Sequential connection combined structure of steel bridge tower and steel truss web member

Abstract

The utility model relates to a sequential connection combined structure of a steel bridge tower and a steel truss web member. The existing cable-stayed bridge has the problem that a steel bridge tower with a larger size and a steel truss web member with a smaller size cannot be smoothly connected. The structure comprises a steel bridge tower and a steel truss girder, and the bottom end of the steel bridge tower is fixed to the top of an upper chord of the steel truss girder and vertically corresponds to a web member of the steel truss girder; the longitudinal length of the bottom of the steel bridge tower is gradually reduced from top to bottom, and the longitudinal length of the bottom end of the steel bridge tower is the same as that of the steel truss web member. On the premise that the longitudinal size of the anchoring area on the upper portion of the steel bridge tower is kept unchanged, the space requirement for anchoring and tensioning of the stay cables is met, and the longitudinal size of the lower portion of the steel bridge tower is linearly decreased gradually from the lowest stay cable and finally decreased to be the same as the longitudinal size of the web member of the steel truss girder. The huge vertical axial force of the steel bridge tower is smoothly transmitted to the steel truss girder web member and then transmitted to the support and the bridge pier, and the stress of the steel bridge tower and the steel truss girder web member is effectively improved.

Description

Technical Field

[0001] The utility model relates to the technical field of bridge construction, and particularly relates to a smooth connection combined structure between a steel bridge tower and a web member of a steel truss girder. Background Art

[0002] A cable-stayed bridge is composed of stay cables, a bridge tower and a main girder. The main girder is obliquely stayed on the bridge tower by a number of high-strength stay cables. The stay cables enable the main girder to be subjected to pressure and upward elastic support reaction forces, greatly enhancing the spanning ability of the bridge. An anchorage structure for stay cables needs to be provided on the bridge tower of the cable-stayed bridge. In some actual working conditions, steel tendons even need to be tensioned inside the bridge tower. Therefore, the bridge tower of the cable-stayed bridge needs to have a certain longitudinal length to meet the dimensional space requirements for setting the anchorage structure of the stay cables or the operating space requirements for tensioning the steel tendons with a jack.

[0003] However, when the bridge tower adopts a steel bridge tower, the main girder adopts a steel truss girder, and the structural system adopts a cable-stayed bridge structure with the tower and girder rigidly connected, the connection between the steel bridge tower and the steel truss girder becomes a key stress-bearing part. Generally, there is a large difference in the longitudinal length between the longitudinal length of the steel bridge tower and the vertical web member at the connection with the steel truss girder. The large-sized steel bridge tower and the small-sized web member of the steel truss girder cannot be smoothly connected, making the vertical axial force of the steel bridge tower unable to be quickly transmitted to the support, affecting the stress performance of the structural system.

[0004] Therefore, it is necessary to propose new measures to overcome the above defects. Summary of the Invention

[0005] The purpose of the utility model is to provide a smooth connection combined structure between a steel bridge tower and a web member of a steel truss girder, so as to at least solve the problem that the large-sized steel bridge tower and the small-sized web member of the steel truss girder cannot be smoothly connected at present.

[0006] In order to achieve the above purpose, the technical solution adopted by the utility model is as follows:

[0007] A smooth connection combined structure between a steel bridge tower and a web member of a steel truss girder, the structure comprising a steel bridge tower and a steel truss girder, wherein the bottom end of the steel bridge tower is fixed to the top of the upper chord of the steel truss girder and corresponds to the web member of the steel truss girder up and down;

[0008] The transverse width of the steel bridge tower is the same from top to bottom, the longitudinal length of the bottom of the steel bridge tower decreases from top to bottom, and the longitudinal length of the bottom end of the steel bridge tower is the same as the longitudinal length of the web member of the steel truss girder.

[0009] Further, the steel bridge tower comprises two transverse side tower walls of the steel bridge tower and two longitudinal side tower walls of the steel bridge tower;

[0010] The transverse side tower walls of the steel bridge tower are arranged vertically, and the bottom ends of the transverse side tower walls of the steel bridge tower are fixed to the top of the web member of the steel truss girder;

[0011] The longitudinal side tower walls of the steel bridge tower are arranged vertically, and the bottom thereof has an inwardly inclined inward-receiving wall plate, and the bottom end of the inward-receiving wall plate is fixed to the top of the web member of the steel truss girder.

[0012] Further, the inward-receiving wall plates on both longitudinal sides are symmetrical to each other;

[0013] The bottom ends of the inward-receiving wall plates on both longitudinal sides are vertically corresponding to the longitudinal side boundaries of the web member of the steel truss girder.

