Vase pier bridge structure

Abstract

The present application relates to the technical field of bridge, and particularly discloses a vase pier bridge structure, which comprises a crossbeam and a vase pier body, further comprises a diagonal support arranged between the crossbeam and the vase pier body, the diagonal support is symmetrically arranged at the upper edge of the vase pier body along the transverse direction of the bridge, and the included angle between the axis of the diagonal support and the axis of the vase pier body is θ; the vase pier body is further provided with a stop block mechanism for limiting in the transverse direction of the bridge; wherein θ≤25°. The present application changes the direction of the vertical force of the support by using the diagonal support, so that the stress state of the vase pier can be greatly improved, and thus the pull rod reinforcement and the inclined reinforcement on the upper edge of the pier top can be cancelled, and the thickness of the pier is optimized; the number of the stop block mechanism is optimized, the stop block mechanism not only plays a role of preventing beam falling under the action of earthquake, but also completely replaces the function of the transverse limiting support in the normal use state, so that the transverse limiting support of the whole bridge is cancelled, and the engineering cost and the construction difficulty are reduced.

Description

Technical Field

[0001] This invention relates to the field of bridge technology, and in particular to a vase-shaped pier bridge structure. Background Technology

[0002] Currently, there are various pier-beam connection methods for continuous bridges. A common method is to install supports between the piers and beams. Piers come in various structural forms, with the vase-shaped pier being a relatively common type. The vase-shaped pier 2′ is fixed to the bearing 4′, as shown below. Figure 1 , Figure 2 As shown, the main characteristic of a conventional continuous bridge is that the plane of support 3′ is basically parallel to the vase-shaped pier 2′ and the crossbeam 1′. Of the two supports 3′ at the pier top, one is a limiting support and the other is a movable support along the transverse direction of the bridge. The limiting support mainly transmits the lateral force between the crossbeam 1′ and the vase-shaped pier 2′. Figure 2 As shown, the support 3′ consists of, from bottom to top, a support pad 31′, a support body 32′, and a beam bottom leveling block 33′. Inside the support 3′, an anti-falling beam block 5′ is typically installed. A certain gap is reserved between the anti-falling beam block 5′ and the support pad 31′. Under seismic action, after the lateral limiting support is sheared by the seismic force, the crossbeam 1′ may experience lateral bridge displacement and fall. The anti-falling beam block 5′ and the support pad 31′, once locked in place, can prevent this from happening. However, the aforementioned continuous bridge still has the following disadvantages:

[0003] 1. The existing vase-shaped piers are basically in a tension-compression mode in terms of transverse bridge stress. The stress on crossbeam 1′ is mainly tension at the upper edge and compression at the lower edge. The stress mode of vase-shaped pier 2′ is as follows: Figure 3 As shown, there is significant tensile force at the upper edge of the pier top. Because concrete has high compressive strength but relatively low tensile strength, multiple layers of transverse tie bars 221' are often required at the pier top to bear this tensile force. In addition to ensuring the tensile capacity of the pier top, it is also necessary to ensure the shear bearing capacity of the concrete below the support. This often requires the installation of numerous diagonal reinforcement bars 222' to guarantee its shear bearing capacity. Figure 4 , 5 As shown, dense reinforcement at the pier top makes concrete pouring difficult and vibration challenging, significantly increasing construction difficulty and efficiency. Furthermore, a large vertical force at support 3′ may result in insufficient shear area of ​​the concrete below the support, necessitating an increase in pier thickness, further increasing material usage and project investment. The tension force Fs in tie rod 221′ is calculated as Fd * tanθ (where Fd represents the vertical force at the support, and θ represents the angle between the vertical force at the support and the concrete compression member of pier 2′). Larger values ​​of the vertical force at the support and θ are more detrimental to the stress on pier 2′.

