A shear-energy-dissipating steel truss coupling beam for replaceable railway piers

Abstract

This utility model belongs to the field of seismic isolation and vibration reduction technology for bridge structures, and specifically relates to a shear energy-dissipating steel truss connecting beam for replaceable railway piers. It includes several steel truss connecting beam units, spaced apart along the height of the pier column. At the same height position, there are four steel truss connecting beam units, each positioned between adjacent pier columns. Each steel truss connecting beam unit includes horizontally arranged upper and lower chords, and at least one set of intersecting diagonal web members between the upper and lower chords. The chords are structural members designed to prevent instability of the outer web members of the pier column. The web members mainly bear axial forces and reduce seismic response by dissipating energy through tensile and compressive deformation. This structure dissipates energy through plastic deformation and yielding, thereby protecting the pier column and achieving a graded energy dissipation effect. Furthermore, the steel truss connecting beam system is easy to replace after damage, and the replaced pier can immediately resume normal use, playing an important role in post-earthquake repair and operation of bridges.

Description

Technical Field

[0001] This utility model belongs to the field of bridge structure seismic isolation technology, and specifically relates to a shear energy dissipation steel truss connecting beam for replaceable railway piers. Background Technology

[0002] Based on the concept of rapid post-earthquake functional recovery, researchers have proposed the concept of "recoverable functional structures." Earthquake-recoverable functional structures refer to structures that can be restored to their usability with little or no repair after an earthquake. Their main purpose is to enable structures to quickly regain their functionality after an earthquake, thereby mitigating the impact of functional interruption. With the emergence of post-earthquake functional recovery bridge design theory, bridges with replaceable component systems have received considerable attention. These structures aim to ensure that "major components remain undamaged under strong earthquakes, while minor components are replaceable or repairable." Plastic damage to the piers is primarily concentrated on minor replaceable members, ensuring that the main pier structure maintains a high performance level. After an earthquake, by quickly replacing minor components, the structure can fully restore its original performance level, thereby rapidly restoring external transportation and minimizing casualties and economic losses in the disaster area.

[0003] For bridge piers with a height exceeding 40m, the internal forces at the pier base are significant under seismic loading. This leads to the formation of plastic hinges not only at the pier base (resistance to steel bars) but also in the middle of the pier body, resulting in substantial residual deformation. Post-earthquake repair is difficult, severely impacting emergency rescue and reconstruction efforts. Existing replaceable components for bridge piers suffer from the following technical defects: some replaceable components combine energy dissipation and functional use; the energy dissipation of the chord members can cause the four pier columns to vibrate independently during an earthquake, leading to loss of integrity and eventual failure. This results in uncontrollable post-earthquake pier damage and difficulties in replacement. Utility Model Content

[0004] The purpose of this utility model is to overcome the shortcomings of the existing technology in that the energy dissipation function and the use function of replaceable components are not integrated, and to provide a shear energy dissipation steel truss connecting beam and railway pier for replaceable railway piers.

[0005] In a first aspect, the present invention provides a shear energy dissipation steel truss connecting beam for replaceable railway piers, comprising a plurality of steel truss connecting beam units, wherein the plurality of steel truss connecting beam units are spaced apart along the height direction of the pier column, and at the same height position, there are four steel truss connecting beam units, and each steel truss connecting beam unit is disposed between adjacent pier columns.

[0006] The steel truss connecting beam unit includes a horizontally arranged upper chord and lower chord, and at least one set of intersecting diagonal web members are also included between the upper chord and the lower chord.

[0007] In this invention, the energy dissipation function of replaceable components is separated from their functional use by ensuring that the chord members do not participate in energy dissipation, while only the diagonal web members dissipate energy. This prevents the pier from losing its overall integrity. The chord members bear bending moments and some shear forces, and are largely uninvolved in damping and energy dissipation; they are primarily designed to prevent pier instability. The web members mainly bear axial forces and dissipate energy through tensile and compressive deformation to reduce seismic response. In replaceable railway piers, shear-dissipating steel truss connecting beams are used. Under seismic action, the secondary component—the steel truss connecting beam system—undergoes plastic deformation and yields first, leveraging the material's ability to withstand significant deformation to protect the primary component—the pier—achieving a graded energy dissipation effect. Furthermore, the steel truss connecting beam system is easily replaced after damage, allowing the replaced pier to resume normal function, playing a crucial role in post-earthquake bridge repair and operation.

[0008] Preferably, at the same height position, there are two steel truss connecting beam units arranged in the transverse direction and two steel truss connecting beam units arranged in the longitudinal direction.

[0009] Preferably, both the upper chord and the lower chord are I-beam members, and the upper chord or the lower chord is fixed to the pier column by a connecting member.