[0014] Further, a vertically and horizontally arranged closing plate is provided on the outer side of the inward-receiving wall plate.

[0015] Further, the closing plate is rectangular, the top end of the closing plate is fixed to the connection part of the longitudinal side tower wall of the steel bridge tower and the inward-receiving wall plate, and the bottom end of the closing plate is fixed to the top of the upper chord member of the steel truss girder.

[0016] Further, the stay cables are anchored on the longitudinal side tower wall of the steel bridge tower, and the connection part of the longitudinal side tower wall of the steel bridge tower and the inward-receiving wall plate is located below the bottom stay cable.

[0017] Further, longitudinal and vertically arranged stiffening rib plates are provided between the inward-receiving wall plate and the closing plate.

[0018] Further, the stiffening rib plates are triangular, the longitudinal front and rear sides of the stiffening rib plates are respectively fixed to the inward-receiving wall plate and the closing plate, and the bottom ends of the stiffening rib plates are fixed to the top of the upper chord member of the steel truss girder.

[0019] Further, the bottom end of the closing plate has a chamfered surface that bends outward.

[0020] Further, the bottom end of the transverse side tower wall of the steel bridge tower has an enlarged bending part corresponding to the chamfered surface.

[0021] Compared with the prior art, the beneficial effects of the present utility model are as follows:

[0022] The present utility model provides a smooth connection combination structure of a steel bridge tower and a web member of a steel truss girder. On the premise of keeping the longitudinal dimension of the upper anchorage area of the steel bridge tower unchanged, it meets the spatial requirements for the anchorage and tensioning of the stay cables. Starting from the bottommost stay cable, the longitudinal dimension of the lower part of the steel bridge tower decreases linearly until it finally reduces to the same as the longitudinal dimension of the web member of the steel truss girder, enabling the huge vertical axial force of the steel bridge tower to be smoothly transmitted to the web member of the steel truss girder and then to the bearing and the bridge pier, effectively improving the stress of the steel bridge tower and the web member of the steel truss girder, reducing the secondary internal force of the structure, and meeting the service function and appearance requirements. Description of the Drawings

[0023] To more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the following will briefly introduce the accompanying drawings required for the description of the embodiments or the prior art. Obviously, the accompanying drawings in the following description are only some embodiments of the present invention. For those of ordinary skill in the art, without creative efforts, other drawings of embodiments can be obtained based on these drawings.

[0024] Figure 1 is the elevation view of the cable-stayed bridge of the present invention.

[0025] Figure 2 is the elevation view of the steel bridge tower and the web members of the steel truss girder of the present invention.

[0026] Figure 3 is the cross-sectional view of the standard section of the upper anchorage area of the steel bridge tower.

[0027] Figure 4 is the cross-sectional view of the inwardly tapered section of the lower tower wall of the steel bridge tower.

[0028] The labels in the figure are as follows:

[0029] 1 - steel bridge tower, 2 - stay cable, 3 - upper chord member of steel truss girder, 4 - web member of steel truss girder, 5 - pier, 6 - bottom stay cable, 7 - welding joint between steel bridge tower and steel truss girder, 8 - inwardly tapered wall panel, 9 - closing plate, 10 - lateral tower wall of steel bridge tower, 11 - longitudinal tower wall of steel bridge tower, 12 - steel truss girder, 13 - stiffening rib plate. Detailed implementation manners

[0030] To facilitate the understanding of the present invention, the following will describe the present invention more comprehensively with reference to the relevant accompanying drawings. The preferred embodiments of the present invention are shown in the accompanying drawings. However, the present invention can be implemented in many different forms and is not limited to the embodiments described herein. On the contrary, the purpose of providing these embodiments is to make the disclosure of the present invention more thorough and comprehensive.

[0031] In the description of the present invention, it should be understood that the orientation or positional relationship indicated by the terms "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", "longitudinal", "lateral", etc. is based on the orientation or positional relationship shown in the accompanying drawings, and is only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore should not be construed as a limitation to the present invention.

[0032] In the description of the present utility model, it should be noted that unless otherwise clearly specified and defined, terms such as "connection" and "setting" should be understood in a broad sense. For example, it can be fixedly connected and set, or detachably connected and set, or integrally connected and set. For those of ordinary skill in the art, the specific meanings of the above terms in the present utility model can be understood according to specific circumstances.

[0033] In the specific embodiment, the longitudinal direction of the cable-stayed bridge is defined as the longitudinal direction, and the direction perpendicular thereto is defined as the transverse direction.