[0004] 2. The top of the pier of the vase pier 2′ is usually only equipped with one limiting bearing along the transverse direction of the bridge. Under the same bearing capacity, the cost of the limiting bearing is higher than that of the movable bearing. Moreover, under the action of high intensity earthquake, the ordinary bearing is easily sheared. It is also possible to install special seismic bearings, but the seismic bearing process is more complicated and the price is more expensive. Summary of the Invention

[0005] The technical problem to be solved by this invention is: how to solve the problems of construction difficulty and high production cost of existing vase-shaped piers.

[0006] To solve the above-mentioned technical problems, the present invention provides a vase-shaped pier bridge structure, including a crossbeam and a vase-shaped pier body;

[0007] It also includes an inclined support between the crossbeam and the vase-shaped pier body. The inclined support is symmetrically arranged at both ends of the upper edge of the vase-shaped pier body along the transverse direction of the bridge. The angle formed by the axis of the inclined support and the axis of the vase-shaped pier body is θ. The vase-shaped pier body is also provided with a stop block mechanism that plays a limiting role in the transverse direction of the bridge.

[0008] Where θ≤25°.

[0009] More preferably, the vase-shaped support body includes a straight segment and an arc segment, the inclined support is located at the upper edge of the arc segment, and the angle θ formed by the axis of the inclined support and the axis of the vase-shaped support body satisfies the following formula:

[0010] θ=arctan{0.45(2s―b) / H} (1)

[0011] In equation (1), H represents the height of the arc segment, b represents the width of the straight segment, and s represents the distance between the center points of the two inclined supports.

[0012] More preferably, a hollowed-out area is provided in the middle of the arc segment so that the arc segment forms two legs, the inclined support is provided on the upper edge of the legs, and the stop mechanism is installed in the hollowed-out area.

[0013] More preferably, the stop mechanism includes a connecting plate disposed in the hollowed-out area, the upper edge of the connecting plate having a limiting groove along the longitudinal direction of the bridge, the stop mechanism also includes a stop block disposed in the middle of the lower edge of the crossbeam, one end of the stop block extending into the limiting groove, and the lower edge of the stop block having a gap with the connecting plate, so that the stop block can move relative to each other in the longitudinal and vertical directions of the bridge.

[0014] More preferably, the depth to which the stop extends into the limiting groove is not less than 20cm.

[0015] More preferably, the stop block is provided with rubber strips on both sides along the transverse direction of the bridge.

[0016] More preferably, the thickness of the connecting plate is not less than 30cm, and the thickness of the connecting plate is not less than 0.2 times the thickness of the vase base body. The height and width of the connecting plate are both less than the width b of the straight segment.

[0017] More preferably, the width of the crossbeam in the transverse direction is ≤16m, the distance s between the center points of the two inclined supports is ≤6m, the height H of the arc segment is ≤5m, and the width b of the straight segment is ≥2.5m.

[0018] More preferably, the lower edge of the crossbeam is provided with tensile reinforcement bars along the transverse direction of the bridge.

[0019] More preferably, both of the inclined supports are pot-type movable supports in their inclination direction.

[0020] The vase-shaped pier bridge structure provided by this invention has the following advantages compared with the prior art:

[0021] 1. This invention improves the stress state of the vase pier by setting the inclined support at an angle θ between the crossbeam and the vase pier body to change the direction of the vertical force of the support. When the angle of inclination is θ, the upper edge of the vase pier body is basically not under tension, thereby eliminating the need for tie rods and inclined bars at the upper edge of the pier body, optimizing the pier thickness, reducing the construction difficulty and manufacturing cost of the vase pier body, and significantly optimizing the concrete in areas with less stress.

[0022] 2. This invention, by setting a stop mechanism on the vase-shaped pier body, not only prevents beam collapse under earthquake action, but also completely replaces the function of existing lateral limiting supports under normal use. This allows the bridge of this invention to eliminate the need for lateral limiting supports throughout the entire bridge, ensuring that no supports will shear off under different load conditions along the transverse direction. At the same time, it optimizes the number of anti-beam-falling blocks in the prior art, reducing project costs and construction difficulty. Attached Figure Description

[0023] Figure 1 This is a schematic diagram of the structure of a continuous bridge in the prior art.

