Steel box arch rib cross node structure of large-span half-through steel box tied arch bridge

Abstract

The utility model discloses a steel box arch rib cross node structure of a large-span half-through steel box tied arch bridge, which comprises a steel box arch rib cross node which is integrally distributed in an X shape, and the steel box arch rib cross node is formed by welding two symmetrically distributed steel box arch rib sections in a cross mode at an acute included angle. The steel box arch rib sections are of a hexagonal special-shaped section hollow steel box arch rib structure. Each steel box arch rib section comprises an arch rib top plate, an arch rib bottom plate and two arch rib web plates, and each arch rib web plate comprises an upper web plate and a lower web plate which are distributed and connected at an obtuse angle; the arch rib top plates of the two steel box arch rib sections share a top plate distributed in an X shape, and the arch rib bottom plates of the two steel box arch rib sections share a bottom plate distributed in an X shape. According to the large-span space steel box arch rib, the problems of uneven stress and insufficient strength and stability due to the fact that the top plate and the bottom plate of two arch ribs are difficult to share the same plane at the intersection node of the large-span space steel box arch rib are solved, and the node is simple in structure, easy to manufacture and install and easy to firmly weld.

Description

Technical Field

[0001] The utility model relates to the technical field of bridge construction, in particular to a steel box arch rib cross node structure of a large-span half-through steel box tied arch bridge. Background Art

[0002] At present, as bridge construction puts forward higher requirements for bridge aesthetics, the inclination angle of the arch rib of a large-span arch bridge has begun to break through the traditional limit of 0° to 6°, and even reached more than 20°. In the range of 0° to 6°, the lateral, vertical and torsional fundamental frequencies of the arch rib will increase with the continuous increase of the inclination angle, and the overall stiffness of the arch bridge will also increase. However, after the inclination angle is greater than 6°, the torsional and vertical fundamental frequencies of the arch rib will decrease to varying degrees. Therefore, the local stability and even the overall stability of the arch rib are particularly important. The lateral stiffness of a large-span arch bridge is generally small, and it will produce a large displacement under the action of wind loads and transverse bridge earthquakes, affecting the normal operation of the bridge and even causing damage to the overall structure. The existing technology generally improves the lateral stability of the arch rib by setting a transverse wind brace, thereby ensuring that the arch rib does not fail locally before the overall instability. Usually, a large-span arch bridge will be equipped with multiple cross braces, which makes the space above the arch bridge carriageway slightly messy and disordered, affecting the beauty of the arch bridge.

[0003] Nowadays, in some large-span and large-angle tied-arch steel box arch rib bridge projects, there are also some bridges that use wind-free large-span and large-angle arch bridge structural systems. By using polygonal special-shaped steel boxes to form cross-arch rib technology, the cross-arch ribs can not only serve as decorative arch ribs of the bridge, but also as key nodes for arch rib force, which can solve the stability problem of arch ribs with large inclination angles and enhance the landscape effect.

[0004] However, since the cross arch ribs are the main load-bearing components, and in order to meet the architectural shape of the cross arch ribs and ensure that the cross nodes are in the straight section of the arch axis, the entire arch rib cannot adopt a reasonable arch axis, and a straight line and parabola fitting arch axis must be adopted. The cross node structure and force are quite complicated. There is a problem of complex curved surface intersection nodes of large-span spatial steel box arch ribs, which leads to insufficient integrity and rigidity of the arch rib cross nodes and the complex polygonal box-type arch rib cross nodes are difficult to weld securely and difficult to detect at the acute angle of the intersecting web.

[0005] Therefore, a new type of large-span and large-angle arch bridge special-shaped steel box arch rib intersection steel structure node is urgently needed to meet the arch rib stability and the stability of the entire bridge of the large-span and large-angle tied arch bridge, and it is easy to build. Utility Model Content

[0006] The utility model aims to provide a steel box arch rib cross node structure of a long-span half-through steel box tied arch bridge, which solves the problem that the top and bottom plates of the two arch ribs of the long-span space steel box arch ribs are difficult to be coplanar at the intersection node, resulting in uneven force and insufficient strength, and solves the problem that the intersection nodes of complex polygonal box-type arch ribs are complex in node structure, inconvenient to manufacture and install, and difficult to weld firmly.