[0010] Specifically, the I-beam member includes a first steel plate and a second steel plate arranged opposite to each other, and a third steel plate arranged between the first steel plate and the second steel plate, wherein the third steel plate is arranged laterally between adjacent piers.

[0011] Specifically, the connecting component includes angle steel and high-strength bolts. One side of the angle steel is fixed to the third steel plate by the high-strength bolts, and the other side of the angle steel is fixed to the pier column by the high-strength bolts. The high-strength bolts connecting to the pier column are pre-embedded in the pier column.

[0012] Preferably, the two diagonal web members with cross-design constitute a group. Based on the number of groups of diagonal web members, the steel truss connecting beam unit includes three types: the first type includes one group of diagonal web members; the second type includes two groups of diagonal web members; and the third type includes three groups of diagonal web members. A vertically arranged first web member is also included between two adjacent groups of diagonal web members, and the two ends of the first web member are fixed to the upper chord and the lower chord, respectively.

[0013] Preferably, both the first web member and the diagonal web member are channel steel members.

[0014] Preferably, the steel truss connecting beam unit is made of Q235 steel.

[0015] Secondly, this utility model discloses a railway pier, comprising four pier columns, each pier column including the aforementioned shear energy dissipation steel truss connecting beam, the steel truss connecting beam system being detachably connected to the pier columns. An enlarged foundation is provided at the bottom of each pier column.

[0016] In the technical solution of this utility model, the shear energy dissipating steel truss connecting beam for replaceable railway piers is a secondary component of the railway pier and is replaceable. The pier column is the main component, and the pier column and the steel truss connecting beam are hinged or rigidly connected to form a whole. During an earthquake, the pier column itself is relatively flexible and tall, and will undergo bending deformation. The cross section of the main component, the pier column, will generate corresponding internal forces. The secondary component (steel truss connecting beam unit) is subjected to the shear force transmitted by the pier column. That is, the shear energy dissipating steel truss connecting beam will first dissipate energy under the shear force mainly through the yielding of the diagonal web members. Furthermore, this utility model proposes a theoretical calculation formula for the ratio of the member area when the chord members and diagonal web members of the steel truss connecting beam yield at the same time. Based on this formula, the position arrangement and cross-sectional area determination of the shear energy dissipating steel truss connecting beam in the replaceable railway pier can be optimized to give full play to the plastic energy dissipation capacity of the secondary component and improve the overall seismic performance of the pier column.

[0017] Compared with the prior art, the beneficial effects of this utility model are as follows:

[0018] A new type of replaceable railway pier utilizing shear-dissipating steel truss coupling beams exhibits a clear and predictable damage sequence. Under minor earthquakes, the shear-dissipating steel truss coupling beams and main structural components form a unified structure, jointly resisting the earthquake. Under major earthquakes, the shear-dissipating steel truss coupling beams yield first, followed by damage to the main structural components, making the damage sequence readily apparent. The fabrication of the shear-dissipating steel truss coupling beams can be carried out simultaneously with the main pier components. After prefabrication, both types of components can be quickly and effectively assembled, significantly shortening the construction period and accelerating project completion. Furthermore, the new steel truss coupling beam system has a simple structure, allowing for rapid replacement and repair after minor earthquake damage, quickly restoring the structure's integrity and function, and resulting in lower maintenance and replacement costs. Additionally, the new steel truss coupling beams possess good corrosion and fire resistance, ensuring a long service life.

[0019] Under seismic forces, the replaceable railway piers are subjected to bending as a whole. The main components mainly bear the axial force, bending moment and shear force under seismic forces, while the secondary components, the shear energy dissipation steel truss connecting beams, upper and lower chords and web members bear the axial force. The steel has high strength and its own stiffness can be adjusted. Furthermore, the overall stiffness of the structure can also be adjusted by adjusting the number of rows and stiffness of the steel truss connection system.

[0020] Shear-dissipating steel truss connection systems have high structural ductility and plasticity, strong energy dissipation, and high structural reliability. Under seismic loading, they can undergo significant plastic deformation, leveraging the material's performance advantages to achieve a significant damping and energy dissipation effect. This can greatly reduce damage to key components, protect them, and reduce the structural response of piers and columns. Attached Figure Description

[0021] Figure 1 This is a structural schematic diagram of the railway high pier from the perspective of the longitudinal bridge direction of this utility model;

[0022] Figure 2 This is a structural schematic diagram of the railway high-pier bridge from a transverse perspective of the present invention.

[0023] Figure 3 This is a schematic cross-sectional view of the railway pier II surface of this utility model;

[0024] Figure 4 This is a schematic diagram of the shear energy dissipation steel truss connecting beam unit of Embodiment 1 of this utility model;

[0025] Figure 5 This is a diagram showing the cross-sectional dimensions of the members of the shear energy dissipation steel truss connecting beam unit of this utility model;

[0026] Figure 6 This is a structural schematic diagram of the railway pier during normal use according to this utility model;

[0027] Figure 7 This is a schematic diagram of the yielding energy dissipation stage of a railway pier according to this utility model.