[0024] Figure 2 yes Figure 1 A schematic diagram of the cross section of section AA.

[0025] Figure 3 yes Figure 2 Force analysis diagram of the central vase-shaped support.

[0026] Figure 4 This is a schematic diagram of the cross-section of the main reinforcing bar at the top of the pier in the existing technology.

[0027] Figure 5 This is a schematic diagram of the elevation of the main reinforcing bar at the top of the pier in the existing technology.

[0028] Figure 6 This is a schematic diagram of a vase-shaped pier bridge structure according to the present invention.

[0029] Figure 7 This is a force analysis diagram of the vase-shaped support body described in this invention.

[0030] Figure 8 This is a simplified schematic diagram of the force distribution on the vase-shaped support leg described in this invention.

[0031] Figure 9 This is an assembly diagram of the stop mechanism described in this invention.

[0032] Figure 10 This is the present invention. Figure 9 The top view of the vase-shaped support body described in the text.

[0033] Figure 11 This is a force diagram of the crossbeam described in this invention.

[0034] In the diagram: 10. Crossbeam; 11. Stop block; 12. Tensile reinforcement; 20. Vase-shaped pier body; 21. Straight section; 22. Circular section; 23. Support leg; 24. Hollowed-out area; 25. Connecting plate; 26. Limiting groove; 27. Rubber strip; 30. Inclined support. Detailed Implementation

[0035] The specific embodiments of the present invention will be described in further detail below with reference to the accompanying drawings and examples. The following examples are for illustrative purposes only and are not intended to limit the scope of the invention.

[0036] In the description of this invention, it should be understood that the terms "upper", "lower", "top", "bottom", "between", "inner", "outer", "horizontal", "vertical", etc., used in this invention to indicate the orientation or positional relationship based on the orientation or positional relationship shown in the drawings are only for the convenience of describing this invention and simplifying the description, and are not intended to indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of this invention.

[0037] The terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance. Furthermore, unless otherwise explicitly specified and limited, the terms "installed," "connected," and "linked" should be interpreted broadly, for example, referring to a fixed connection, a detachable connection, or an integral connection; a mechanical connection or an electrical connection; a direct connection or an indirect connection via an intermediate medium; or a connection within two components. Those skilled in the art will understand the specific meaning of these terms in this invention based on the specific circumstances.

[0038] To facilitate understanding of the embodiments, the terms "transverse direction", "longitudinal direction" and "vertical direction" will now be explained. "Transverse direction" refers to the width direction of the bridge, "longitudinal direction" refers to the length direction of the bridge, and "vertical direction" refers to the height direction of the bridge.

[0039] like Figure 6 As shown, this embodiment provides a vase-shaped pier bridge structure, including a crossbeam 10, a vase-shaped pier body 20, and an inclined support 30 disposed between the crossbeam 10 and the vase-shaped pier body 20. The inclined support 30 is symmetrically arranged at both ends of the upper edge of the vase-shaped pier body 20 along the transverse direction of the bridge. The angle formed by the axis of the inclined support 30 and the axis of the vase-shaped pier body 20 is θ; wherein θ≤25°. In this embodiment, the inclined support 30 is set at an angle θ between the crossbeam 10 and the vase-shaped pier body 20 to change the direction of the vertical force of the support, thereby improving the stress state of the vase-shaped pier. When the angle of inclination is θ, the upper edge of the pier top of the vase-shaped pier body 20 basically does not generate tension in the transverse direction. Specifically, the vase-shaped pier body 20 is also provided with a stop mechanism that plays a limiting role in the transverse direction. The top of the vase-shaped pier body 20 is provided with a hollowed-out area 24, and the stop mechanism is installed in the hollowed-out area 24. This eliminates the need for the tie rod reinforcement at the upper edge of the pier top. The concrete in the core stress area, i.e. the support leg 23 area, is close to the axial compression state, thus eliminating the need for the inclined reinforcement. At the same time, the concrete in the non-major stress area, i.e. the hollowed-out area 24, is significantly optimized, and the pier thickness is optimized, reducing the construction difficulty and manufacturing cost of the vase-shaped pier body 20.

