Annular PBL shear connector stiffening type concrete filled steel tube arch

Abstract

The utility model relates to the technical field of concrete arch bridges, in particular to an annular PBL shear connector stiffening type concrete filled steel tube arch which comprises a bridge floor and a main arch formed by continuously assembling a plurality of concrete filled steel tube arch sections. The concrete filled steel tube arch sections comprise ordinary concrete filled steel tube arch sections and stiffening concrete filled steel tube arch sections, wherein annular PBL shear keys are arranged in the stiffening concrete filled steel tube arch sections. A plurality of vertical connecting rods are arranged between the main arch and the bridge floor structure for fastening connection, and the vertical connecting rods are connected with the reinforced concrete-filled steel tube arch sections and the reinforced concrete-filled steel tube arch sections. The annular PBL shear keys are flexibly arranged and are directly welded on the inner wall of the bearing steel pipe. The annular PBL shear keys can be used as connecting pieces for transmitting shear force between the bearing steel pipes and the filled concrete structure while stiffening the steel pipe arch, so that a stress system of the whole main arch is more perfect.

Description

Technical Field

[0001] This utility model relates to the field of concrete arch bridge technology, specifically a ring-shaped PBL shear key reinforced steel tube concrete arch. Background Technology

[0002] CN102094386A discloses a PBL shear key reinforced steel-concrete composite arch, comprising a main arch continuously assembled from multiple steel-concrete composite arch segments. The steel-concrete composite arch segments are classified into two types based on their stress conditions within the main arch: reinforced steel-concrete composite arch segments with internally installed PBL shear keys, and ordinary steel-concrete composite arch segments without internally installed PBL shear keys. The ordinary steel-concrete composite arch segment includes an arched steel pipe II and a concrete filling structure II poured within the arched steel pipe II. The reinforced steel-concrete composite arch segment includes an arched steel pipe I, multiple PBL shear keys arranged along the axial direction on the inner wall of the arched steel pipe I, and a concrete filling structure I poured within the arched steel pipe I. The arched steel pipe II has the same cross-sectional structure and dimensions as the arched steel pipe I.

[0003] However, due to the limited bond strength between the steel pipe and concrete, slippage between the steel pipe and concrete is highly likely to occur at the connection nodes between the main arch and the arch ribs of the steel-concrete composite arch bridge. This severely reduces the load-bearing capacity of the arch ribs, thereby affecting the durability and usability of the steel-concrete composite arch bridge. Therefore, how to solve the problem of separation between the steel pipe and concrete at the joints of steel-concrete composite arch bridges and enhance the collaborative working ability of the steel pipe and concrete is an urgent technical problem to be solved. Utility Model Content

[0004] To address the problem of separation between the steel pipe and concrete at the joints in existing steel-concrete composite arch bridges, this invention provides a ring-shaped PBL shear key reinforced steel-concrete composite arch.

[0005] This utility model is achieved through the following technical solution:

[0006] A ring-shaped PBL shear key reinforced steel-concrete composite arch includes a bridge deck and a main arch composed of multiple continuously assembled steel-concrete composite arch segments. Based on the stress conditions of the steel-concrete composite arch segments within the main arch, the steel-concrete composite arch segments include ordinary steel-concrete composite arch segments and reinforced steel-concrete composite arch segments with internal ring-shaped PBL shear keys. Multiple vertical connecting rods are used for fastening between the main arch and the bridge deck structure, and these vertical connecting rods are connected to the reinforced steel-concrete composite arch segments.

[0007] Preferably, the ordinary steel-concrete composite arch segment consists of an arched steel pipe and an internally filled concrete structure.

[0008] Preferably, the annular PBL shear key reinforced steel-concrete arch segment consists of an arched steel pipe II, an annular PBL shear key, and a filling concrete structure poured into the arched steel pipe II. The annular PBL shear key is welded to the inner wall of the arched steel pipe II along the axial direction.

[0009] Preferably, the annular PBL shear key is a stiffening rib circular steel plate, and the stiffening rib circular steel plate has multiple through holes.

