A double-layer steel truss segment and a double-layer steel truss structure

Abstract

This invention discloses a double-layer steel truss girder segment and a double-layer steel truss girder structure, relating to the field of bridge technology. On one hand, the segment includes a parallel upper bridge deck system, a lower bridge deck system, and main trusses welded to both sides of the upper and lower bridge deck systems. The main trusses connect the upper and lower bridge deck systems. The upper bridge deck system adopts a box structure, and the lower bridge deck system adopts a longitudinal and transverse beam system. The upper and lower bridge deck systems are connected by hangers. On the other hand, the double-layer steel truss girder structure includes multiple of the aforementioned double-layer steel truss girder segments, which are sequentially spliced ​​along the longitudinal direction of the bridge. The main truss of the steel truss girder adopts a triangular truss structure, composed of an upper chord, a lower chord, main truss diagonal members, and connecting diagonal members. To eliminate the need for temporary members during the hoisting of the steel truss girder during construction and save steel, the joints of the upper and lower chords between each steel truss girder segment are staggered, solving the problem of needing to add temporary members when the upper or lower chord joints extend too far.

Description

Technical Field

[0001] This invention relates to the field of bridge technology, specifically to a double-layer steel truss girder segment and a double-layer steel truss girder structure. Background Technology

[0002] With the continuous increase in traffic volume, double-deck bridges can handle a larger volume of traffic, enabling different traffic functions to be layered and providing better traffic organization. In addition, cross-river (cross-sea) passage resources are scarce. Double-deck bridges not only share bridge sites, making full and rational use of land, shoreline and space resources, but also reduce the amount of basic engineering work, resulting in less land acquisition and relocation on both banks, a smaller red line range, and better economic efficiency.

[0003] For double-deck suspension bridges, the stiffening girder typically adopts a steel truss structure, and the bridge deck system usually employs a longitudinal and transverse beam system or a closely spaced transverse beam system. In a longitudinal and transverse beam system, the deck load is transferred to the main truss through the large transverse beams at the nodes, while in a closely spaced transverse beam system, the deck load is transferred to the main truss through multiple transverse beams. When traffic volume is high, the number of lanes is large, and the stiffening girder is wide, the height of the transverse beams at the nodes in a longitudinal and transverse beam system increases significantly, and the height of the upper deck beams is limited by clearance, making the design of the transverse beams at the nodes difficult. While a closely spaced transverse beam system has multiple transverse beams sharing the load, although the beam height is smaller than that of a longitudinal and transverse beam system, the total steel consumption is larger, resulting in poor economic efficiency. Furthermore, during the hoisting and construction of the main steel truss, temporary members are required due to the excessively long extension of the upper and lower chord joints, increasing the construction steps and steel consumption.

[0004] On the other hand, when the bridge span reaches a certain scale and the bridge site is located in coastal areas or high mountain valleys, the design reference wind speed of the stiffening girder is relatively large, and the ordinary longitudinal and transverse beam and dense transverse beam structural types are difficult to meet the structural wind resistance requirements. Summary of the Invention

[0005] In view of the deficiencies in the existing technology, the purpose of this invention is to provide a double-layer steel truss segment and a double-layer steel truss structure to solve the problems of complex construction and large steel consumption of the main truss of large-span and ultra-wide double-layer suspension bridges in the existing technology.

[0006] To achieve the above objectives, the technical solution adopted by the present invention is as follows:

[0007] On one hand, this application provides a double-layer steel truss segment, including an upper bridge deck system and a lower bridge deck system arranged in parallel with equal width, and a main truss welded to both sides of the upper and lower bridge deck systems, wherein the main truss includes:

[0008] The upper chord and lower chord are arranged in parallel intervals. The upper chord and the lower chord are connected by at least two main truss diagonal members. The ends of two adjacent main truss diagonal members are connected and form a triangular structure with the upper chord or the lower chord. The upper chord and the lower chord are respectively connected to the upper bridge deck system and the lower bridge deck system.

