Disclosure of Invention
The embodiment of the application provides a wet joint connection structure of a steel-concrete composite girder bridge deck, which aims at solving the problems of complex steel bar form and connection mode and large wet joint width in the related technology.
In order to achieve the above purpose, the present utility model provides the following technical solutions: a steel-concrete composite girder bridge deck wet joint connection structure, comprising: the bridge deck comprises steel beams, prefabricated bridge deck boards and steel reinforcement frameworks, wherein the prefabricated bridge deck boards are arranged on the steel beams, wet joints are formed between two adjacent prefabricated bridge deck boards at intervals, and the wet joints are positioned at the tops of the steel beams; the steel reinforcement framework is pre-buried in the prefabricated bridge deck, and part of steel reinforcement framework one end is arranged in wet joint to form the anchor structure, anchor structure tip is provided with the anchor end.
In some embodiments, the steel beam includes an upper flange, and the prefabricated bridge deck is disposed on the upper flange.
In some embodiments, a filler strip is disposed between the upper flange and the prefabricated deck slab.
In some embodiments, the upper flanges are uniformly provided with peg connectors that are positioned within the wet joint.
In some embodiments, the prefabricated bridge deck has a concave-convex strip attached to the end.
In some embodiments, concrete is poured into the wet joint, and two adjacent prefabricated bridge decks are integrally connected by the concrete in the wet joint.
In some embodiments, the rebar framework comprises: the steel bar net and the vertical steel bars are pre-buried in the prefabricated bridge deck; the vertical steel bars are pre-buried in the prefabricated bridge deck and are connected with the steel bar meshes.
In some embodiments, the rebar mesh includes: the longitudinal steel bars and the transverse steel bars are embedded in the prefabricated bridge deck at one end, and the other end of the longitudinal steel bars is placed in the wet joint to form an anchoring structure; the transverse steel bars are pre-buried in the prefabricated bridge deck and are connected with the longitudinal steel bars.
In some embodiments, the other end of the longitudinal bar is threadably connected to the anchor head.
In some embodiments, straight rebar is disposed within the wet seam, the straight rebar being connected to the longitudinal rebar.
The beneficial effects that technical scheme that this application provided brought include:
the embodiment of the application provides a wet joint connection structure of a steel-concrete composite girder bridge deck, because a wet joint is formed between two adjacent prefabricated bridge decks at intervals and is positioned at the top end of a steel girder, the steel girder can be used as a bottom die of the wet joint, and a template for additionally manufacturing the wet joint is not needed during bridge prefabrication and assembly; one end of a part of the reinforcement cage is arranged in the wet joint to form an anchoring structure, an anchoring end head is arranged at the end part of the anchoring structure, and the anchoring structure is not required to be additionally arranged in the wet joint, so that the use cost of the reinforcement is effectively reduced, the reinforcement structure and the connection mode are also simplified, the width of the wet joint is also optimized, and the wet joint structure is greatly simplified.
Detailed Description
For the purposes of making the objects, technical solutions and advantages of the embodiments of the present application more clear, the technical solutions of the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is apparent that the described embodiments are some embodiments of the present application, but not all embodiments. All other embodiments, which can be made by one of ordinary skill in the art without undue burden from the present disclosure, are within the scope of the present application based on the embodiments herein.
The embodiment of the application provides a wet joint connection structure of a steel-concrete composite girder bridge deck, which can solve the problems of complex steel bar form and connection mode and large wet joint width in the related technology.
Referring to fig. 1 to 4, an embodiment of the present application provides a wet joint connection structure of a steel reinforced concrete composite girder bridge deck, which includes: the prefabricated bridge deck boards 1 are arranged on the steel beam 2, wet joints 3 are formed between two adjacent prefabricated bridge deck boards 1 at intervals, and the wet joints 3 are positioned at the top of the steel beam 2; the reinforcement cage 4 is pre-buried in the prefabricated bridge deck plate 1, and partial reinforcement cage 4 one end is arranged in the wet joint 3 to form an anchoring structure, and an anchoring end 30 is arranged at the end of the anchoring structure.