[0007] In order to achieve the above purpose, the utility model adopts the following technical solutions:

[0008] A steel box arch rib cross node structure of a long-span half-through steel box tied arch bridge comprises a steel box arch rib cross node which is distributed in an X shape as a whole, the steel box arch rib cross node is formed by two symmetrically distributed steel box arch rib segments which are cross-welded at an acute angle, the steel box arch rib segment adopts a hexagonal special-shaped cross-section hollow steel box arch rib structure; the steel box arch rib segment comprises a parallel distributed arch rib top plate and an arch rib bottom plate, and two arch rib webs which are respectively connected between the arch rib top plate and the arch rib bottom plate, the arch rib webs comprise an upper web and a lower web which are distributed and connected at an obtuse angle, the upper parts of the two upper webs are respectively welded to the arch rib top plate, and the lower parts of the two lower webs are respectively welded to the arch rib bottom plate; the arch rib top plates of the two steel box arch rib segments share a top plate which is distributed in an X shape, and the arch rib bottom plates of the two steel box arch rib segments share a bottom plate which is distributed in an X shape.

[0009] Furthermore, a plurality of parallel stiffening ribs are arranged in the inner cavity of the steel box arch rib segment, and each stiffening rib extends and distributes along the length direction of the steel box arch rib segment. By arranging the stiffening ribs, the rigidity of the steel box arch rib segment can be improved, and the warping deformation of the arch rib top plate, arch rib bottom plate, and arch rib web can be avoided.

[0010] Furthermore, the stiffening ribs include top plate stiffening ribs, bottom plate stiffening ribs and web stiffening ribs, the top plate stiffening ribs are vertically connected to the inner surface of the arch rib top plate, the bottom plate stiffening ribs are vertically connected to the inner surface of the arch rib bottom plate, and the web stiffening ribs are vertically connected to the inner surface of the arch rib web. In this way, the stiffness of the arch rib top plate, arch rib bottom plate and arch rib web can be improved.

[0011] Furthermore, a plurality of transverse diaphragms with openings in the middle are provided in the inner cavity of the steel box arch rib segment, each transverse diaphragm is distributed at intervals along the length direction of the steel box arch rib segment and the transverse diaphragm is distributed perpendicularly to the arch rib top plate and the arch rib bottom plate, and the outer peripheral edge of the transverse diaphragm is welded to the inner surface of the steel box arch rib segment. By providing a plurality of vertically distributed transverse diaphragms, the torsion resistance of the steel box arch rib intersection node can be increased.

[0012] Furthermore, the diaphragm is vertically connected to the top plate stiffening rib, the bottom plate stiffening rib and the web plate stiffening rib respectively. In this way, the structure has good continuity, which can ensure the continuity of the arch rib force transmission, increase the overall strength and avoid the formation of stress concentration and stress mutation.

[0013] Furthermore, the arch rib webs of the two steel box arch rib segments form a diamond-shaped cavity at the intersection, and a plurality of stiffening ring plates with openings in the middle are arranged inside the diamond-shaped cavity, and each stiffening ring plate is respectively distributed in parallel with the arch rib top plate and the arch rib bottom plate, and the outer peripheral edge of the stiffening ring plate is welded to the inner surface of the arch rib web located at the diamond-shaped cavity. Since the arch rib section at the intersection node is changed from being stressed by two arch ribs to being stressed by the intersection node alone, the stressed section is weakened. Therefore, by arranging the stiffening ring plate in the diamond-shaped cavity, the integrity and rigidity of the steel box arch rib intersection node can be improved.

[0014] Furthermore, disconnect seams are provided between the top plate stiffening ribs and the arch rib webs at the diamond cavities, between the bottom plate stiffening ribs and the arch rib webs at the diamond cavities, and between the web stiffening ribs and the arch rib webs at the diamond cavities to avoid weld intersection and stress concentration.

[0015] Furthermore, the arch rib webs of the two steel box arch rib segments are connected by welding with castings with an X-shaped cross section at the cross welding position. Since the angle of the arch rib webs at the cross welding position is acute, it is not easy to weld and difficult to detect. Therefore, the arch rib webs are connected by welding with castings with an X-shaped cross section to achieve splicing transition, eliminating the weak welding nodes that exist when the web angle is an acute angle, ensuring that there are no problems with the key force transmission nodes, strengthening the integrity and rigidity of the cross nodes of the steel box arch ribs, and better solving the problems of complex node structure, inconvenient production and installation, and difficult welding at the intersection of complex polygonal box arch ribs.