[0040] In some implementations, such as Figure 7 and Figure 8 As shown, the vase-shaped support body 20 includes a straight segment 21 and an arc segment 22. An inclined support 30 is located at the upper edge of the arc segment 22. The angle θ formed by the axis of the inclined support 30 and the axis of the vase-shaped support body 20 satisfies the following formula:

[0041] θ=arctan{0.45(2s―b) / H} (1)

[0042] In equation (1), H represents the height of the arc segment 22, b represents the width of the straight segment 21, and s represents the distance between the center points of the two inclined supports 30.

[0043] In the example above, the left inclined support 30 generates an inclined force Fd1′ on the upper edge of the vase-shaped pier body 20, and the right inclined support 30 generates an inclined force Fd2′ on the upper edge of the vase-shaped pier body 20. At this time, the horizontal component of the inclined force Fd1′ of the left inclined support 30 is Fh1=Fd1′*sinθ, and the vertical component is Fv1=Fd1′*cosθ. The horizontal component of the inclined force Fd2′ of the right inclined support 30 is Fh2=Fd2′*sinθ, and the vertical component is Fv2=Fd2′*cosθ. Among them, Fh1≈Fh2, and Fh1 and Fh2 are in opposite directions. Therefore, the upper edge of the vase-shaped pier body 20 basically does not generate tension. For this reason, the tie rod reinforcement at the upper edge of the pier top can be eliminated.

[0044] In the above example, the tilt angle θ of the inclined support 30, denoted as arctan{0.45(2s-b) / H}, should not be too large, because the horizontal components Fh1 and Fh2 of the inclined forces Fd1′ or Fd2′ of the inclined support 30 are equal to tanθ times the vertical components Fv1 and Fv2. The force decomposition is as follows: Figure 8 As shown, this embodiment requires θ to not exceed 25 degrees, that is, the horizontal components Fh1 and Fh2 cannot exceed 0.466 times the vertical components Fv1 and Fv2, where the vertical components Fv1 and Fv2 are equal to the dead load (beam) of the superstructure plus the live load (such as vehicles).

[0045] In addition, such as Figure 11 As shown, the reaction forces of the horizontal components Fh1 and Fh2 act on the crossbeam 10, which will generate tension at the lower edge of the crossbeam 10. This is equivalent to the lateral tension at the top of the vase-shaped pier body 20 being transferred to the crossbeam 10 by the oblique support 30. The purpose of this design is twofold: firstly, the lower edge of the crossbeam 10 is itself under compression, which can resist some of the tension and save some steel reinforcement; secondly, the width of the crossbeam 10 is often greater than the thickness of the vase-shaped pier body 20, which gives the bottom of the crossbeam 10 more space to arrange the lateral tension steel reinforcement 12, so as not to be crowded, making it easier to pour and vibrate the concrete, making construction easier and reducing the difficulty of construction.

[0046] In other embodiments, if the superstructure (beam) is a steel structure, since steel structures have high tensile strength and the top and bottom plates are generally thickened within the beam 10 range, there is a large strength surplus, which can well absorb this part of the tensile force, and there is no need to add transverse tensile reinforcement 12.