[0009] The upper chord extends beyond the lower chord by a predetermined length and is provided with a first connecting diagonal brace. One end of the first connecting diagonal brace is connected to the connection point between the upper chord and the main truss diagonal brace, and the other end extends toward the lower chord. The lower chord extends beyond the upper chord by a predetermined length and is provided with a second connecting diagonal brace. One end of the second connecting diagonal brace is connected to the connection point between the lower chord and the main truss diagonal brace, and the other end extends toward the upper chord. The other end of the first connecting diagonal brace is used to connect with the second connecting diagonal brace of the adjacent segment.

[0010] In some alternative embodiments, the aforementioned upper bridge deck system, the aforementioned upper chord, and the aforementioned lower chord are all box-type structures.

[0011] In some alternative embodiments, a suspender is also included, which is connected between the upper and lower bridge deck systems and located at the middle of the transverse direction.

[0012] In some alternative embodiments, a hanger is arranged at each node of each segment along the longitudinal direction of the bridge, and the lower bridge deck is at the same height in the transverse direction.

[0013] In some optional embodiments, the upper bridge deck system includes a bridge deck, a bridge bottom plate, and a plurality of connecting plates connecting the bridge deck and the bridge bottom plate. The plurality of connecting plates are spaced apart along the longitudinal direction of the bridge, and the two connecting plates located at both ends of the longitudinal direction are respectively connected to the two ends of the bridge deck and the bridge bottom plate in the longitudinal direction. The two ends of the bridge deck and the bridge bottom plate in the transverse direction are connected to the main truss to form a closed box structure.

[0014] In some alternative embodiments, the aforementioned suspension rod is an I-beam, and the web of the I-beam is located on the same plane as the aforementioned connecting plate located in the middle of the transverse direction of the bridge.

[0015] In some optional embodiments, U-shaped stiffening ribs are provided at intervals on both the bridge deck and the bridge bottom plate.

[0016] In some alternative embodiments, the connecting plate is provided with horizontal stiffening ribs and / or vertical stiffening ribs.

[0017] In some optional embodiments, the lower bridge deck system includes a lower bridge deck panel and a plurality of node beams arranged at intervals along the transverse direction and a plurality of longitudinal beams arranged at intervals along the longitudinal direction. The node beams and the longitudinal beams are intersected and connected. Between two adjacent node beams, a plurality of inter-segment transverse ribs are provided at intervals along the longitudinal direction. The inter-segment transverse ribs are intersected and connected to the longitudinal beams.

[0018] On the other hand, a double-layer steel truss structure is also provided, comprising multiple double-layer steel truss segments as described above, which are sequentially spliced ​​together along the longitudinal direction of the bridge.

[0019] Compared with existing technologies, the advantages of this invention are as follows: the main truss of the steel truss adopts a triangular truss structure, consisting of an upper chord, a lower chord, main truss diagonal members, and connecting diagonal members. To eliminate the need for temporary members during the hoisting of the steel truss during construction and save steel, the joints of the upper and lower chords between each steel truss segment are staggered, solving the problem of needing to add temporary members when the upper or lower chord joints extend too far. Attached Figure Description

[0020] To more clearly illustrate the technical solutions in the embodiments of this application, the accompanying drawings used in the description of the embodiments will be briefly introduced below. Obviously, the accompanying drawings described below are only some embodiments of this application. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0021] Figure 1 This is a schematic diagram of the longitudinal bridge structure of a double-layer steel truss girder according to the present invention;

[0022] Figure 2 This is a schematic diagram of the transverse bridge structure of the main truss of a double-layer steel truss segment according to the present invention;

[0023] Figure 3 for Figure 2 A schematic diagram of the CC cross-section;

[0024] Figure 4 for Figure 2 DD cross-sectional schematic diagram;

[0025] Figure 5 for Figure 1 Longitudinal diagram of the upper and lower deck systems;

[0026] Figure 6 for Figure 5 A magnified view of part A in the diagram.

[0027] In the diagram: 1. Upper bridge deck system; 11. Bridge deck panel; 12. Bridge bottom plate; 13. Connecting plate; 14. U-shaped stiffening rib; 2. Lower bridge deck system; 21. Lower bridge deck panel; 22. Node crossbeam; 23. Longitudinal beam; 24. Inter-segment cross rib; 3. Main truss; 311. Upper chord; 312. Lower chord; 313. Main truss diagonal member; 314. First connecting diagonal member; 315. Second connecting diagonal member; 4. Hanger. Detailed Implementation

[0028] To make the objectives, technical solutions, and advantages of the embodiments of this application clearer, the technical solutions of the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of this application, not all embodiments. Based on the embodiments of this application, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of this application.