[0016] Furthermore, the top plate and the bottom plate are respectively provided with first reinforcing plates extending at both ends along the length direction of the steel box arch rib intersection node, and the first reinforcing plates are located at the acute angle of the steel box arch rib intersection node distributed in an X shape; the top plate and the bottom plate are respectively provided with second reinforcing plates extending at both ends along the width direction of the steel box arch rib intersection node, and the second reinforcing plates are located at the obtuse angle of the steel box arch rib intersection node distributed in an X shape. By extending the first reinforcing plate and the second reinforcing plate, the stress section is reinforced, and the integrity and rigidity of the steel box arch rib intersection node can be improved.

[0017] Furthermore, the upper web plate located on the outside of the steel box arch rib segment near one end of the arch foot is connected to the arch rib top plate at an obtuse angle, the upper web plate located on the inside of the steel box arch rib segment near one end of the arch foot is vertically connected to the arch rib top plate, the lower web plate located on the outside of the steel box arch rib segment near one end of the arch foot is vertically connected to the arch rib bottom plate, and the lower web plate located on the inside of the steel box arch rib segment near one end of the arch foot is connected to the arch rib bottom plate at an obtuse angle; the upper web plate located on the inside of the steel box arch rib segment near one end of the arch top is connected to the arch rib top plate at an obtuse angle, the upper web plate located on the outside of the steel box arch rib segment near one end of the arch top is vertically connected to the arch rib top plate, the lower web plate located on the inside of the steel box arch rib segment near one end of the arch top is vertically connected to the arch rib bottom plate, and the lower web plate located on the outside of the steel box arch rib segment near one end of the arch top is connected to the arch rib bottom plate at an obtuse angle. By optimizing the distribution and welding the arch rib webs, arch rib top plates and arch rib bottom plates that constitute the steel box arch rib segments, it is possible to ensure that the two arch rib top and bottom plates are coplanar at the intersection node, and to better solve the problems of complex node structure, inconvenient manufacturing and installation, and difficult and reliable welding existing in the intersection nodes of complex hexagonal box-type arch ribs.

[0018] Compared with the prior art, the utility model provides a steel box arch rib cross node structure of a large-span half-through steel box tied arch bridge, which has the following beneficial effects:

[0019] On the one hand, at the intersection node, the utility model adopts the method of replacing curves with straight lines to cross-weld the two steel box arch rib segments at an acute angle, and the arch rib top plates and arch rib bottom plates on the two steel box arch rib segments share the top plate and bottom plate respectively, so that the two arch rib top and bottom plates are coplanar at the intersection node, which improves the stress of the steel box arch rib intersection node, strengthens the integrity and rigidity of the steel box arch rib intersection node, and better solves the problem of uneven stress and insufficient strength of the top and bottom plates of the two arch ribs in large-span space steel box arch ribs, which are difficult to be coplanar at the intersection node.

[0020] On the other hand, the utility model cross-welds two steel box arch rib segments to form an X-shaped steel box arch rib cross node, so that the arch rib webs of the two steel box arch rib segments are cross-connected with each other. The structural continuity ensures the continuity of the arch rib force transmission, ensures that the main load-bearing components do not form stress concentration and stress mutation at the steel box arch rib cross node, and avoids overall damage to the node due to local strength destruction of the node.

[0021] In addition, the utility model also arranges top plate stiffening ribs, bottom plate stiffening ribs, web stiffening ribs, diaphragms, stiffening ring plates, first stiffening plates and second stiffening plates for the internal structure at the intersection nodes of the steel box arch ribs. The web plates of the arch ribs are connected by casting welding with an X-shaped cross-section distribution at the cross-welding positions to achieve splicing transition, thereby enhancing the integrity and rigidity of the intersection nodes of the steel box arch ribs, ensuring that there are no problems with the key force transmission nodes, and better solving the problems of complex node structure, inconvenient manufacturing and installation, and difficult and reliable welding existing in the intersection nodes of complex polygonal box-type arch ribs.

[0022] The utility model innovatively solves the problems of design, production and installation of complex curved surface nodes of special-shaped steel box arch ribs of large-span and large-angle tie arches, thereby solving the problems of arch rib stability and even the stability of the entire bridge faced by large-span and large-angle tie arches when processing X-shaped intersection nodes, forming a new type of node connection method with spatial non-coplanar complex curved surface intersection nodes; and, a breakthrough in the shape of the basket arch is achieved, and the wind-free arch bridge system saves on wind bracing materials, wind bracing processing and hoisting, reduces energy consumption, and the bridge superstructure is more simple and smooth, with a better landscape effect. BRIEF DESCRIPTION OF THE DRAWINGS

[0023] In order to more clearly illustrate the embodiments of the utility model or the technical solutions in the prior art, the drawings required for use in the embodiments or the description of the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the utility model. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying creative labor.