In the application, as the wet joints 3 are formed between two adjacent prefabricated bridge decks 1 at intervals and the wet joints 3 are positioned at the top ends of the steel beams 2, the steel beams 2 can be used as bottom dies of the wet joints 3, and a template for additionally manufacturing the wet joints 3 is not needed during bridge prefabrication and assembly; one end of a part of the reinforcement cage 4 is arranged in the wet joint 3 to form an anchoring structure, and an anchoring end head 30 is arranged at the end part of the anchoring structure, so that the anchoring structure is not required to be additionally arranged in the wet joint 3, the use cost of the reinforcement is effectively reduced, the reinforcement structure and the connection mode are simplified, the width of the wet joint 3 is optimized, and the structure of the wet joint 3 is greatly simplified.
The steel beam 2 is a steel longitudinal beam or a steel transverse beam, the steel beam 2 comprises a top flange 20, and the prefabricated bridge deck plate 1 is arranged on the top flange 20. The wet joints 3 are formed between two adjacent prefabricated bridge decks 1 at intervals, the wet joints 3 are rectangular joints, and the width of the wet joints 3 is 100-150 mm.
The filler strip 6 is arranged between the upper flange 20 and the prefabricated bridge deck slab 1, the filler strip 6 is a rubber gasket, the thickness of the rubber gasket is about 5mm, the width of the rubber gasket is about 20mm, and the purpose of the filler strip 6 is to prevent slurry leakage during cast-in-place concrete.
On the basis of the above embodiment, in this embodiment, the reinforcement cage 4 includes: the reinforcing steel bar net 40 and the vertical reinforcing steel bars 41, wherein the reinforcing steel bar net 40 is pre-buried in the prefabricated bridge deck plate 1; vertical steel bars 41 are pre-buried in the prefabricated bridge deck 1 and are connected with the reinforcing mesh 40.
In the embodiment, the prefabricated bridge deck slab 1 is a common concrete prefabricated bridge deck slab 1 prefabricated in factories and stored for at least 180 days, the strength grade is C40-C60, the length and the width are 2.5-4.5 m, and the thickness is 180-250 mm. The concave-convex strip 10 is attached to the end of the prefabricated bridge deck 1, namely, the concave-convex strip 10 with the thickness of 5-8 mm is pre-attached to the end of the bridge deck during prefabrication so as to achieve the roughening effect and enhance the bonding strength of new and old interfaces. At least two layers of reinforcing steel bars 40 are arranged in the prefabricated bridge deck plate 1, wherein two layers of reinforcing steel bars 40 are taken as an example, and the distance between the two layers of reinforcing steel bars 40 is 100-200 mm. The reinforcing mesh 40 includes: one end of the longitudinal steel bar 401 is embedded in the prefabricated bridge deck 1, and the other end of the longitudinal steel bar 401 is arranged in the wet joint 3 to form an anchoring structure; the transverse reinforcement 400 is pre-buried in the prefabricated bridge deck 1 and is connected with the longitudinal reinforcement 401. The transverse rebar 400 and the longitudinal rebar 401 have diameters of 12-25 mm.
The transverse reinforcement 400 and the longitudinal reinforcement 401 are arranged in various ways, and for convenience in distinguishing, the two layers of reinforcement mesh 40 are denoted as an upper layer reinforcement mesh 40 and a lower layer reinforcement mesh 40, and the upper layer reinforcement mesh 40 is located at the top of the lower layer reinforcement mesh 40:
in some possible embodiments, in the upper layer of reinforcing mesh 40, the transverse reinforcing bars 400 are disposed at the top ends of the longitudinal reinforcing bars 401, and the transverse reinforcing bars 400 and the longitudinal reinforcing bars 401 may be bound by iron wires, or the transverse reinforcing bars 400 and the longitudinal reinforcing bars 401 may be directly connected by welding; in the lower layer of the reinforcing mesh 40, the transverse reinforcing bars 400 are disposed at the bottom ends of the longitudinal reinforcing bars 401, and the transverse reinforcing bars 400 and the longitudinal reinforcing bars 401 may be bound by iron wires or directly connected with the longitudinal reinforcing bars 401 by welding.
In other possible embodiments, in the upper layer of reinforcing mesh 40, a portion of the transverse reinforcing bars 400 are disposed at the top ends of the longitudinal reinforcing bars 401, and another portion of the transverse reinforcing bars 400 are disposed at the bottom ends of the longitudinal reinforcing bars 401; in the lower reinforcing mesh 40, a part of the transverse reinforcing bars 400 are arranged at the top ends of the longitudinal reinforcing bars 401, and the other part of the transverse reinforcing bars 400 are arranged at the bottom ends of the longitudinal reinforcing bars 401. The transverse steel bars 400 and the longitudinal steel bars 401 may be bound by iron wires, or the transverse steel bars 400 and the longitudinal steel bars 401 may be directly connected by welding.