[0047] In a specific example, refer to Figure 9 and Figure 10The vase-shaped pier body 20 is also equipped with a stop mechanism that limits movement in the transverse direction. Specifically, a hollowed-out area 24 is provided in the middle of the arc segment 22 so that the arc segment 22 forms two legs 23. An inclined support 30 is provided on the upper edge of the legs 23, and the stop mechanism is installed in the hollowed-out area 24. By setting the stop mechanism on the vase-shaped pier body 20, the stop mechanism can not only prevent beam collapse under earthquake action, but also completely replace the function of the existing transverse limiting support under normal use, thus making the bridge of the present invention... The transverse limiting supports of the entire bridge can be eliminated, ensuring that no shear failure of the supports occurs in the transverse direction under different load conditions. At the same time, the number of anti-falling beam blocks in the existing technology is optimized, reducing the project cost and construction difficulty. In addition, the stress of the two legs 23 is close to the axial compression state, and the transverse bending moment is small. There is no need to verify the shear bearing capacity of the concrete under the support, i.e. the top of the vase-shaped pier body 20. Thus, the transverse tie rod reinforcement and diagonal shear reinforcement of the vase-shaped pier body 20 can be eliminated, further optimizing the pier thickness and saving costs.

[0048] In the above embodiments, combined with Figure 9 and Figure 10 The blocking mechanism includes a connecting plate 25 located within the hollowed-out area 24. A limiting groove 26 is formed on the upper edge of the connecting plate 25 along the longitudinal direction of the bridge. The blocking mechanism also includes a blocking block 11 located at the middle of the lower edge of the crossbeam 10. One end of the blocking block 11 extends into the limiting groove 26, and a gap exists between the lower edge of the blocking block 11 and the connecting plate 25, allowing the blocking block 11 to move relatively in the longitudinal and vertical directions of the bridge. Thus, the connecting plate 25 serves two purposes: firstly, it facilitates the placement of jacks when replacing the inclined support 30, making it easier for construction personnel to work; secondly, it provides lateral restraint to the outrigger 23, increasing its lateral stability under pressure, reducing its calculated length, and increasing its load-bearing capacity.

[0049] In the above embodiment, since the stop block mechanism can play a limiting role in the transverse direction of the bridge, this embodiment can eliminate the traditional transverse limiting support at the pier top. Preferably, both inclined supports 30 are movable supports in their inclined direction, and the two anti-fall beam stops on the inner side of the supports are also eliminated. Only one stop block 11 is set in the middle area, and a limiting groove 26 is set on the pier top connecting plate 25. Rubber strips 27 are provided on both sides of the stop block 11 in the transverse direction. The rubber strips 27 are attached to the side of the stop block, and the rubber strips 27 and the limiting groove 26 can move relative to each other in the longitudinal and vertical directions of the bridge. In this way, movable supports are only set in the transverse direction of the bridge, and the number of anti-fall beam stops is also reduced, which reduces the project cost and construction difficulty. Moreover, the stop block 11 plays the role of a transverse limiting support under normal use, and plays the role of anti-fall beam under earthquake action, so there will be no shearing damage to the support. Even if the rubber strip is crushed, the replacement cost and construction difficulty are very low.

[0050] In the above embodiments, in order to ensure that the vertical force of the support can be effectively converted into the oblique force of the support, the two oblique supports 30 are preferably pot-type movable supports.

[0051] In other embodiments, the inclined arrangement of the supports is more effective for straight bridges, where Fd1′≈Fd2′. However, when applied to curved bridges, the reaction force of the outer support is greater than that of the inner support, which results in a constant lateral force between the middle stop 11 and the limiting groove 26, which has an adverse effect on the force on the outrigger. If it must be used for curved bridges, this patent limits the difference between the magnitudes of the inner and outer support reactions to no more than 20%, and ensures that the outrigger 23 remains a small eccentric bending member under stress.

[0052] In some implementations, to ensure that the crossbeam 10 and the vase-shaped pier body 20 are not easily completely separated under vertical seismic action, the depth to which the stop block 11 extends into the limiting groove 26 is not less than 20cm.

