Bridge steel-concrete joint segment structure with steel shell and method of use thereof

Abstract

The application belongs to the technical field of bridge engineering construction, and provides a bridge steel-concrete joint section structure with a steel shell and a use method thereof, which comprises a steel shell, an opening is arranged at the top of the steel shell, the longitudinal length of the steel shell is greater than the length of a wet joint section, the inner contour of one end of the steel shell is the same as the outer contour of a cantilever concrete beam, the inner wall of the one end of the steel shell is fixedly connected with the outer wall of one end of the cantilever concrete beam close to the wet joint section, the outer contour of the other end of the steel shell is similar to the outer contour of a steel beam, and the other end of the steel shell is fixedly connected with the end surface of one end of the steel beam close to the wet joint section. The steel shell can reduce the construction difficulty, shorten the construction period and improve the construction safety.

Description

TECHNICAL FIELD

[0001] The present application belongs to the technical field of bridge engineering construction, and particularly relates to a bridge steel-concrete joint segment structure with a steel shell and a use method thereof. BACKGROUND

[0002] A hybrid girder bridge is a girder bridge in which a steel girder and a reinforced concrete girder are combined together through a joint to bear loads in the bridge direction. The steel-concrete joint segment is an important component for connecting the concrete girder segment and the steel girder segment in the steel hybrid girder bridge. The steel girder of the steel-concrete joint segment is hoisted to the design height on the cantilever concrete girder by using a trolley or a bridge deck crane, and then the wet joint segment concrete between the concrete girder and the steel girder is poured. In this way, the internal force of the steel hybrid girder bridge can be smoothly transmitted through the steel-concrete joint segment between the steel girder and the concrete girder, avoiding sudden changes in stiffness. Generally, the wet joint segment concrete is heavy, and cannot be supported by the trolley alone. Therefore, a temporary fixing device needs to be additionally provided when the wet joint segment concrete is poured.

[0003] Taking the trolley hoisting as an example, first, the lifting frame of the trolley is lifted to the design position to ensure that the steel girder is directly below the design position, then the lifting frame is connected with the lifting lug of the steel girder, after preparation, the steel girder is lifted to the design height, a cantilever beam is installed as a temporary fixing device of the steel girder, and finally the wet joint segment formwork is erected and the wet joint segment concrete is poured. In order to pour the heavy wet joint segment concrete, the cantilever beam is usually selected to have a large cross section to share the load during pouring of the wet joint segment concrete.

[0004] At present, the steel-concrete joint segment is provided with a cantilever beam as a temporary fixing device before pouring the heavy wet joint segment concrete, and the cantilever beam and the trolley are used to bear the load during pouring of the wet joint segment concrete. The cantilever beam needs to be anchored on the cantilever concrete girder and the steel girder respectively, and after pouring of the wet joint segment concrete, the cantilever beam also needs to be removed for the convenience of the next segment construction, which occupies a large amount of construction time. SUMMARY

[0005] The present application aims to provide a bridge steel-concrete joint segment structure with a steel shell and a use method thereof to solve the above problems and achieve the purposes of reducing construction difficulty, shortening construction period and improving construction safety.

[0006] To achieve the above purposes, the present application provides the following solution: a bridge steel-concrete joint segment structure with a steel shell, comprising:

[0007] a steel shell, the top of the steel shell is provided with an opening, and the longitudinal length of the steel shell is greater than the length of the wet joint segment;

[0008] the inner contour of one end of the steel shell is the same as the outer contour of the cantilever concrete girder, and the inner wall of one end of the steel shell is fixedly connected with the outer wall of one end of the cantilever concrete girder close to the wet joint segment.

[0009] The outer contour of the other end of the steel shell is similar to the outer contour of the steel beam, and the other end of the steel shell is fixedly connected with the end face of the end of the steel beam close to the wet joint section.

[0010] Preferably, the steel shell comprises a flat bottom plate, bottom ends of two vertical webs are fixedly connected with two sides of the flat bottom plate in vertical direction respectively, and top portions of the two vertical webs are fixedly connected with inclined bottom plates respectively.

[0011] Preferably, the wall thicknesses of the flat bottom plate, the vertical web and the inclined bottom plate are the same as the wall thickness of the steel beam.

[0012] Preferably, a plurality of welding studs are fixedly connected with the inner wall of the end of the flat bottom plate and the vertical web close to the cantilever concrete beam, and the plurality of welding studs are fixedly connected with the cantilever concrete beam respectively.