[0029] The embodiments of the present invention will be further described in detail below with reference to the accompanying drawings.

[0030] On the one hand, such as Figure 1 As shown, this application provides a double-layer steel truss girder segment, including an upper bridge deck system 1 and a lower bridge deck system 2 arranged in parallel, and a main truss 3 welded to both sides of the upper bridge deck system 1 and the lower bridge deck system 2, and the upper bridge deck system 1 and the lower bridge deck system 2 are connected by the main truss 3.

[0031] Specifically, such as Figure 2 As shown, the main truss 3 includes an upper chord 311, a lower chord 312, at least two main truss diagonal members 313, a first connecting diagonal member 314, and a second connecting diagonal member 315. The upper chord 311 and lower chord 312 are arranged parallel to each other and spaced apart. The upper chord 311 and lower chord 312 are connected by the main truss diagonal members 313. The ends of two adjacent main truss diagonal members 313 are connected, forming a triangular structure with either the upper chord 311 or the lower chord 312. The upper chord 311 and lower chord 312 are respectively connected to the upper bridge deck system 1 and the lower bridge deck system 2. The first end of the upper chord 311 extends a predetermined length beyond the first end of the lower chord 312 and is provided with a first connecting diagonal member 314. One end of the first connecting diagonal member 314 is connected to the upper chord. 311 is connected to the connection point of the main truss diagonal member 313, and the other end extends toward the lower chord member 312. The second end of the lower chord member 312 extends beyond the second end of the upper chord member 311 by a certain length, and is provided with a second connecting diagonal member 315. One end of the second connecting diagonal member 315 is connected to the connection point of the lower chord member 312 to the main truss diagonal member 313, and the other end extends toward the upper chord member 311. The other end of the first connecting diagonal member 314 is used to connect with the second connecting diagonal member 315 of the adjacent segment. The second connecting diagonal member 315 is used to connect with the first connecting diagonal member 314 of the adjacent segment.

[0032] It is understood that both the upper chord 311 and the lower chord 312 are arranged longitudinally along the bridge direction and have the same length. The two ends of the upper chord 311 and the two ends of the lower chord 312 are staggered. Since a first connecting diagonal brace 314 is set at the first end of the upper chord 311 and a second connecting diagonal brace 315 is set at the second end of the lower chord 312, and the other end of the first connecting diagonal brace 314 is used to connect with the second connecting diagonal brace 315 of the adjacent segment, and the second connecting diagonal brace 315 is used to connect with the first connecting diagonal brace 314 of the next segment, the upper chord 311 and the lower chord 312 have sufficient structural stability during hoisting construction, reducing the overhang length of the upper chord 311 and the lower chord 312, eliminating the need to set temporary members between the node positions of the upper chord 311 and the lower chord 312, saving steel consumption, facilitating construction, and improving construction efficiency.

[0033] In some alternative embodiments, such as Figure 3 As shown, the aforementioned upper bridge deck system 1, the aforementioned upper chord 311, and the aforementioned lower chord 312 are all box-type structures.

[0034] It is understandable that the cross-sections of the upper bridge deck system 1, the upper chord 311, and the lower chord 312 are all rectangular. The rectangular dimensions of the upper bridge deck system 1 and the upper chord 311 are compatible, thus connecting them into a whole. Setting the upper bridge deck system 1 as a box-shaped structure, and a closed box-shaped structure at that, not only improves the aerodynamic shape of the stiffening girder and increases its torsional stiffness, thereby significantly enhancing the flutter and vortex-induced vibration stability of the stiffening girder and solving the technical problem of wind resistance for large-span double-deck suspension bridges, but also allows maintenance personnel to move freely inside the box without interfering with traffic on the lower bridge deck, greatly improving the convenience of maintenance.

[0035] In some alternative embodiments, the aforementioned double-layer steel truss segment further includes a hanger 4, which is connected between the upper bridge deck system 1 and the lower bridge deck system 2 and is located at the middle of the transverse direction.