[0053] In some implementations, to ensure that there is space on the connecting plate 25 to install jacks when replacing the inclined support 30, and that the connecting plate 25 has sufficient rigidity to effectively transfer the lateral force of the superstructure to the vase-shaped pier body 20, the thickness of the connecting plate 25 is not less than 30cm, and the thickness of the connecting plate 25 is not less than 0.2 times the thickness of the vase-shaped pier body 20. To ensure that the support leg 23 in the core load-bearing area is not weakened too much, the height and width of the connecting plate 25 are limited to be less than the width b of the straight segment 21.

[0054] In some embodiments, the inclination angle θ of the inclined support 30 at the pier top is directly determined by the spacing s of the inclined supports 30 and the width b of the vase-shaped pier body 20. In order to ensure that the inclination angle θ is within a small reasonable range and to ensure that the present invention can be applied to conventional bridges as much as possible, the width of the crossbeam 10 in the transverse direction is limited to ≤16m, the height H of the arc segment 22 of the vase-shaped pier body 20 is ≤5m, the spacing s between the center points of the two inclined supports 30 is ≤6m, and the width b of the straight segment 21 is ≥2.5m.

[0055] In summary, the vase-shaped pier bridge structure provided by this invention improves the stress state of the pier by setting the inclined support 30 at an angle θ between the crossbeam 10 and the vase-shaped pier body 20, thereby changing the direction of the vertical force of the support. When the angle of inclination is θ, the upper edge of the pier top of the vase-shaped pier body 20 basically does not generate tensile force, thus eliminating the need for tie rods and inclined bars at the upper edge of the pier top, optimizing the pier thickness, reducing the construction difficulty and manufacturing cost of the vase-shaped pier body 20, and significantly optimizing the concrete in areas with lower stress. Specifically, the horizontal components Fh1 and Fh... The reaction force of 2 acts on the crossbeam 10, which will generate tension at the lower edge of the crossbeam 10. This is equivalent to the lateral tension at the top of the vase pier body 20 being transferred to the crossbeam 10 by the oblique support 30. The purpose of this design is twofold: firstly, the lower edge of the crossbeam 10 is itself under compression, which can resist some of the tension and save some steel bars; secondly, the width of the crossbeam 10 is often greater than the thickness of the vase pier body 20, which gives the bottom of the crossbeam 10 more space to arrange the lateral tension steel bars 12, so that it is not crowded, the concrete is easier to pour and vibrate, and the construction is easier and the construction difficulty is reduced.

[0056] Furthermore, by setting a stop mechanism on the vase-shaped pier body 20, the stop mechanism not only prevents beam collapse under earthquake action, but also completely replaces the function of existing lateral limiting supports under normal use. This allows the bridge of this invention to eliminate all lateral limiting supports, ensuring that no supports will shear failure along the lateral direction under different load conditions. Specifically, the stress on the two legs 23 is close to axial compression, with a small lateral bending moment. There is no need to verify the shear bearing capacity of the concrete below the supports, i.e., the top of the vase-shaped pier body 20, thereby eliminating the need for lateral tie rods and diagonal shear reinforcement in the vase-shaped pier body 20, further optimizing the pier thickness and saving costs. The two diagonal supports 30 are tilted... All supports are movable in the diagonal direction, and the two anti-fall beam blocks on the inner side of the supports are eliminated. Only one block 11 is set in the middle area, and a limiting groove 26 is set on the connecting plate 25 at the top of the pier. Rubber strips 27 are provided on both sides of the block 11 in the transverse direction. The rubber strips 27 are attached to the side of the block, and the rubber strips 27 and the limiting groove 26 can move relative to each other in the longitudinal and vertical directions. In this way, movable supports are only set in the transverse direction, and the number of anti-fall beam blocks is also reduced, which reduces the project cost and construction difficulty. Moreover, the block 11 plays the role of a transverse limiting support under normal use, and plays the role of anti-fall beam under earthquake action, so there will be no shearing damage to the support. Even if the rubber strip is crushed, the replacement cost is very low.