[0028] Marked in the image:

[0029] 1-Pier column; 2-Steel truss connecting beam unit; 21-Upper chord; 22-Lower chord; 23-Diagonal web member; 24-First web member; 25-Angle steel; 26-Bolt; 3-First steel plate; 4-Second steel plate; 5-Third steel plate; 6-Spread foundation. Detailed Implementation

[0030] The present invention will be further described in detail below with reference to specific embodiments. However, it should not be construed as limiting the scope of the present invention to the following embodiments; all technologies implemented based on the content of the present invention fall within the scope of the present invention.

[0031] Unless otherwise specified, the use of terms such as "upper," "lower," "left," "right," "center," "inner," and "outer" to indicate orientation or positional relationships in the description of specific embodiments of this utility model is based on the orientation or positional relationships shown in the accompanying drawings, or the orientation or positional relationship in which the utility model product / equipment / device is typically placed during use. These terms are merely for the purpose of facilitating the description of the utility model solution or simplifying the description in specific embodiments, enabling those skilled in the art to quickly understand the solution, and do not indicate or imply that a specific device / component / element must have a specific orientation, or be constructed and operated in a specific positional relationship. Therefore, they should not be construed as limitations on this utility model.

[0032] Furthermore, the use of terms such as "horizontal," "vertical," "suspended," and "parallel" does not imply that the corresponding device / component / element must be absolutely horizontal, vertical, suspended, or parallel, but rather that it can be slightly tilted or have a deviation. For example, "horizontal" merely means that its direction is more horizontal relative to "vertical," not that the structure must be completely horizontal, but can be slightly tilted. Alternatively, it can be simplified to mean that the corresponding device / component / element, when set in a "horizontal," "vertical," "suspended," or "parallel" direction, can have an error / deviation of ±10% relative to the corresponding direction, more preferably within ±8%, more preferably within ±6%, more preferably within ±5%, and more preferably within ±4%. As long as the corresponding device / component / element is within the error / deviation range, it can still achieve its function in the present invention.

[0033] Furthermore, the use of terms such as "first," "second," and "third" in terminology is merely for distinguishing descriptions of identical or similar components and should not be interpreted as emphasizing or implying the relative importance of a particular component.

[0034] Furthermore, in the description of the embodiments of this utility model, "several", "multiple", and "several" represent at least two. The number can be any number, such as two, three, four, five, six, seven, eight, or nine, and can even exceed nine.

[0035] Furthermore, in the description of the technical solution of this utility model, unless otherwise explicitly specified / limited / restricted, the terms "set up," "install," "connect," "link," "equipped with," "laid out," and "arranged" should be interpreted broadly. For example, they can refer to fixed connections, detachable connections, or integral connections; they can refer to common connection methods in the art, such as welding, riveting, bolting, and threaded connections. Such connections can be mechanical, electrical, or communication connections; they can be direct connections or indirect connections through an intermediate medium; and they can refer to the internal communication between two components.

[0036] Example 1

[0037] This embodiment provides a shear-energy-dissipating steel truss connecting beam for replaceable railway piers, such as... Figure 1-6 As shown, under normal use, this type of shear energy-dissipating steel truss connecting beam used for replaceable railway piers does not dissipate seismic energy. Instead, it forms an integral part with the pier column, providing initial stiffness to ensure comfortable and smooth railway operation.

[0038] Specifically, the shear energy dissipation steel truss connecting beam for replaceable railway piers includes several steel truss connecting beam units 2. The several steel truss connecting beam units 2 are spaced apart along the height direction of the pier column 1. At the same height position, there are four steel truss connecting beam units 2. Each steel truss connecting beam unit 2 is arranged between adjacent pier columns 1.

[0039] The steel truss connecting beam unit 2 includes a horizontally arranged upper chord 21 and a lower chord 22, and at least one set of intersecting diagonal web members 23 are also included between the upper chord 21 and the lower chord 22.

[0040] More specifically, such as Figure 3 As shown, at the same height position, there are two steel truss connecting beam units 2 arranged in the transverse direction and two steel truss connecting beam units 2 arranged in the longitudinal direction.

[0041] More preferably, the upper chord 21 and the lower chord 22 are both I-beam members, and the upper chord 21 or the lower chord 22 is fixed to the pier column by a connecting member. Specifically, the I-beam member includes a first steel plate 3 and a second steel plate 4 arranged opposite to each other, and a third steel plate 5 arranged between the first steel plate 3 and the second steel plate 4. The third steel plate 5 is arranged laterally between adjacent pier columns 1.