[0034] As Figure 1 , the cable-stayed bridge involved in the present utility model includes a bridge tower, a main girder, and stay cables 2. Among them, the bridge tower is a steel bridge tower 1, which includes two steel bridge tower transverse side walls 10 and two steel bridge tower longitudinal side walls 11, both of which are vertically arranged and have a rectangular horizontal cross-section. The main girder is a steel truss girder 12, which includes a steel truss girder upper chord 3, a steel truss girder web member 4, a steel truss girder lower chord, and a steel truss girder diagonal member. The stay cables 2 are anchored on the steel bridge tower longitudinal side walls 11, and the bottom ends are fixed to the steel truss girder upper chord 3.

[0035] As Figure 2 , the bottom end of the steel bridge tower 1 is fixed to the top of the steel truss girder upper chord 3 and corresponds to the steel truss girder web member 4 up and down. The transverse width of the steel bridge tower 1 from top to bottom is the same, and the longitudinal length of the upper part of the steel bridge tower 1 from top to bottom is the same. When reaching the bottom of the steel bridge tower 1, its longitudinal length linearly decreases from top to bottom until the longitudinal length of the bottom end of the steel bridge tower 1 is the same as the longitudinal length of the steel truss girder web member 4.

[0036] Specifically, the bottom end of the steel bridge tower transverse side wall 10 is fixed to the top of the steel truss girder web member 4. The bottom of the steel bridge tower longitudinal side wall 11 has an inwardly inclined inwardly retracted wall panel 8, and the bottom end of the inwardly retracted wall panel 8 is fixed to the top of the steel truss girder web member 4. The connection between the steel bridge tower longitudinal side wall 11 and the inwardly retracted wall panel 8 is located below the bottom stay cable 6. The inwardly retracted wall panels 8 on both longitudinal sides are symmetrical to each other, and the bottom ends of the inwardly retracted wall panels 8 on both longitudinal sides correspond to and are smoothly connected to the longitudinal two-side boundaries of the steel truss girder web member 4. The huge axial force of the steel bridge tower 1 is smoothly transmitted to the steel truss girder web member 4, and then transmitted to the bearing and the bridge pier 5, which can effectively improve the stress of the steel bridge tower 1 and the steel truss girder web member 4, reduce the size of the steel truss girder web member 4, so that the cross-sectional dimension of the steel truss girder web member 4 is smaller than that in the length direction, reduce the secondary internal force of the structure, and meet the use function and appearance requirements.

[0037] A vertically and horizontally arranged closing plate 9 is provided on the outer side of the inwardly retracted wall panel 8, which can close the gaps on both front and back sides. Specifically, the closing plate 9 is rectangular and includes two front and back ones. The top end of the closing plate 9 is fixed to the connection between the steel bridge tower longitudinal side wall 11 and the inwardly retracted wall panel 8, and the bottom end of the closing plate 9 is fixed to the top of the steel truss girder upper chord 3.

[0038] In the structure of the present utility model, as Figure 3 , the longitudinal length of the transverse side tower wall 10 of the steel bridge tower remains unchanged, and the longitudinal distance between the longitudinal side tower walls 11 of the steel bridge tower on the front and rear sides remains unchanged. This enables the horizontal cross-section of the standard section of the upper anchorage area of the steel bridge tower to remain unchanged from top to bottom, providing space for the anchorage and maintenance of the stay cables 2. As Figure 4 , starting from the bottom stay cable 6, the longitudinal side tower walls 11 of the steel bridge tower are bent inward, that is, the inner receiving wall plate 8 at the bottom is inclined inward, and the longitudinal distance between the front and rear sides begins to linearly decrease until it is the same as the distance between the front and rear wall plates corresponding to the steel truss web member 4 and is vertically corresponding. The planar dimensions of the steel bridge tower 1 and the steel truss web member 4 are the same at the upper chord member 3 of the steel truss.

[0039] Each component of the present utility model is connected by welding (or bolts), and the surface is smooth. At the same time, due to the setting of the inner receiving wall plate 8, notches are formed at the bottom of the front and rear sides of the steel bridge tower 1. After being closed by the closing plate 9, it does not affect the aesthetic coordination of the overall appearance.

[0040] In some embodiments, longitudinal and vertically arranged stiffening rib plates 13 can also be provided between the inner receiving wall plate 8 and the closing plate 9. The stiffening rib plates 13 are triangular. The longitudinal front and rear sides of the stiffening rib plates 13 are respectively fixed to the inner receiving wall plate 8 and the closing plate 9, and the bottom end of the stiffening rib plates 13 is fixed to the top of the upper chord member 3 of the steel truss.