[0036] It is understandable that the installation of hanger 4 allows the upper bridge deck system 1 and the lower bridge deck system 2 to share the vehicle load. Since the upper bridge deck system 1 adopts a closed box structure, it has a large vertical stiffness. By supporting the lower bridge deck system 2 through hanger 4, the stress on the crossbeam 22 of the lower bridge deck system 2 node can be significantly reduced.

[0037] In some alternative embodiments, a hanger 4 is arranged at each node of each segment along the longitudinal direction of the bridge, and the lower bridge deck system 2 is at the same height in the transverse direction.

[0038] In other words, by setting up hangers 4 and taking advantage of the high vertical stiffness of the upper bridge deck system 1, the stress on the node beam 22 of the lower bridge deck system 2 is reduced. This allows the lower node beam 22 to meet the stress requirements without the need for a fish-belly-shaped node beam 22 with varying height, thereby significantly reducing the amount of steel structure used in the lower bridge deck system.

[0039] In some alternative embodiments, such as Figure 5 and Figure 6 As shown, the upper bridge deck system 1 includes a bridge deck 11, a bridge bottom plate 12, and a plurality of connecting plates 13 connecting the bridge deck 11 and the bridge bottom plate 12. The plurality of connecting plates 13 are spaced apart along the longitudinal direction of the bridge, and the two connecting plates 13 located at both ends of the longitudinal direction are respectively connected to the two ends of the bridge deck 11 and the bridge bottom plate 12 in the longitudinal direction. The two ends of the bridge deck 11 and the bridge bottom plate 12 in the transverse direction are connected to the main truss 3 to form the closed box structure.

[0040] It is understood that the connecting plate 13 serves as a support plate for the bridge deck 11, connecting the bridge deck 11 and the bridge bottom plate 12 into a whole to prevent them from deforming under stress. The bridge deck 11 and the bridge bottom plate 12 are welded to the upper chords 311 on both sides to form a whole. Since the bridge deck 11 and the bridge bottom plate 12 are connected to the upper chords 311 of the main trusses 3 on both sides in the transverse direction, they participate in the joint stress of the main trusses 3, thereby increasing the stability of the structure.

[0041] In some alternative embodiments, the aforementioned hanger 4 is an I-beam, and the web of the I-beam is located on the same plane as the aforementioned connecting plate 13 located in the middle of the transverse bridge direction.

[0042] It is understandable that placing the web of the I-beam and the connecting plate 13 located in the middle of the transverse direction of the bridge on the same plane facilitates the transmission of force, makes better use of the high vertical stiffness of the upper bridge deck system 1, and reduces the stress on the node beam 22 of the lower bridge deck system 2.

[0043] In some optional embodiments, U-shaped stiffening ribs 14 are provided at intervals on both the bridge deck 11 and the bridge bottom plate 12.

[0044] It is understandable that the purpose of setting the U-shaped stiffening rib 14 is to enhance the structural rigidity of the bridge deck 11 and the bridge bottom plate 12.

[0045] In some alternative embodiments, the connecting plate 13 is provided with horizontal stiffening ribs and / or vertical stiffening ribs.

[0046] Optionally, depending on the stiffness of the connecting plate 13 itself, only horizontal stiffening ribs, only vertical stiffening ribs, or both horizontal and vertical stiffening ribs can be provided to enhance the structural stiffness of the connecting plate 13.

[0047] Preferably, a manhole is also provided on the connecting plate 13 for maintenance personnel to pass through, so as to facilitate the maintenance of the upper bridge deck system 1.

[0048] In some alternative embodiments, such as Figure 4 As shown, the lower bridge deck system 2 includes a lower bridge deck 21 and multiple node beams 22 arranged at intervals along the transverse direction and multiple longitudinal beams 23 arranged at intervals along the longitudinal direction. The node beams 22 and the longitudinal beams 23 are intersected and connected. Multiple inter-segment transverse ribs 24 are provided at intervals along the longitudinal direction between two adjacent node beams 22. The inter-segment transverse ribs 24 are intersected and connected to the longitudinal beams 23.

[0049] It is understandable that this arrangement of the lower bridge deck system 2 ensures that the load transfer path in the transverse direction of the lower bridge deck system 2 is: lower bridge deck 21 → inter-segment transverse ribs 24 → longitudinal beams 23 → node transverse beams 22 → main truss 3. Therefore, the main truss 3 also shares the load force of the lower bridge deck system 2.