[0024] Figure 1 It is a three-dimensional structural schematic diagram of the utility model;

[0025] Figure 2 for Figure 1 The expanded view along the AA direction;

[0026] Figure 3 for Figure 1 The expanded view along the BB direction;

[0027] Figure 4 is the plane distribution diagram of the stiffening ring plate;

[0028] Figure 5 It is a structural schematic diagram of the arch rib top plate;

[0029] Figure 6 It is the structural schematic diagram of the arch rib bottom plate;

[0030] Figure 7 The schematic diagram of the arrangement of the top plate stiffening ribs;

[0031] Figure 8Schematic diagram of the distribution of stiffening ring plates in the diamond-shaped cavity;

[0032] Fig. 9 Schematic diagram of the welding connection of the arch rib webs of two steel box arch rib segments at the intersection.

[0033] Figure numerals: 1. steel box arch rib segment; 11. arch rib top plate; 111. top plate stiffening rib; 12. arch rib bottom plate; 121. bottom plate stiffening rib; 13. arch rib web; 131. upper web; 132. lower web; 133. web stiffening rib; 14. diaphragm; 15. stiffening ring plate; 16. casting; 161. fixing plate; 162. connecting plate; 17. first reinforcement plate; 18. second reinforcement plate; 2. diamond cavity; 3. disconnection seam. DETAILED DESCRIPTION

[0034] The technical solution of the utility model will be described clearly and completely below. Obviously, the described embodiments are only part of the embodiments of the utility model, not all of them. Based on the embodiments of the utility model, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the utility model.

[0035] In the description of the present invention, it should be understood that the terms "center", "longitudinal", "lateral", "length", "width", "thickness", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inside", "outside", "clockwise", "counterclockwise", "axial", "radial", "circumferential" and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the accompanying drawings, and are only for the convenience of describing the present invention and simplifying the description, and do not indicate or imply that the referred device or element must have a specific orientation, be constructed and operated in a specific orientation, and therefore should not be understood as a limitation on the present invention.

[0036] In addition, the terms "first" and "second" are used for descriptive purposes only and should not be understood as indicating or implying relative importance or implicitly indicating the number of the indicated technical features. Therefore, the features defined as "first" and "second" may explicitly or implicitly include one or more of the features. In the description of the present utility model, the meaning of "plurality" is two or more, unless otherwise clearly and specifically defined.

[0037] In the present invention, unless otherwise clearly specified and limited, the terms "installed", "connected", "connected", "fixed" and the like should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection, a direct connection, or an indirect connection through an intermediate medium, it can be the internal connection of two elements or the interaction relationship between two elements. For ordinary technicians in this field, the specific meanings of the above terms in the present invention can be understood according to specific circumstances.

[0038] In the present utility model, unless otherwise clearly specified and limited, a first feature being "above" or "below" a second feature may mean that the first feature is in direct contact with the second feature, or the first feature and the second feature are in indirect contact through an intermediate medium. Moreover, a first feature being "above", "above" and "above" a second feature may mean that the first feature is directly above or obliquely above the second feature, or simply means that the first feature is higher in level than the second feature. A first feature being "below", "below" and "below" a second feature may mean that the first feature is directly below or obliquely below the second feature, or simply means that the first feature is lower in level than the second feature.

[0039] The present invention is further described in detail below through detailed embodiments and in conjunction with the accompanying drawings.