[0013] Preferably, the diameter of the welding stud is 22 mm, the length of the welding stud is 20 mm, and the spacing between two adjacent welding studs is 200 mm.

[0014] Preferably, a plurality of stiffening ribs are fixedly connected with the inner sides of the flat bottom plate and the vertical web in longitudinal direction, and the stiffening ribs are I-shaped ribs.

[0015] Preferably, the rib height of the stiffening rib is 150 mm, and the thickness of the stiffening rib is 12 mm.

[0016] Preferably, the plurality of stiffening ribs on the vertical web are arranged in an unequal spacing manner, and the spacing between two adjacent stiffening ribs gradually decreases from top to bottom.

[0017] The plurality of stiffening ribs on the flat bottom plate are arranged in an equal spacing manner, and the spacing between two adjacent stiffening ribs is 300 mm.

[0018] A method for using the bridge steel-concrete joint section structure with a steel shell, and the operation steps comprise:

[0019] The steel shell is assembled on the ground;

[0020] Before pouring the cantilever concrete beam, after the outer formwork of the cantilever concrete beam is erected, the steel shell is hoisted to the designed height by using the hanging basket, so that one end of the steel shell is tightly attached to the outer formwork;

[0021] After the steel beam is lifted to the designed height, the other end of the steel shell is butt-welded with the steel beam;

[0022] The concrete is poured into the steel shell and the concrete is cured.

[0023] Compared with the prior art, the present application has the following advantages and technical effects:

[0024] 1. Steel shell construction is relatively simple, complete assembly on the ground by hanging basket hoisting up, compared to the traditional construction method greatly reduces the construction difficulty and construction period.

[0025] 2. Steel shell can be used as a wet joint section concrete form directly, without the process of wet joint section tower formwork, further shortening the construction period.

[0026] 3. Steel shell is fixedly connected with steel beam and cantilever concrete beam at both ends, which can reliably share the load during pouring wet joint section concrete, improving the safety of construction. BRIEF DESCRIPTION OF DRAWINGS

[0027] In order to more clearly illustrate the technical solutions of the embodiments of the present application or the prior art, the drawings needed in the embodiments will be briefly introduced below. Obviously, the drawings in the following description are only some embodiments of the present application, and other drawings can be obtained by those skilled in the art without creative labor.

[0028] Figure 1 is the elevation view of the steel-concrete joint section of the present application;

[0029] Figure 2 is the schematic view of the steel beam cross section of the present application;

[0030] Figure 3 is the schematic view of the segment cross section of the present application with steel shell outside the cantilever concrete beam;

[0031] Figure 4 is the schematic view of the segment cross section of the present application with steel shell inside the cantilever concrete beam;

[0032] Wherein, 1, steel shell; 2, flat bottom plate; 3, vertical web; 4, inclined bottom plate; 5, weld stud; 6, stiffener; 7, wet joint section; 8, cantilever concrete beam; 9, steel beam. DETAILED DESCRIPTION

[0033] The technical solutions in the embodiments of the present application will be described clearly and completely below with reference to the drawings in the embodiments of the present application. Obviously, the described embodiments are only some embodiments of the present application, not all embodiments. Based on the embodiments in the present application, all other embodiments obtained by those skilled in the art without creative labor are within the scope of protection of the present application.

[0034] In order to make the above-mentioned purposes, features and advantages of the present application more obvious and easy to understand, the present application will be further described in detail below with reference to the drawings and specific embodiments.

[0035] REFERENCE Figures 1-4The application provides a bridge steel-concrete joint segment structure with a steel shell, which comprises:

[0036] The steel shell 1 is provided with an opening at the top, and the longitudinal length of the steel shell 1 is greater than the length of the wet joint segment 7.

[0037] The inner contour of one end of the steel shell 1 is the same as the outer contour of the cantilever concrete beam 8, and the inner wall of one end of the steel shell 1 is fixedly connected with the outer wall of one end of the cantilever concrete beam 8 close to the wet joint segment 7.

[0038] The outer contour of the other end of the steel shell 1 is similar to the outer contour of the steel beam 9, and the other end of the steel shell 1 is fixedly connected with the end surface of one end of the steel beam 9 close to the wet joint segment 7.

[0039] The upper part of the steel shell 1 is provided with an opening, which facilitates pouring of concrete into the steel shell 1; the length of the steel shell 1 is greater than the length of the wet joint segment, so that one end of the steel shell 1 is welded to the steel beam 9, and the other end of the steel shell 1 is wrapped outside the cantilever concrete beam, thereby playing the roles of a formwork and a bearing. Overall, the steel shell is relatively simple to construct, and can be assembled on the ground and then hoisted up by a hanging basket, secondly, the steel shell can be directly used as an outer formwork of the wet joint segment concrete, thereby greatly shortening the construction period, and finally, the steel shell can reliably share the load during pouring of the wet joint segment concrete, thereby improving the safety of construction.