[0042] like Figure 6-7 As shown, under earthquake action, due to the relatively flexible nature of the pier 1 structure, bending deformation occurs, and relative displacement occurs between the piers. The steel truss connecting beams connected to the piers will also experience relative displacement at both ends of the upper and lower chords 22 connected to the piers, as well as shear force transmitted from the pier itself. The upper and lower chords 22 and the intersecting diagonal web members 23 will be subjected to axial force. Especially under strong earthquake action, the diagonal web members 23 will undergo large tensile and compressive deformation under large axial force, thus entering the plastic energy dissipation stage, to ensure that the main components are not damaged under strong earthquake action and to achieve the seismic resistance effect of graded energy dissipation.

[0043] This invention is an improvement upon the original bridge design, replacing the thin-walled plate connection system and crossbeams between the original piers with a replaceable, novel shear-dissipating steel truss connection system. This reduces construction difficulty while fully utilizing the energy dissipation performance of the replaceable structure to achieve better seismic isolation and vibration reduction, ensuring the main body of the bridge pier remains safe under seismic excitation.

[0044] In this invention, the chord members bear bending moment and part of the shear force, and basically do not participate in vibration reduction and energy dissipation. They are mainly structural members designed to prevent instability of the outer web members of the pier. The web members mainly bear axial force and reduce seismic response by dissipating energy through tensile and compressive deformation. The use of shear-dissipating steel truss connecting beams in replaceable railway piers allows the secondary component—the steel truss connecting beam system—to undergo plastic deformation and yield first under seismic action, leveraging the material's ability to withstand large deformations to protect the main component—the pier—and achieving a graded energy dissipation effect. Furthermore, the steel truss connecting beam system is easy to replace after damage, and the replaced pier can immediately resume normal use, playing a crucial role in post-earthquake repair and operation of bridges.

[0045] The above description is only a preferred embodiment of the present utility model and is not intended to limit the present utility model. Any modifications, equivalent substitutions and improvements made within the spirit and principles of the present utility model should be included within the protection scope of the present utility model.

Claims

1. A shear energy dissipation type steel truss coupling beam for a replaceable railway high pier, characterized by, It includes several steel truss connecting beam units (2), and several steel truss connecting beam units (2) are spaced apart along the height direction of the pier column. At the same height position, there are four steel truss connecting beam units (2), and each steel truss connecting beam unit (2) is set between adjacent pier columns. The steel truss connecting beam unit (2) includes a horizontally arranged upper chord (21) and lower chord (22), and at least one set of intersecting diagonal web members (23) are also included between the upper chord (21) and the lower chord (22).

2. The shear energy dissipation steel truss coupling beam for the replaceable railway high pier according to claim 1, characterized in that, At the same height position, there are two steel truss connecting beam units (2) arranged in the transverse direction and two steel truss connecting beam units (2) arranged in the longitudinal direction.

3. The shear energy dissipation steel truss coupling beam for the replaceable railway high pier according to claim 2, characterized in that, Both the upper chord (21) and the lower chord (22) are I-beam members, and the upper chord (21) or the lower chord (22) is fixed to the pier column by a connecting member.

4. The shear energy dissipation steel truss coupling beam for the replaceable railway high pier according to claim 3, characterized in that, The I-beam member includes a first steel plate (3) and a second steel plate (4) arranged opposite to each other, and a third steel plate (5) arranged between the first steel plate (3) and the second steel plate (4), wherein the third steel plate (5) is arranged laterally between adjacent piers.

5. The shear energy dissipation steel truss connecting beam for replaceable railway piers according to claim 4, characterized in that, The connecting component includes an angle steel (25), one side of which is fixed to the third steel plate (5) by bolts (26), and the other side of which is fixed to the pier column by bolts (26).

6. The shear energy dissipation steel truss connecting beam for replaceable railway piers according to claim 4, characterized in that, A first web member (24) is vertically arranged between two adjacent sets of inclined web members. The first web member (24) is connected to the upper chord (21) and the lower chord (22) by a screw.

7. The shear energy dissipation steel truss connecting beam for replaceable railway piers according to claim 6, characterized in that, The first web member (24) and the diagonal web member (23) are both channel steel members.

8. The shear energy dissipation steel truss connecting beam for replaceable railway piers according to claim 7, characterized in that, The diagonal brace (23) is connected to the upper chord (21) and the lower chord (22) by a screw.

9. The shear energy dissipation steel truss connecting beam for replaceable railway piers according to claim 6, characterized in that, The upper chord (21), the lower chord (22), the first web member, and the diagonal web member (23) are all Q235 steel components.

10. The shear-energy-dissipating steel truss connecting beam for replaceable railway piers according to any one of claims 1-9, characterized in that, The steel truss connecting beam unit (2) is made of Q235 steel.

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