[0041] In some embodiments, the bottom end of the closing plate 9 also has a chamfered surface that bends outward and smoothly transitions to the top of the upper chord member 3 of the steel truss. Correspondingly, the bottom end of the transverse side tower wall 10 of the steel bridge tower has an enlarged bending portion corresponding to the chamfered surface to enclose this part of the space. Such a structure can effectively avoid stress concentration and maintain the structural integrity.

[0042] The present utility model optimizes the structure of the connection node between the steel bridge tower 1 and the steel truss 12. The large-sized steel bridge tower is reasonably connected to the small-sized steel truss web member, and the huge vertical axial force is smoothly transmitted downward, achieving the purpose of effectively improving the overall force.

[0043] The above uses specific examples to elaborate on the present utility model, which is only used to help understand the present utility model and is not intended to limit the present utility model. For those skilled in the technical field to which the present utility model belongs, based on the idea of the present utility model, several simple deductions, deformations or substitutions can also be made.

Claims

1. A seamless connection and combined structure of a steel bridge tower and a web member of a steel truss girder, characterized in that: The structure includes a steel bridge tower (1) and a steel truss girder (12). The bottom end of the steel bridge tower (1) is fixed to the top of the upper chord member (3) of the steel truss girder and corresponds vertically to the web member (4) of the steel truss girder. The steel bridge tower (1) has the same lateral width from top to bottom. The longitudinal length of the bottom of the steel bridge tower (1) decreases from top to bottom, and the longitudinal length of the bottom end of the steel bridge tower (1) is the same as the longitudinal length of the web member (4) of the steel truss girder.

2. The seamless connection and combined structure of a steel bridge tower and a web member of a steel truss girder according to claim 1, characterized in that: The steel bridge tower (1) includes two lateral tower walls (10) of the steel bridge tower and two longitudinal tower walls (11) of the steel bridge tower; The lateral tower walls (10) of the steel bridge tower are arranged vertically, and the bottom ends of the lateral tower walls (10) of the steel bridge tower are fixed to the top of the web member (4) of the steel truss girder; The longitudinal tower walls (11) of the steel bridge tower are arranged vertically, and the bottom thereof has an inwardly inclined inner receiving wall plate (8). The bottom end of the inner receiving wall plate (8) is fixed to the top of the web member (4) of the steel truss girder.

3. The seamless connection and combined structure of a steel bridge tower and a web member of a steel truss girder according to claim 2, characterized in that: The inner receiving wall plates (8) on both longitudinal sides are symmetrical to each other; The bottom ends of the inner receiving wall plates (8) on both longitudinal sides correspond vertically to the longitudinal side boundaries of the web member (4) of the steel truss girder.

4. The seamless connection and combined structure of a steel bridge tower and a web member of a steel truss girder according to claim 3, characterized in that: A vertically and horizontally arranged closing plate (9) is provided on the outer side of the inner receiving wall plate (8).

5. The seamless connection and combined structure of a steel bridge tower and a web member of a steel truss girder according to claim 4, characterized in that: The closing plate (9) is rectangular. The top end of the closing plate (9) is fixed to the connection between the longitudinal tower wall (11) of the steel bridge tower and the inner receiving wall plate (8), and the bottom end of the closing plate (9) is fixed to the top of the upper chord member (3) of the steel truss girder.

6. The seamless connection and combined structure of a steel bridge tower and a web member of a steel truss girder according to claim 5, characterized in that: The stay cable (2) is anchored to the longitudinal tower wall (11) of the steel bridge tower, and the connection between the longitudinal tower wall (11) of the steel bridge tower and the inner receiving wall plate (8) is located below the bottom stay cable (6).

7. The seamless connection and combined structure of a steel bridge tower and a web member of a steel truss girder according to claim 6, characterized in that: Longitudinally and vertically arranged stiffening rib plates (13) are provided between the inner receiving wall plate (8) and the closing plate (9).

8. The seamless connection and combined structure of a steel bridge tower and a web member of a steel truss girder according to claim 7, characterized in that: The stiffening rib plate (13) is triangular. The longitudinal front and rear sides of the stiffening rib plate (13) are respectively fixed to the inner receiving wall plate (8) and the closing plate (9), and the bottom end of the stiffening rib plate (13) is fixed to the top of the upper chord member (3) of the steel truss girder.

9. The seamless connection and combined structure of a steel bridge tower and a web member of a steel truss girder according to claim 8, characterized in that: The bottom end of the closing plate (9) has a chamfered surface that bends outward.

10. A seamless connection combined structure of a steel bridge tower and a web member of a steel truss girder according to claim 9, characterized in that: The bottom end of the lateral side tower wall (10) of the steel bridge tower has an enlarged bending part corresponding to the chamfered surface.

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