[0010] Preferably, the stiffening rib circular steel plates are welded at intervals along the inner wall of the stiffening steel tube concrete arch segment to its stress area, starting from the end of the stiffening steel tube concrete arch segment, and stiffening rib circular steel plates are arranged at both ends of the stiffening steel tube concrete arch segment.

[0011] Preferably, the plurality of through holes are evenly distributed on the stiffening rib circular steel plate.

[0012] Preferably, the through holes on the stiffening rib circular steel plate are arranged symmetrically about the longitudinal center line of the arched steel pipe II.

[0013] Preferably, the spacing and number of adjacent through holes on the stiffening rib circular steel plate are set according to the actual stress condition of the stiffened steel tube concrete arch segment at its location.

[0014] Preferably, the spacing between two adjacent stiffening rib circular steel plates is adjusted according to the actual stress condition of the stiffened steel tube concrete arch segment at the location where they are placed.

[0015] Preferably, when two adjacent stiffened steel pipe concrete arch segments are connected, the stiffening rib circular steel plates provided at the connection point are connected together, and one or more construction operation holes are provided on the two arch steel pipes for fastening the stiffening rib circular steel plates provided in the two adjacent stiffened steel pipe concrete arch segments into one unit.

[0016] Compared with the prior art, the present invention has the following beneficial effects:

[0017] This invention relates to a ring-shaped PBL shear key reinforced steel-concrete composite arch, which allows for flexible placement of the ring-shaped PBL shear key, directly welded to the inner wall of the load-bearing steel pipe. The ring-shaped PBL shear key not only reinforces the steel-concrete composite arch but also serves as a connector for shear force transfer between the load-bearing steel pipe and the infill concrete structure. This makes the overall load-bearing system of the main arch more complete, with a reasonable structural design that is easy to install and allows for easy control of construction quality. It can improve the bonding force between the steel pipe and concrete interface at the compression joint of the steel-concrete composite arch rib, enhance the collaborative working ability of the steel-concrete composite structure, effectively solve the problem of debonding between the reinforcement and concrete interface in the arch rib joint area, strengthen the stability of the steel-concrete composite arch wall under stress, and improve the durability of the structure.

[0018] Furthermore, the spacing and number of adjacent through holes on the stiffening rib circular steel plate are set according to the actual stress conditions of the stiffened steel tube concrete arch segment at its location. The greater the force borne at the location of the stiffening rib steel plate, the smaller the spacing between two adjacent through holes, and the number of through holes can be relatively increased; the smaller the force borne at the location of the stiffening rib steel plate, the larger the spacing between two adjacent through holes, and the number of through holes can be relatively reduced. The specific spacing and number of through holes can be determined according to the actual application.

[0019] Furthermore, the spacing between two adjacent stiffening rib circular steel plates is adjusted according to the actual stress condition of the stiffened steel tube concrete arch segment at the location where the stiffening rib steel plates are placed. The greater the force borne at the location where the stiffening rib steel plates are placed, the smaller the spacing between two adjacent stiffening rib circular steel plates, and the number of stiffening rib circular steel plates can be relatively increased; the smaller the force borne at the location where the stiffening rib steel plates are placed, the larger the spacing between two adjacent stiffening rib circular steel plates, and the number of stiffening rib circular steel plates can be relatively reduced. The specific spacing and number of stiffening rib circular steel plates can be determined according to the actual application. Attached Figure Description

[0020] Figure 1 This is an overall schematic diagram of a ring-shaped PBL shear key reinforced steel tube concrete arch according to this utility model;

[0021] Figure 2 This is a three-dimensional structural diagram of the column location in Embodiment 1;

[0022] Figure 3 This is a schematic diagram of the internal structure of the reinforced steel-concrete arch segment at the column arrangement in Example 1;

[0023] Figure 4 yes Figure 3 Sectional view at point AA;

[0024] Figure 5 This is a schematic diagram of the internal structure of the reinforced steel-concrete arch segment at the column arrangement in Example 2;

[0025] Figure 6 This is a schematic diagram of the structure of the mid-span arch bridge in Example 3;

[0026] Figure 7 This is a schematic diagram of the internal structure of the stiffened steel-concrete arch segment installed at the top of the hanger in Embodiment 3;

[0027] Figure 8 This is a schematic diagram of the internal structure of the reinforced steel-concrete arch segment at the column arrangement in Example 3;

[0028] Figure 9This is a schematic diagram of the internal structure of the stiffened steel-concrete arch segment installed at the top of the hanger in Example 4;

[0029] Figure 10 This is a schematic diagram of the internal structure of the reinforced steel-concrete arch segment at the column arrangement in Example 4.