[0040] Please refer to Figures 1 to 9The present embodiment provides a steel box arch rib cross node structure of a long-span half-through steel box tied arch bridge, including a steel box arch rib cross node that is distributed in an X-shape as a whole, wherein the steel box arch rib cross node is formed by two symmetrically distributed steel box arch rib segments 1 cross-welded at an acute angle, wherein the steel box arch rib segment 1 adopts a hexagonal special-shaped cross-section hollow steel box arch rib structure; the steel box arch rib segment 1 includes an arch rib top plate 11 and an arch rib bottom plate 12 that are distributed in parallel, and two arch rib bottom plates 12 that are connected to the arch rib top plate 11 and the arch rib bottom plate 12, respectively. The two arch rib webs 13 between the arch rib bottom plate 12 include an upper web 131 and a lower web 132 connected at an obtuse angle, the upper parts of the two upper webs 131 are respectively welded to the arch rib top plate 11, and the lower parts of the two lower webs 132 are respectively welded to the arch rib bottom plate 12; the arch rib top plates 11 of the two steel box arch rib segments 1 share a top plate distributed in an X shape, and the arch rib bottom plates 12 of the two steel box arch rib segments 1 share a bottom plate distributed in an X shape. On the one hand, at the intersection node, since the two steel box arch rib segments are cross-welded at an acute angle by replacing the curve with a straight line, and the arch rib top plate and arch rib bottom plate on the two steel box arch rib segments share the top plate and bottom plate respectively, the top and bottom plates of the two arch ribs are coplanar at the intersection node, which improves the force of the steel box arch rib intersection node, strengthens the integrity and stiffness of the steel box arch rib intersection node, and better solves the problem of uneven force and insufficient strength of the top and bottom plates of the two arch ribs in the large-span space steel box arch ribs. On the other hand, by cross-welding the two steel box arch rib segments to form an X-shaped steel box arch rib intersection node, the arch rib webs of the two steel box arch rib segments are cross-connected with each other, and the structural continuity ensures the continuity of the arch rib force transmission, ensuring that the main force-bearing components do not form stress concentration and stress mutation at the steel box arch rib intersection node, avoiding overall damage to the node due to local strength destruction of the node.

[0041] As an improved implementation, refer to Figures 1 to 9 The inner cavity of the steel box arch rib segment 1 is provided with a plurality of parallel stiffening ribs, and each stiffening rib extends and distributes along the length direction of the steel box arch rib segment 1. By providing the stiffening ribs, the rigidity of the steel box arch rib segment can be improved, and the warping deformation of the arch rib top plate, arch rib bottom plate, and arch rib web can be avoided.

[0042] In some specific embodiments, the stiffening ribs include top plate stiffening ribs 111, bottom plate stiffening ribs 121, and web stiffening ribs 133, the top plate stiffening ribs 111 are vertically connected to the inner surface of the arch rib top plate 11, the bottom plate stiffening ribs 121 are vertically connected to the inner surface of the arch rib bottom plate 12, and the web stiffening ribs 133 are vertically connected to the inner surface of the arch rib web 13. In this way, the stiffness of the arch rib top plate, arch rib bottom plate, and arch rib web can be better improved.

[0043] As an improved implementation, refer to Figure 1 to Figure 3 The inner cavity of the steel box arch rib segment 1 is provided with a plurality of transverse diaphragms 14 with openings in the middle, each transverse diaphragm 14 is spaced apart along the length direction of the steel box arch rib segment 1 and is vertically distributed with the arch rib top plate 11 and the arch rib bottom plate 12, and the outer peripheral edge of the transverse diaphragm 14 is welded to the inner surface of the steel box arch rib segment 1. By providing a plurality of vertically distributed transverse diaphragms, the torsion resistance of the steel box arch rib intersection node can be increased.

[0044] As an example, the spacing between the diaphragms is 1.5m and the thickness is 20mm. In other specific implementations, the thickness and spacing of the diaphragms can be flexibly adjusted according to actual projects.

[0045] In some specific implementations, the diaphragm 14 is respectively vertically connected to the top plate stiffening rib 111, the bottom plate stiffening rib 121, and the web stiffening rib 133. In this way, the structure has good continuity, which can ensure the continuity of the arch rib force transmission, increase the overall strength, and avoid the formation of stress concentration and stress mutation.

[0046] refer to Figures 1 to 9 In this embodiment, the webs of the two steel box arch rib segments 1 form a diamond-shaped cavity 2 at the intersection. As an improved implementation method, Figure 4 and Figure 8 As shown, a plurality of stiffening ring plates 15 with openings in the middle are arranged inside the rhombus-shaped cavity 2, and each stiffening ring plate 15 is respectively arranged parallel to the arch rib top plate 11 and the arch rib bottom plate 12, and the outer peripheral edge of the stiffening ring plate 15 is welded to the inner surface of the arch rib web plate 13 located at the rhombus-shaped cavity 2. Since the arch rib section at the intersection node is changed from being stressed by two arch ribs to being stressed by the intersection node alone, the stressed section is weakened. Therefore, by arranging stiffening ring plates in the rhombus-shaped cavity, the integrity and rigidity of the cross node of the steel box arch rib can be improved.

[0047] As an example, there are 10 stiffening ring plates from top to bottom. In some other specific implementations, the number of stiffening ring plates can be flexibly adjusted according to actual projects.

[0048] In some specific embodiments, the stiffening ring plates may be distributed corresponding to the web stiffening ribs located on the web of the arch rib.