[0040] In a further optimization scheme, the steel shell 1 comprises a flat bottom plate 2, the bottom ends of two vertical webs 3 are fixedly connected to the two sides of the flat bottom plate 2 in the vertical direction, and the top ends of the two groups of vertical webs 3 are fixedly connected to two inclined bottom plates 4.

[0041] As shown in FIG. 1, the flat bottom plate 2 and the vertical web 3 form an outer formwork for pouring concrete, and the inclined bottom plate 4 is used to provide a pouring formwork for the cantilever structure of the bridge side part. Figure 3

[0042] In a further optimization scheme, the wall thicknesses of the flat bottom plate 2, the vertical web 3 and the inclined bottom plate 4 are the same as the wall thickness of the steel beam 9.

[0043] By setting the wall thicknesses of the flat bottom plate 2, the vertical web 3 and the inclined bottom plate 4 to be the same as the thicknesses of the corresponding parts of the steel beam 9, the coherence of the overall structure of the bridge is improved.

[0044] In a further optimization scheme, a plurality of welding studs 5 are fixedly connected to the inner wall of one end of the flat bottom plate 2 and the vertical web 3 close to the cantilever concrete beam 8, and the plurality of welding studs 5 are fixedly connected to the cantilever concrete beam 8.

[0045] In a further optimization scheme, the diameter of the welding stud 5 is 22 mm, the length of the welding stud 5 is 120 mm, and the spacing between two adjacent welding studs 5 is 200 mm.

[0046] As shown in FIG. 1, the flat bottom plate 2 and the vertical web 3 form an outer formwork for pouring concrete, and the inclined bottom plate 4 is used to provide a pouring formwork for the cantilever structure of the bridge side part. Figure 4 ​As shown, to strengthen the connection between the steel shell 1 and the cantilever concrete beam 8, equally spaced weld studs 5 are arranged on the segmental flat bottom plate 2 and vertical web plate 3 of the steel shell 1 within the cantilever concrete beam 8. After the concrete is poured, the connection performance between the steel shell 1 and the cantilever concrete beam 8 is improved by extending the weld studs 5 into the cantilever concrete beam 8.

[0047] Further optimization of the scheme: the inner sides of the flat bottom plate 2 and the vertical web plate 3 are fixedly connected with several stiffening ribs 6 along the longitudinal direction. The stiffening ribs 6 are I-shaped ribs.

[0048] like Figure 3 As shown, the main function of the stiffening rib 6 is to improve the load-bearing capacity of the flat bottom plate 2 and the vertical web plate 3 so as to better bear the load during the pouring of wet joint concrete.

[0049] The design was further optimized so that the stiffening rib 6 has a rib height of 150mm and a thickness of 12mm.

[0050] The scheme was further optimized by arranging several stiffening ribs 6 on the vertical web plate 3 at unequal intervals, with the spacing between two adjacent stiffening ribs 6 gradually decreasing from top to bottom.

[0051] Several stiffening ribs 6 on the flat bottom plate 2 are arranged at equal intervals, with a spacing of 300mm between two adjacent stiffening ribs 6.

[0052] like Figure 3 As shown, in the vertical direction, the pressure exerted by concrete on the lower part of the vertical web 3 is greater than that on the upper part. Therefore, setting the stiffening ribs 6 on the vertical web 3 to be distributed in an increasingly dense manner from top to bottom can effectively improve the bearing capacity of the vertical web 3 and make the distribution of stiffening ribs 6 reasonable.

[0053] A method for using a steel-concrete composite bridge section structure with a steel shell, the operation steps of which include:

[0054] The steel shell 1 was assembled on the ground;

[0055] Before pouring the cantilever concrete beam 8, after erecting the outer formwork of the cantilever concrete beam 8, the steel shell 1 is hoisted to the design height using a hanging basket, so that the outer side of one end of the steel shell 1 is tightly attached to the outer formwork.

[0056] After the outer formwork of the cantilever concrete beam 8 is erected, the steel shell 1 is lifted to the design height using a hanging basket, ensuring that the steel shell 1 fits snugly against the inner side of the outer formwork. When pouring the cantilever concrete beam 8, the end of the steel shell 1 and the welding studs 5 can directly contact the concrete, ultimately connecting the steel shell 1 and the cantilever concrete beam 8. After the outer formwork is removed, the steel shell 1 can be used as a permanent device to encase the concrete, further improving the connection performance.