[0030] In the diagram, 1. Main arch; 2. Bridge deck; 3. Column; 4-1. Ordinary steel-concrete composite arch segment; 4-2. Stiffened steel-concrete composite arch segment; 5-1. Arch steel pipe one; 5-2. Arch steel pipe two; 6. Annular PBL shear key; 7. Concrete infill structure; 8. Hanger; 9. Through hole. Detailed Implementation

[0031] The present invention will be further described in detail below with reference to specific embodiments. The description is for explanation and not limitation of the present invention.

[0032] This utility model discloses a ring-shaped PBL shear key 6-stiffened steel-concrete arch, referring to... Figure 1 The bridge includes a bridge deck 2 and a main arch 1 composed of multiple steel-concrete composite arch segments. Based on the stress conditions of the steel-concrete composite arch segments in the main arch 1, the steel-concrete composite arch segments include ordinary steel-concrete composite arch segments 4-1 and stiffened steel-concrete composite arch segments 4-2 with annular PBL shear keys 6 inside.

[0033] Among them, the ordinary steel-concrete arch segment 4-1 consists of an arched steel pipe 5-1 and an internally filled concrete structure. In the specific construction process, the construction of the ordinary steel-concrete arch segment 4-1 is very simple, only requiring the pouring of concrete into the arched steel pipe 5-1.

[0034] The reinforced steel-concrete composite arch segment 4-2, reinforced by the annular PBL shear key 6, consists of an arched steel pipe 5-2, an annular PBL shear key 6, and a concrete filling structure poured inside the arched steel pipe 5-2. The annular PBL shear key 6 is welded to the inner wall of the arched steel pipe 5-2 along the axial direction. The cross-sectional shape and dimensions of the arched steel pipe 5-1 and the arched steel pipe 5-2 are identical, meaning they are the same type of steel pipe. In actual construction, the axial shape of the main arch 1 can be either a circular arc arch or a broken line arch. In this embodiment, the axial shape of the main arch 1 is a circular arc arch.

[0035] In the specific construction process, the cast-in-place concrete of ordinary steel-concrete arch segment 4-1 and the cast-in-place concrete of reinforced steel-concrete arch segment 4-2 are poured together as one unit.

[0036] When constructing the stiffened steel-concrete composite arch segment 4-2, the key is to determine the structure (spacing and number of through holes 9) of the annular PBL shear keys 6 inside, as well as the spacing and number of the annular PBL shear keys 6. The annular PBL shear keys 6 are stiffening rib circular steel plates with multiple through holes 9 evenly distributed on the stiffening rib circular steel plates.

[0037] The stiffening rib circular steel plates are welded at intervals along the inner wall of the stiffening steel tube concrete arch segment 4-2 in its stress area, starting from the end of the segment. The stiffening rib circular steel plates are arranged at both ends of the stiffening steel tube concrete arch segment 4-2.

[0038] The through holes 9 on the stiffening rib circular steel plate are symmetrically arranged around the longitudinal centerline of the arched steel pipe 5-2. The spacing and number of adjacent through holes 9 on the stiffening rib circular steel plate are determined according to the actual stress conditions of the stiffened steel pipe concrete arch segment 4-2 at their location. The greater the force borne at the location of the stiffening rib steel plate, the smaller the spacing between adjacent through holes 9, and the number of through holes 9 can be relatively increased; the smaller the force borne at the location of the stiffening rib steel plate, the larger the spacing between adjacent through holes 9, and the number of through holes 9 can be relatively reduced. The specific spacing and number of through holes 9 can be determined according to the actual application (see details). Figure 3 ).

