the bridge is 27 m to 30 m, the height is 2.8 m, and the weight is 206 tons ± 10%;

[0053] The longitudinal width of the two precast segmental bent caps after being joined together through their opposite side faces is 2.6 m, and UHPC material or high-performance concrete 10.5 m is poured into the corresponding wet joint groove 3 ±10%.

[0054] In some embodiments, the bent cap formed by splicing all the precast segmental bent caps 1 is a concrete portal pier bent cap.

[0055] The present invention also provides a wet joint connection structure between segmental bent caps of a portal pier, including the following steps:

[0056] Step 1: Fabricate two symmetrical precast segmental bent caps 1 in a precast factory;

[0057] Step 2: Transport all the precast segmental bent caps 1 to the construction site;

[0058] Step 3: Hoist each precast segmental bent cap 1 onto the corresponding pier 2 and connect each precast segmental bent cap 1 to the corresponding pier 2;

[0059] Step 4: Pour the wet joint 8 on-site and cure it until the strength is formed to complete the construction.

[0060] 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 according to the concept of the present invention without creative work. Therefore, all technical solutions that can be obtained by those skilled in the art in the 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 wet joint connection structure between segmented cap beams of a portal bridge pier; characterized in that: It comprises two or more prefabricated cap beam segments (1) evenly distributed along the longitudinal direction of the bridge; All of the prefabricated cap beam segments (1) are arranged on two or more common bridge piers (2), parallel to each other and spaced apart; Symmetrical wet joint half grooves (3) are provided at the ridgeline formed by the two facing side surfaces and the corresponding upper surface of each two adjacent prefabricated cap beam segments (1), and the two corresponding wet joint half grooves (3) are joined together to form a wet joint groove with an upper opening by connecting the two facing side surfaces; The wet joint groove extends in the transverse direction, the width of the portion close to the corresponding upper surface is smaller than the width of the portion close to the bottom, and an inclined surface (4) is formed at a portion where the width changes, which is at an angle of 30 to 45 degrees with the bottom; The distance between the bottom of each wet joint half groove (3) and the corresponding upper surface is more than 750 mm, and a plurality of U-shaped steel bars (5) are arranged along the transverse direction on the side walls of the corresponding wet joint grooves near the bottom; The two straight ends (52) of each U-shaped steel bar (5) are overlapped on the steel cage (6) of the corresponding prefabricated cap beam segment (1) when the corresponding prefabricated cap beam segment (1) is prefabricated in the factory, and the annular closed ends (51) are overlapped with another U-shaped steel bar (5) in a ring shape, and straight bars (7) are passed through and overlapped in a length direction parallel to the transverse direction of the bridge. UHPC material or high-performance concrete is poured into each wet joint groove to form a wet joint (8), and the corresponding two prefabricated cap beam segments (1) are fixed through the corresponding wet joint (8).

2. The wet joint connection structure between segmented cap beams of portal bridge piers according to claim 1 is characterized in that: The width of the wet joint groove close to the corresponding upper surface portion is 450 mm, and the width close to the bottom portion is 650 mm.

3. The wet joint connection structure between segmented cap beams of portal bridge piers according to claim 1 is characterized in that: The gap between any two adjacent cap beam prefabricated segments (1) is 2 cm±10%.

4. The wet joint connection structure between segmented cap beams of portal bridge piers according to claim 1 is characterized in that: It comprises two prefabricated cap beam segments (1); Each of the prefabricated cap beam segments (1) has a length in the transverse direction of the bridge of 27 to 30 meters, a height of 2.8 meters, and a weight of 206 tons ± 10%; The longitudinal width of the two prefabricated cap beam segments after being spliced ​​together by the two facing sides is 2.6 meters, and the corresponding wet joint groove is poured with UHPC material or high-performance concrete 10.5m 3 ±10%.

5. The wet joint connection structure between segmented cap beams of portal bridge piers according to claim 1 is characterized in that: The cap beam formed by splicing all the prefabricated cap beam segments (1) is a concrete gate pier cap beam.

6. The construction method of the wet joint connection structure between segmented cap beams of portal bridge piers according to claim 1 comprises the following steps: Step 1: manufacturing two symmetrical cap beam prefabricated segments (1) in a prefabrication plant; Step 2: transporting all the prefabricated cap beam segments (1) to the construction site; Step 3, hoisting each of the prefabricated cap beam segments (1) onto the corresponding bridge pier (2), and connecting each of the prefabricated cap beam segments (1) with the corresponding bridge pier (2); Step 4: Cast the wet joint (8) on site and cure until strength is achieved to complete the construction.

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