[0057] After the steel beam 9 is lifted to the designed height, the other end of the steel shell 1 is butt-welded with the steel beam 9;

[0058] The welding of the steel beam 9 and the steel shell 1 can make the steel shell 1 not only be used as the outer formwork of the concrete of the wet joint section 7, but also be used as a force bearing member for bearing the weight of the steel beam 9 section and the concrete during the construction of the steel-concrete combined section.

[0059] The concrete is poured into the steel shell 1 and the concrete is cured.

[0060] In the description of the present application, it should be understood that the terms "longitudinal", "transverse", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer" and the like indicate the orientation or positional relationship shown in the drawings, and are only used to facilitate the description of the present application, and do not indicate or imply that the device or element referred to must have a particular orientation, be constructed and operated in a particular orientation, and therefore cannot be understood as a limitation on the present application.

[0061] The above-described embodiments are only used to describe the preferred modes of the present application, and are not used to limit the scope of the present application. Without departing from the design spirit of the present application, various modifications and improvements to the technical solutions of the present application made by those skilled in the art should fall within the protection scope of the present application as defined by the claims.

Claims

1. A bridge steel-concrete joint segment structure with a steel band shell, characterized in that, The utility model relates to a bridge steel-concrete joint section structure with a steel shell, and belongs to the field of bridge construction. The utility model discloses a bridge steel-concrete joint section structure with a steel shell, which comprises a steel shell (1), an open top of the steel shell (1), a longitudinal length of the steel shell (1) being greater than the length of a wet joint section (7), an inner contour of one end of the steel shell (1) being the same as the outer contour of a cantilever concrete beam (8), an inner wall of one end of the steel shell (1) being fixedly connected with the outer wall of one end of the cantilever concrete beam (8) close to the wet joint section (7), an outer contour of the other end of the steel shell (1) being similar to the outer contour of a steel beam (9), and an end face of the other end of the steel shell (1) being fixedly connected with the end face of one end of the steel beam (9) close to the wet joint section (7). The steel shell (1) comprises a flat bottom plate (2), the bottom ends of two vertical webs (3) are fixedly connected with the two side portions of the flat bottom plate (2) respectively, and the top portions of the two groups of vertical webs (3) are fixedly connected with inclined bottom plates (4) respectively. A plurality of welding studs (5) are fixedly connected with the inner wall of one end of the flat bottom plate (2) and the vertical webs (3) close to the cantilever concrete beam (8), and the cantilever concrete beam (8) is fixedly connected with the plurality of welding studs (5) respectively. The operation steps of the bridge steel-concrete joint section structure with the steel shell comprise the following steps. The steel shell (1) is assembled on the ground. Before pouring the cantilever concrete beam (8), the outer formwork of the cantilever concrete beam (8) is erected, the steel shell (1) is hoisted to the designed height by using a hanging basket, and one end of the steel shell (1) is tightly attached to the outer formwork. After the steel beam (9) is lifted to the designed height, the other end of the steel shell (1) is butt-welded with the steel beam (9). The concrete is poured into the steel shell (1) and the concrete is cured. The wall thicknesses of the flat bottom plate (2), the vertical webs (3) and the inclined bottom plates (4) are the same as the wall thickness of the steel beam (9). The diameter of the welding stud (5) is 22 mm, the length of the welding stud (5) is 120 mm, and the spacing between two adjacent welding studs (5) is 200 mm.

2. The steel bridge deck segment structure of claim 1, wherein: A plurality of stiffening ribs (6) are fixedly connected with the inner sides of the flat bottom plate (2) and the vertical webs (3) along the longitudinal direction, and the stiffening rib (6) is an I-shaped rib.

3. The steel bridge deck segment structure of claim 1, wherein: The rib height of the stiffening rib (6) is 150 mm, and the thickness of the stiffening rib (6) is 12 mm.

4. The steel bridge deck segment structure of claim 1, wherein: The plurality of stiffening ribs (6) on the vertical web (3) are arranged in an unequal spacing manner, and the spacing between two adjacent stiffening ribs (6) gradually decreases from top to bottom.

5. The steel bridge deck segment structure of claim 4, wherein: The plurality of stiffening ribs (6) on the flat bottom plate (2) are arranged in an equal spacing manner, and the spacing between two adjacent stiffening ribs (6) is 300 mm.

6. The steel decked bridge composite segment structure according to claim 4, wherein: ​ ​

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