[0039] The spacing between two adjacent stiffening rib circular steel plates is adjusted according to the actual stress condition of the stiffened steel tube concrete arch segment 4-2 at the location where the stiffening rib steel plates are placed. The greater the force borne at the location where the stiffening rib steel plates are placed, the smaller the spacing between two adjacent stiffening rib circular steel plates, and the number of stiffening rib circular steel plates can be increased accordingly. Conversely, if the force borne at the location where the stiffening rib steel plates are placed is smaller, the spacing between two adjacent stiffening rib circular steel plates can be increased, and the number of stiffening rib circular steel plates can be reduced accordingly. The specific spacing and number of stiffening rib circular steel plates can be determined according to the actual application.

[0040] In practice, when installing the PBL shear key inside the arched steel pipe 2-5-2, it is fastened to the inner wall of the arched steel pipe 2-5-2 by welding. The stiffening rib circular steel plates are welded along the inner wall of the stiffened steel pipe concrete arch segment 4-2 to its stress area. In this example, the number of stiffening steel plates is 8 (see details). Figure 2 ).

[0041] When two adjacent stiffened steel pipe concrete arch segments 4-2 are connected, the stiffening rib circular steel plates set at the connection point are connected together, and one or more construction operation holes are provided on the two arch steel pipe segments 5-2 for fastening and connecting the stiffening rib circular steel plates set in the two adjacent stiffened steel pipe concrete arch segments 4-2 into one unit.

[0042] Multiple vertical connecting rods are installed between the main arch 1 and the bridge deck 2 structure for fastening connection, and the vertical connecting rods are connected to the stiffened steel pipe concrete arch segment 4-2.

[0043] Example 1

[0044] The arch bridge is a deck arch bridge (see details). Figure 1 The bridge deck 2 structure is located directly above the main arch 1 and is supported and fixed above the main arch 1 by multiple vertical connecting rods, which are columns 3. The cross-section of the column 3 can be circular, rectangular, or other polygonal. In the specific construction process, firstly, according to the conventional arch bridge mechanical analysis method, a comprehensive analysis is conducted on the actual stress situation of the multiple steel-concrete composite arch segments in the main arch 1. The stress analysis results show that each column 3 bears a large shear force at the main arch 1, mainly bearing the shear force transmitted by the upper load through the column 3. Therefore, a stiffened steel-concrete composite arch segment 4-2 should be set at the bottom of the column 3 (see details). Figure 2 In other words, the steel-concrete composite arch segments within the shear force transmission area of ​​column 3 in the main arch 1 are all stiffened steel-concrete composite arch segments 4-2.

[0045] In this embodiment, only the steel-concrete composite arch segments within the shear force transmission area of ​​column 3 are shown. Specifically, only the bottom of column 3 is equipped with a stiffened steel-concrete composite arch segment 4-2, while the others are equipped with ordinary steel-concrete composite arch segments 4-1. In actual construction, the steel-concrete composite arch segments near the bottom of column 3 that bear greater shear force can also be designated as stiffened steel-concrete composite arch segments 4-2.

[0046] The cross-sectional shape and dimensions of arched steel pipe 5-1 and arched steel pipe 5-2 are identical. In this embodiment, arched steel pipe 5-1 is the load-bearing steel pipe of ordinary steel-concrete arch segment 4-1, and arched steel pipe 5-2 is the load-bearing steel pipe of reinforced steel-concrete arch segment 4-2. The load-bearing steel pipes of adjacent steel-concrete arch segments are fastened together by welding, or multiple load-bearing steel pipes of the steel-concrete arch segments are fabricated as a whole and arranged. When multiple load-bearing steel pipes of the steel-concrete arch segments are fabricated as a whole, one or more construction working holes are provided on arched steel pipe 5-2 of reinforced steel-concrete arch segment 4-2 to facilitate the installation of annular PBL shear keys 6.

[0047] In this embodiment, both arched steel pipe 5-1 and arched steel pipe 5-2 are circular steel pipes, and the cross-sectional shape of the main arch 1 formed accordingly is circular. The cross-sectional shape of the main arch 1 corresponds to the shape of arched steel pipe 5-1 and arched steel pipe 5-2.