[0050] Preferably, the hanger 4 and the node crossbeam 22 are located on the same plane. The purpose of this arrangement is to improve the force transmission between the upper bridge deck system 1 and the lower bridge deck system 2.

[0051] Secondly, this application also provides a double-layer steel truss structure, comprising multiple double-layer steel truss segments as described above, which are sequentially spliced ​​together along the longitudinal direction of the bridge.

[0052] Specifically, the aforementioned main truss 3 includes an upper chord 311, a lower chord 312, at least two main truss diagonal members 313, a first connecting diagonal member 314, and a second connecting diagonal member 315. The upper chord 311 and lower chord 312 are arranged parallel and spaced apart, connected by the main truss diagonal members 313. The ends of two adjacent main truss diagonal members 313 are connected, forming a triangular structure with either the upper chord 311 or the lower chord 312. The upper chord 311 and lower chord 312 are respectively connected to the upper bridge deck system 1 and the lower bridge deck system 2. The first end of the upper chord 311 extends beyond the first end of the lower chord 312 by a predetermined length. A first connecting diagonal brace 314 is provided, one end of which is connected to the connection point between the upper chord 311 and the main truss diagonal brace 313, and the other end extends toward the lower chord 312. The second end of the lower chord 312 extends beyond the second end of the upper chord 311 by a predetermined length. A second connecting diagonal brace 315 is provided, one end of which is connected to the connection point between the upper chord 311 and the main truss diagonal brace 313, and the other end extends toward the lower chord 312.

[0053] It is understood that two adjacent double-layer steel truss girder segments are spliced ​​along the longitudinal direction of the bridge, and the other end of the first connecting diagonal rod 314 is connected to the second connecting diagonal rod 315 of the adjacent segment, and the second connecting diagonal rod 315 is connected to the first connecting diagonal rod 314 of the next segment.

[0054] Of course, the ends of the double-layer steel truss girder segments located at both ends of the longitudinal bridge that are not connected to the adjacent segments can be connected by extending the second end of the upper chord 311 until it is flush with the second end of the lower chord 312, extending the first end of the lower chord 312 until it is flush with the first end of the upper chord 311, then extending the first connecting diagonal bar 314 to connect with the extended end of the lower chord 312, and extending the second connecting diagonal bar 315 to connect with the extended section of the upper chord 311 to form a complete bridge structure.

[0055] This invention discloses a double-layer steel truss girder segment, or double-layer steel truss girder structure. By adopting a closed box structure for the upper bridge deck system, it not only improves the aerodynamic shape of the stiffening girder and increases its torsional stiffness, thus significantly enhancing the flutter and vortex-induced vibration stability of the stiffening girder and solving the technical challenge of wind resistance for large-span double-layer suspension bridges, but also allows maintenance personnel to move freely within the box structure without interfering with traffic on the lower bridge deck, greatly improving maintenance convenience. With the installation of vertical hangers, the upper and lower bridge deck systems share the vehicle load. Due to the high vertical stiffness of the upper closed box bridge deck system, the lower bridge deck is supported by hangers, significantly reducing the stress on the lower bridge deck node beams 22. The lower bridge deck node beams 22 do not need to be variable-height fish-belly shaped to meet the stress requirements, significantly reducing the amount of steel structure used in the lower bridge deck system.

[0056] In the description of this application, it should be noted that the terms "upper," "lower," etc., indicating the orientation or positional relationship are based on the orientation or positional relationship shown in the accompanying drawings, and are only for the convenience of describing this application and simplifying the description, and do not 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 application. Unless otherwise expressly specified and limited, the terms "installed," "connected," and "linked" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication between two elements. For those skilled in the art, the specific meaning of the above terms in this application can be understood according to the specific circumstances.

[0057] It should be noted that in this application, relational terms such as "first" and "second" are used merely to distinguish one entity or operation from another, and do not necessarily require or imply any such actual relationship or order between these entities or operations. Furthermore, the terms "comprising," "including," or any other variations thereof are intended to cover non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such a process, method, article, or apparatus. Without further limitations, an element defined by the phrase "comprising one..." does not exclude the presence of other identical elements in the process, method, article, or apparatus that includes said element.