[0057] The above description is merely a preferred embodiment of the present invention. It should be noted that those skilled in the art can make various improvements and substitutions without departing from the technical principles of the present invention, and these improvements and substitutions should also be considered within the scope of protection of the present invention. The basic principles, main features, and advantages of the present invention have been shown and described above. It is obvious to those skilled in the art that the present invention is not limited to the details of the above preferred embodiments. The embodiments should be considered exemplary and non-limiting. The scope of the present invention is defined by the appended claims rather than the foregoing description. Therefore, it is intended that all changes falling within the meaning and scope of the equivalents of the claims be included within the present invention.

[0058] Furthermore, it should be understood that although this specification describes embodiments, not every embodiment contains only one independent technical solution. This narrative style is merely for clarity. Those skilled in the art should consider the specification as a whole, and the technical solutions in the embodiments can also be appropriately combined to form other embodiments that can be understood by those skilled in the art.

Claims

1. A vase-shaped pier bridge structure, comprising a crossbeam (10) and a vase-shaped pier body (20), characterized in that: It also includes an inclined support (30) disposed between the crossbeam (10) and the vase-shaped pier body (20). The inclined support (30) is symmetrically disposed at both ends of the upper edge of the vase-shaped pier body (20) along the transverse direction of the bridge. The angle formed by the axis of the inclined support (30) and the axis of the vase-shaped pier body (20) is θ. The vase-shaped pier body (20) is also provided with a stop block mechanism that plays a limiting role in the transverse direction of the bridge. Where θ≤25°; The vase-shaped support body (20) includes a straight segment (21) and an arc segment (22). The inclined support (30) is located at the upper edge of the arc segment (22). The angle θ formed by the axis of the inclined support (30) and the axis of the vase-shaped support body (20) satisfies the following formula: （1） In equation (1), H represents the height of the arc segment (22), b represents the width of the straight segment (21), and s represents the distance between the center points of the two inclined supports (30).

2. The vase-shaped pier bridge structure according to claim 1, characterized in that, The arc segment (22) has a hollowed-out area (24) in the middle so that the arc segment (22) forms two legs (23). The inclined support (30) is located on the upper edge of the legs (23), and the stop block mechanism is installed in the hollowed-out area (24).

3. The vase-shaped pier bridge structure according to claim 2, characterized in that, The stop mechanism includes a connecting plate (25) located in the hollowed-out area (24). The upper edge of the connecting plate (25) has a limiting groove (26) along the longitudinal direction of the bridge. The stop mechanism also includes a stop block (11) located in the middle of the lower edge of the crossbeam (10). One end of the stop block (11) extends into the limiting groove (26). There is a gap between the lower edge of the stop block (11) and the connecting plate (25) so that the stop block (11) can move relative to each other in the longitudinal and vertical directions.

4. The vase-shaped pier bridge structure according to claim 3, characterized in that, The depth to which the stop (11) extends into the limiting groove (26) is not less than 20cm.

5. A vase-shaped pier bridge structure according to claim 3, characterized in that, The stop block (11) has rubber strips (27) on both sides along the transverse direction of the bridge.

6. A vase-shaped pier bridge structure according to claim 3, characterized in that, The thickness of the connecting plate (25) is not less than 30cm, and the thickness of the connecting plate (25) is not less than 0.2 times the thickness of the vase block body (20). The height and width of the connecting plate (25) are both less than the width b of the straight segment (21).

7. A vase-shaped pier bridge structure according to claim 1, characterized in that, The width of the crossbeam (10) in the transverse direction is ≤16m, the distance s between the center points of the two inclined supports (30) is ≤6m, the height H of the arc segment (22) is ≤5m, and the width b of the straight segment (21) is ≥2.5m.

8. A vase-shaped pier bridge structure according to claim 1, characterized in that, Tensile reinforcement (12) is arranged along the transverse direction at the lower edge of the crossbeam (10).

9. A vase-shaped pier bridge structure according to claim 1, characterized in that, Both of the inclined supports (30) are pot-type movable supports in their inclination direction.

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