[0048] In actual construction, according to specific requirements, rectangular steel pipes, square steel pipes and other structural steel pipes can also be selected for arch steel pipe 1 5-1 and arch steel pipe 2 5-2, and the cross-sectional shape of the corresponding main arch 1 should be rectangular, square or other shapes.

[0049] To facilitate construction, all steel-concrete composite arch segments constituting the main arch 1 can be configured as stiffened steel-concrete composite arch segments 4-2. The annular PBL shear keys 6 within each stiffened steel-concrete composite arch segment 4-2 are welded at intervals along the inner wall of the stiffened steel-concrete composite arch segment 4-2 within its stress-bearing area. Stiffening rib circular steel plates are arranged at both ends of each stiffened steel-concrete composite arch segment 4-2, and the stiffening rib circular steel plates at the connection points of two adjacent stiffened steel-concrete composite arch segments 4-2 should be tightly connected together.

[0050] In actual construction, to facilitate the transportation and installation of the steel-concrete composite arch, the steel-concrete composite arch is first divided into several segments (i.e., load-bearing steel pipes divided into multiple segments), thus dividing the main arch 1 into multiple steel-concrete composite arch segments. Secondly, based on the stress conditions of each steel-concrete composite arch segment at its position within the main arch 1, the multiple steel-concrete composite arch segments are divided into two types: stiffened steel-concrete composite arch segments 4-2 with internally installed annular PBL shear keys 6, and ordinary steel-concrete composite arch segments 4-1 without internally installed annular PBL shear keys 6. Different color symbols are used to mark each type of steel-concrete composite arch segment. Finally, the different steel-concrete composite arch segments are spliced ​​together. In the actual fabrication of the main arch 1, multiple circular steel plates with through holes 9 at the top are welded to the inner wall of the arch-shaped steel pipes 5-2 of each stiffened steel-concrete composite arch segment 4-2, and all load-bearing steel pipes are then processed and fabricated. Secondly, after testing and correcting the manufacturing errors of the load-bearing steel pipes in each segment of the steel pipe arch through trial splicing, the load-bearing steel pipes of two adjacent segments of the steel pipe arch are connected on site to make each segment firmly connected into a whole, and finally assembled into a steel pipe arch with internal stiffening rib circular steel plates; finally, after the assembly is completed, concrete is poured into the steel pipe arch, and vertical connecting rods or hangers are installed on the steel pipe arch after the concrete is poured.

[0051] Example 2

[0052] like Figure 5 As shown, in this embodiment, the difference from Embodiment 1 is that both arched steel pipe 5-2 and arched steel pipe 5-1 are rectangular steel pipes, and the cross-sectional shape of the main arch 1 formed accordingly is rectangular. The structure and connection relationship of the remaining parts are the same as in Embodiment 1.

[0053] Example 3

[0054] like Figure 6 , Figure 7 and Figure 8 As shown, the arch bridge constructed using this utility model is a mid-span arch bridge (see details). Figure 6 The bridge deck 2 structure is located in the middle of the main arch 1. The vertical connecting rods are columns 3 and hangers 8. The arch segment of the main arch 1 located above the bridge deck 2 structure is securely connected to the bridge deck 2 structure by the hangers 8, while the arch segment of the main arch 1 located below the bridge deck 2 structure is securely connected to the bridge deck 2 structure by the columns 3. Due to the stress conditions, the steel-concrete composite arch segments installed at the bottom of the columns 3 and the top of the hangers 8 must withstand significant shear forces and must be designed as stiffened steel-concrete composite arch segments 4-2. In this embodiment, the structure and connection relationships of the remaining parts are the same as in Embodiment 1.

[0055] Example 4

[0056] like Figure 9 and Figure 10 As shown, in this embodiment, the difference from Embodiment 3 is that both the arched steel pipe 5-2 and the arched steel pipe 5-1 are rectangular steel pipes, and the cross-sectional shape of the main arch 1 formed accordingly is rectangular. In this embodiment, the structure and connection relationship of the remaining parts are the same as in Embodiment 3.