[0058] The above description is merely a specific embodiment of this application, enabling those skilled in the art to understand or implement this application. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the general principles defined herein may be implemented in other embodiments without departing from the spirit or scope of this application. Therefore, this application is not to be limited to the embodiments shown herein, but is to be accorded the widest scope consistent with the principles and novel features claimed herein.

Claims

1. A double-layer steel truss girder segment, characterized in that, The bridge includes an upper deck system (1) and a lower deck system (2) arranged in parallel with equal width, and a main truss (3) welded to both sides of the upper deck system (1) and the lower deck system (2). The main truss (3) includes: The upper chord (311) and lower chord (312) are arranged in parallel intervals. The upper chord (311) and the lower chord (312) are connected by at least two main truss diagonal members (313). The ends of two adjacent main truss diagonal members (313) are connected and form a triangular structure with the upper chord (311) or the lower chord (312). The upper chord (311) and the lower chord (312) are respectively connected to the upper bridge deck system (1) and the lower bridge deck system (2). The upper chord (311) extends a predetermined length beyond the first end of the lower chord (312) and is provided with a first connecting diagonal brace (314). One end of the first connecting diagonal brace (314) is connected to the connection point between the upper chord (311) and the main truss diagonal brace (313), and the other end extends toward the lower chord (312). The second end of the lower chord (312) extends a predetermined length beyond the second end of the upper chord (311) and is provided with a second connecting diagonal brace (315). One end of the connecting diagonal member (315) is connected to the connection point of the lower chord member (312) to the main truss diagonal member (313), and the other end extends towards the upper chord member (311). The other end of the first connecting diagonal member (314) is used to connect with the second connecting diagonal member (315) of the adjacent segment. The second connecting diagonal member (315) is used to connect with the first connecting diagonal member (314) of the adjacent segment. The upper bridge deck system (1), the upper chord member (311) and the lower chord member (312) are all box-type structures. The suspender (4) is connected between the upper bridge deck system (1) and the lower bridge deck system (2) and is located in the middle of the transverse direction of the bridge. Each node of each segment along the longitudinal direction of the bridge is provided with one of the aforementioned hangers (4), and the lower bridge deck system (2) is at the same height in the transverse direction of the bridge. The upper bridge deck system (1) includes a bridge deck (11), a bridge bottom plate (12), and a plurality of connecting plates (13) connecting the bridge deck (11) and the bridge bottom plate (12). The plurality of connecting plates (13) are spaced apart along the longitudinal direction of the bridge, and the two connecting plates (13) located at both ends of the longitudinal direction of the bridge are respectively connected to the two ends of the bridge deck (11) and the bridge bottom plate (12) in the longitudinal direction of the bridge. The two ends of the bridge deck (11) and the bridge bottom plate (12) in the transverse direction of the bridge are connected to the main truss (3) to form a closed box structure.

2. The double-layer steel truss segment as described in claim 1, characterized in that, The suspender rod (4) is an I-beam, and the web of the I-beam is on the same plane as the connecting plate (13) located in the middle of the transverse bridge.

3. The double-layer steel truss segment as described in claim 2, characterized in that, Both the bridge deck (11) and the bridge bottom plate (12) are provided with U-shaped stiffening ribs (14) at intervals.

4. The double-layer steel truss segment as described in claim 2, characterized in that, The connecting plate (13) is provided with horizontal stiffening ribs and / or vertical stiffening ribs.

5. The double-layer steel truss segment as described in claim 1, characterized in that, The lower bridge deck system (2) includes a lower bridge deck (21) and multiple node beams (22) arranged at intervals along the transverse direction and multiple longitudinal beams (23) arranged at intervals along the longitudinal direction. The node beams (22) are cross-connected with the longitudinal beams (23). Multiple inter-segment transverse ribs (24) are provided between two adjacent node beams (22) along the longitudinal direction. The inter-segment transverse ribs (24) are cross-connected with the longitudinal beams (23).

6. A double-layer steel truss structure, characterized in that, It includes multiple double-layer steel truss girder segments as described in any one of claims 1-5, and the multiple double-layer steel truss girder segments are spliced ​​together sequentially along the longitudinal direction of the bridge.

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