[0049] As an improved implementation, refer to Figure 4 and Figure 7 Disconnection seams 3 are provided between the top plate stiffening rib 111 and the arch rib web 13 located at the diamond cavity 2, between the bottom plate stiffening rib 121 and the arch rib web 13 located at the diamond cavity 2, and between the web stiffening rib 133 and the arch rib web 13 located at the diamond cavity 2 to avoid weld intersection and stress concentration.

[0050] As an example, the width of the disconnection seam is 30 mm. In some other specific implementations, the width of the disconnection seam can be flexibly adjusted according to actual projects.

[0051] As an example, the top plate stiffening ribs, bottom plate stiffening ribs and web stiffening ribs are all I-type longitudinal stiffening ribs; wherein, the top plate stiffening ribs and bottom plate stiffening ribs have a size of 360mm high and 30mm thick, four of each are provided, and the spacing is 600mm; each arch rib web stiffening rib is provided with 11 web stiffening ribs, with a size of 300mm high and 30mm thick, and the spacing is 545mm. In some other specific implementations, the specific specifications and distribution of the top plate stiffening ribs, bottom plate stiffening ribs and web stiffening ribs can be flexibly adjusted according to the actual project.

[0052] As an improved implementation, refer to Figure 4 , Figure 7 and Fig. 9 The arch rib webs 13 of the two steel box arch rib segments 1 are welded and connected at the cross-welding position by using a casting 16 with an X-shaped cross-section distribution. Since the angle of the arch rib web at the cross-welding position is acute, it is not easy to weld and difficult to detect. Therefore, the arch rib web is welded and connected by using a casting with an X-shaped cross-section distribution to achieve splicing transition, eliminating the weak welding nodes existing when the web angle is acute, ensuring that there are no problems with the key force transmission nodes, strengthening the integrity and rigidity of the cross-nodes of the steel box arch ribs, and better solving the problems of complex node structure, inconvenient manufacturing and installation, and difficult welding at the intersection nodes of complex polygonal box-shaped arch ribs.

[0053] In some specific embodiments, Fig. 9 As shown, the casting 16 includes a fixed plate 161 and four connecting plates 162 that are integrally formed and connected, and two connecting plates 162 are symmetrically connected to the two ends of the fixed plate 161. The angle between the two connecting plates at the same end can be flexibly set according to the angle of the cross-welded arch rib webs in actual engineering. By welding the arch rib webs to the connecting plates, it is convenient to perform welding construction at the cross-welding position and make the connection more secure, and it is easy to check the effect of the weld.

[0054] As an improved implementation, refer to Figure 1 , Figure 5 to Figure 7The top plate and the bottom plate are respectively provided with first reinforcing plates 17 extending at both ends along the length direction of the steel box arch rib intersection node, and the first reinforcing plates 17 are located at the acute angle of the steel box arch rib intersection node distributed in an X shape; the top plate and the bottom plate are respectively provided with second reinforcing plates 18 extending at both ends along the width direction of the steel box arch rib intersection node, and the second reinforcing plates 18 are located at the obtuse angle of the steel box arch rib intersection node distributed in an X shape. By extending the first reinforcing plate and the second reinforcing plate, the force-bearing section is strengthened, and the integrity and rigidity of the steel box arch rib intersection node can be improved.

[0055] In some specific embodiments, the outer side walls of the first reinforcing plate 17 and the second reinforcing plate 18 are both configured as arc-shaped surfaces and are tangent to the outer surface of the arch rib web 13 , thereby improving the appearance.

[0056] In some specific embodiments, reference Figure 1 to Figure 3 The upper web 131 located on the outer side of the steel box arch rib segment 1 near one end of the arch foot is connected to the arch rib top plate 11 at an obtuse angle, the upper web 131 located on the inner side of the steel box arch rib segment 1 near one end of the arch foot is vertically connected to the arch rib top plate 11, the lower web 132 located on the outer side of the steel box arch rib segment 1 near one end of the arch foot is vertically connected to the arch rib bottom plate 12, and the lower web 132 located on the inner side of the steel box arch rib segment 1 near one end of the arch foot is connected to the arch rib bottom plate 12 at an obtuse angle. The upper web 131 located on the inner side of the steel box arch rib segment 1 near one end of the arch is connected to the arch rib top plate 11 at an obtuse angle, the upper web 131 located on the outer side of the steel box arch rib segment 1 near one end of the arch is vertically connected to the arch rib top plate 11, the lower web 132 located on the inner side of the steel box arch rib segment 1 near one end of the arch is vertically connected to the arch rib bottom plate 12, and the lower web 132 located on the outer side of the steel box arch rib segment 1 near one end of the arch is connected to the arch rib bottom plate 12 at an obtuse angle. By optimizing the distribution and welding and fixing the arch rib webs, arch rib top plates and arch rib bottom plates constituting the steel box arch rib segment, it can ensure that the two arch rib top and bottom plates are coplanar at the intersection node, and can better solve the problems of complex node structure, inconvenient manufacturing and installation, and difficult welding at the intersection node of complex hexagonal box arch ribs.