[0057] This utility model discloses a ring-shaped PBL shear key 6-stiffened steel-concrete composite arch with a simple structure, reasonable design, and easy control of construction quality. It has good mechanical properties, which can improve the bonding force between the steel pipe and concrete interface at the compression joint of the steel-concrete composite arch rib, and enhance the collaborative working ability of the steel-concrete composite. It is flexible in layout, low in cost, and highly applicable. It can be used to locally strengthen the relatively weak stress joint area of ​​the steel-concrete composite arch, or to strengthen the entire main arch 1, thereby improving the load-bearing capacity of the structure.

[0058] The above are merely preferred embodiments of the present utility model and are not intended to limit the technical solution of the present utility model in any way. Those skilled in the art should understand that, without departing from the spirit and principles of the present utility model, the technical solution can be modified and replaced in several simple ways, and these modifications and replacements are all within the scope of protection covered by the claims.

Claims

1. A ring-shaped PBL shear key reinforced steel-concrete composite arch, characterized in that, The bridge deck (2) includes a main arch (1) composed of multiple steel-concrete composite arch segments. According to the stress of the steel-concrete composite arch segments in the main arch (1), the steel-concrete composite arch segments include ordinary steel-concrete composite arch segments (4-1) and stiffened steel-concrete composite arch segments (4-2) with annular PBL shear keys (6) inside. Multiple vertical connecting rods are set between the main arch (1) and the bridge deck (2) structure for fastening connection, and the vertical connecting rods are connected to the stiffened steel-concrete composite arch segments (4-2).

2. The annular PBL shear key reinforced steel-concrete composite arch according to claim 1, characterized in that, The ordinary steel-concrete composite arch segment (4-1) consists of an arched steel pipe (5-1) and an internally filled concrete structure.

3. The annular PBL shear key stiffened steel-concrete composite arch according to claim 1, characterized in that, The annular PBL shear key reinforced steel-concrete arch segment (4-2) consists of an arched steel pipe (5-2), an annular PBL shear key (6), and a filling concrete structure poured into the arched steel pipe (5-2). The annular PBL shear key (6) is welded to the inner wall of the arched steel pipe (5-2) along the axial direction.

4. The annular PBL shear key stiffened steel-concrete composite arch according to claim 3, characterized in that, The annular PBL shear key (6) is a stiffening rib circular steel plate, and the stiffening rib circular steel plate has multiple through holes (9).

5. The annular PBL shear key stiffened steel-concrete composite arch according to claim 4, characterized in that, The stiffening rib circular steel plates are welded at intervals along the inner wall of the stiffening steel tube concrete arch segment (4-2) in its stress area, starting from the end of the segment. The stiffening rib circular steel plates are arranged at both ends of the stiffening steel tube concrete arch segment (4-2).

6. The annular PBL shear key stiffened steel-concrete composite arch according to claim 4, characterized in that, Multiple through holes (9) are evenly distributed on the stiffening rib circular steel plate.

7. The annular PBL shear key stiffened steel-concrete composite arch according to claim 4, characterized in that, The through holes (9) on the stiffening rib circular steel plate are arranged symmetrically on the left and right sides with the longitudinal center line of the arched steel pipe II (5-2) as the axis of symmetry.

8. The annular PBL shear key stiffened steel-concrete composite arch according to claim 4, characterized in that, The spacing and number of adjacent through holes (9) on the stiffening rib circular steel plate are set according to the actual stress condition of the stiffened steel tube concrete arch segment (4-2) at the location where they are placed.

9. The annular PBL shear key stiffened steel-concrete composite arch according to claim 4, characterized in that, The spacing between two adjacent stiffening rib circular steel plates is adjusted according to the actual stress condition of the stiffened steel tube concrete arch segment (4-2) at the location where they are placed.

10. The annular PBL shear key stiffened steel-concrete composite arch according to claim 4, characterized in that, When two adjacent stiffened steel-concrete arch segments (4-2) are connected, the stiffening rib circular steel plates at the connection point are connected together, and one or more construction operation holes are provided on the two arch steel pipes (5-2) for fastening the stiffening rib circular steel plates in the two adjacent stiffened steel-concrete arch segments (4-2) into one unit.

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