[0057] As an example, the obtuse angle is set to 106.85 degrees. By calculation, the angle between the plane where the steel box arch rib intersection node is located and the arch axis plane is 73.15°, and the obtuse angle is adjusted to 180°-73.15°=106.85° to ensure that the arch rib top plate and the arch rib bottom plate on the two steel box arch rib segments can be coplanar at the intersection node. In some other specific implementations, the value of the obtuse angle can be flexibly adjusted according to the actual project.

[0058] In some specific implementations, the thickness of the arch rib bottom plate, the arch rib top plate and the arch rib web is set to 30 mm to 50 mm. As an example, the thickness of the arch rib bottom plate and the arch rib top plate is thickened to 44 mm, and the thickness of the arch rib web is also thickened to 44 mm. In some other specific implementations, the thickness of the arch rib bottom plate, the arch rib top plate and the arch rib web can be flexibly adjusted according to the actual project.

[0059] In some specific embodiments, reference Figure 1 , Figure 5 and Figure 6 , through calculation, it is obtained that the acute angle of the cross welding of the two steel box arch rib segments is 25.815°~30.651°; among them, the acute angle formed by the top plate at one end close to the arch top direction is 25.815°, and the corresponding outer side wall of the first reinforcing plate is set to an arc surface with a radius of 1000mm; the acute angle formed by the top plate at one end close to the arch foot direction is 29.349°, and the corresponding outer side wall of the first reinforcing plate is set to an arc surface with a radius of 1000mm; the acute angle formed by the bottom plate at one end close to the arch top direction is 25.924°, and the corresponding outer side wall of the first reinforcing plate is set to an arc surface with a radius of 500mm; the acute angle formed by the bottom plate at one end close to the arch foot direction is 30.651°, and the corresponding outer side wall of the first reinforcing plate is set to an arc surface with a radius of 2000mm. In some other specific implementations, the acute angle of the cross welding of two steel box arch rib segments can be flexibly adjusted according to actual engineering.

[0060] The utility model innovatively solves the problems of design, production and installation of complex curved surface nodes of special-shaped steel box arch ribs of large-span and large-angle tie arches, thereby solving the problems of arch rib stability and even the stability of the entire bridge faced by large-span and large-angle tie arches when processing X-shaped intersection nodes, forming a new type of node connection method with spatial non-coplanar complex curved surface intersection nodes; and, a breakthrough in the shape of the basket arch is achieved, and the wind-free arch bridge system saves on wind bracing materials, wind bracing processing and hoisting, reduces energy consumption, and the bridge superstructure is more simple and smooth, with a better landscape effect.

[0061] In some specific application examples, the steel box arch rib cross-node structure of the utility model can be applied to the Xihuahai Bridge, which is a flying swallow-type three-span mid-span tie-arch bridge. The connection of the two steel box arch ribs at the cross-node is achieved by connecting the two ends of the steel box arch rib cross-node structure toward the arch crown and the arch foot to adjacent steel box arch rib segments respectively and maintaining the consistency of the cross-section.

[0062] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, improvements, etc. made within the spirit and principles of the present invention should be included in the protection scope of the present invention.

[0063] In addition, it should be understood that although the present specification is described according to implementation modes, not every implementation mode contains only one independent technical solution. This description of the specification is only for the sake of clarity. Those skilled in the art should regard the specification as a whole. The technical solutions in each embodiment may also be appropriately combined to form other implementation modes that can be understood by those skilled in the art.

Claims

1. A steel box arch rib cross node structure of a long-span half-through steel box tied arch bridge, comprising steel box arch rib cross nodes that are distributed in an X shape as a whole, characterized in that: The steel box arch rib cross node is formed by two symmetrically distributed steel box arch rib segments cross-welded at an acute angle, and the steel box arch rib segment adopts a hexagonal special-shaped cross-section hollow steel box arch rib structure; the steel box arch rib segment includes a parallel distributed arch rib top plate and an arch rib bottom plate, and two arch rib webs respectively connected between the arch rib top plate and the arch rib bottom plate, and the arch rib webs include an upper web and a lower web connected at an obtuse angle, the upper parts of the two upper webs are respectively welded to the arch rib top plate, and the lower parts of the two lower webs are respectively welded to the arch rib bottom plate; the arch rib top plates of the two steel box arch rib segments share a top plate distributed in an X shape, and the arch rib bottom plates of the two steel box arch rib segments share a bottom plate distributed in an X shape.

2. The steel box arch rib cross node structure according to claim 1, characterized in that: A plurality of parallel distributed stiffening ribs are arranged in the inner cavity of the steel box arch rib segment, and each stiffening rib is extended and distributed along the length direction of the steel box arch rib segment.

3. The steel box arch rib intersection node structure according to claim 2 is characterized in that: The stiffening ribs include top plate stiffening ribs, bottom plate stiffening ribs and web stiffening ribs, the top plate stiffening ribs are vertically connected to the inner surface of the arch rib top plate, the bottom plate stiffening ribs are vertically connected to the inner surface of the arch rib bottom plate, and the web stiffening ribs are vertically connected to the inner surface of the arch rib web.

4. The steel box arch rib cross node structure according to claim 3 is characterized in that: A plurality of transverse partitions with openings in the middle are provided in the inner cavity of the steel box arch rib segment. The transverse partitions are spaced apart along the length direction of the steel box arch rib segment and are perpendicular to the arch rib top plate and the arch rib bottom plate. The outer peripheral edges of the transverse partitions are welded to the inner surface of the steel box arch rib segment.

5. The steel box arch rib cross node structure according to claim 4, characterized in that: The transverse diaphragm is vertically connected to the top plate stiffening rib, the bottom plate stiffening rib and the web plate stiffening rib respectively.

6. The steel box arch rib cross node structure according to claim 3, characterized in that: The arch rib webs of the two steel box arch rib segments form a diamond-shaped cavity at the intersection, and a plurality of stiffening ring plates with an opening in the middle are arranged inside the diamond-shaped cavity. Each stiffening ring plate is distributed parallel to the arch rib top plate and the arch rib bottom plate, and the outer peripheral edge of the stiffening ring plate is welded to the inner surface of the arch rib web located at the diamond-shaped cavity.

7. The steel box arch rib cross node structure according to claim 6, characterized in that: Disconnection seams are arranged between the top plate stiffening rib and the arch rib web located at the diamond cavity, between the bottom plate stiffening rib and the arch rib web located at the diamond cavity, and between the web stiffening rib and the arch rib web located at the diamond cavity.

8. The steel box arch rib intersection node structure according to any one of claims 1 to 7, characterized in that: The arch rib webs of the two steel box arch rib segments are connected by welding of castings with X-shaped cross-section distribution at the cross-welding positions.

9. The steel box arch rib intersection node structure according to any one of claims 1 to 7, characterized in that: The top plate and the bottom plate are respectively provided with first reinforcing plates extending at both ends along the length direction of the steel box arch rib intersection node, and the first reinforcing plates are located at the acute angle of the steel box arch rib intersection node distributed in an X shape; the top plate and the bottom plate are respectively provided with second reinforcing plates extending at both ends along the width direction of the steel box arch rib intersection node, and the second reinforcing plates are located at the obtuse angle of the steel box arch rib intersection node distributed in an X shape.

10. The steel box arch rib intersection node structure according to any one of claims 1 to 7, characterized in that: The upper web plate located on the outside of the steel box arch rib segment near one end of the arch foot is connected to the arch rib top plate at an obtuse angle, the upper web plate located on the inside of the steel box arch rib segment near one end of the arch foot is vertically connected to the arch rib top plate, the lower web plate located on the outside of the steel box arch rib segment near one end of the arch foot is vertically connected to the arch rib bottom plate, and the lower web plate located on the inside of the steel box arch rib segment near one end of the arch foot is connected to the arch rib bottom plate at an obtuse angle; the upper web plate located on the inside of the steel box arch rib segment near one end of the arch top is connected to the arch rib top plate at an obtuse angle, the upper web plate located on the outside of the steel box arch rib segment near one end of the arch top is vertically connected to the arch rib top plate, the lower web plate located on the inside of the steel box arch rib segment near one end of the arch top is vertically connected to the arch rib bottom plate, and the lower web plate located on the outside of the steel box arch rib segment near one end of the arch top is connected to the arch rib bottom plate at an obtuse angle.

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