The above embodiments are merely a plurality of possible implementations of the embodiments of the present application, and the embodiments of the present application are not limited thereto.
The thickness of the net protective layer of the transverse steel bars 400 is 15-25 mm, namely, the distance between the top end of the transverse steel bars 400 positioned at the top end of the longitudinal steel bars 401 in the upper layer of the reinforcing steel bar network 40 and the top end of the prefabricated bridge deck plate 1 is 15-25 mm, and the distance between the bottom end of the transverse steel bars 400 positioned at the bottom end of the longitudinal steel bars 401 in the lower layer of the reinforcing steel bar network 40 and the bottom end of the prefabricated bridge deck plate 1 is 15-25 mm. The prefabricated bridge deck slab 1 is internally provided with vertical steel bars 41, the interval between two adjacent vertical steel bars 41 is 200-400 mm, and the diameter of each vertical steel bar 41 is 12-16 mm. The top ends of the vertical steel bars 41 are fixed with the upper layer of steel bar meshes 40, and the bottom ends are fixed with the lower layer of steel bar meshes 40.
By providing the anchoring tips 30 at the ends of the anchoring structure, the anchoring length of the rebar is effectively reduced. One end of the longitudinal steel bar 401 is pre-buried in the prefabricated bridge deck plate 1, the other end is placed in the wet joint 3 to form an anchoring structure, and the length of the longitudinal steel bar 401 placed in the wet joint 3 is 5-10 times of the diameter of the longitudinal steel bar 401. The anchor end 30 is arranged at the other end of the longitudinal steel bar 401, the wet joint 3 is optimized to be a rectangular joint with the width of 100-150 mm, and the structure of the wet joint 3 is greatly simplified. The anchor end 30 is arranged in an effective way for reducing the anchoring length of the steel bar, and the principle is that the anchor bearing capacity is increased by utilizing the local extrusion action of the anchor end 30 at the end part of the anchoring structure on the concrete, and the local extrusion of the anchor end 30 on the concrete ensures that the anchoring structure cannot be damaged by the anchor pulling. The anchoring end 30 can be a hook, a welding anchor bar, a welding anchor plate or a bolt anchor head, preferably, the anchoring end 30 is a bolt anchor head, and the bolt anchor head is made of round or hexagonal steel materials and has the thickness of 20-40 mm. By arranging the screw thread at the other end of the longitudinal steel bar 401, the screw thread length is 20-40 mm, so that the longitudinal steel bar 401 is in screw connection with the bolt anchor head, the anchor head 30 is convenient to detach, the requirement can be met by manually screwing the bolt anchor head, and the construction efficiency of the wet joint 3 is greatly improved.
The longitudinal steel bars 401 on two sides of the wet joint 3 are arranged in a staggered manner, namely, in the length extending direction of the transverse steel bars 400, the longitudinal steel bars 401 on two sides are not contacted with each other, one end of each longitudinal steel bar 401 is embedded in the prefabricated bridge deck plate 1, the other end of each longitudinal steel bar is arranged in the wet joint 3 to form an anchoring structure, concrete is poured in the wet joint 3, two adjacent prefabricated bridge deck plates 1 are connected into a whole through the concrete in the wet joint 3, and more specifically, two adjacent prefabricated bridge deck plates 1 are connected into a whole through the anchoring structure and the wet joint. Therefore, the longitudinal steel bars 401 on the two sides of the wet joint 3 do not need binding or welding, the process can be simplified, and the construction is convenient. Meanwhile, the arrangement mode optimizes the steel bar structure and the wet joint 3 structure, and can also avoid the problem of poor concrete pouring quality in the wet joint 3 caused by dense steel bars.
The concrete adopts a low-cost high-performance cement-based composite material, namely an ultra-high-performance concrete material containing 5-10 mm coarse aggregate, the compressive strength is not lower than 80MPa, the flexural strength is not lower than 12MPa, the ultimate tensile strength is not lower than 5MPa, the elastic modulus is not lower than 40MPa, the micro-expansion strain is 50-200 mu epsilon, the concrete has good working performance, durability and volume stability, the micro-expansion characteristic is also provided, the pouring quality of a wet joint 3 is ensured, and the crack resistance and durability of the wet joint are improved.
The upper flange 20 is uniformly provided with the pin connecting pieces 5, the pin connecting pieces 5 are cylindrical head welding nails, the diameter of each cylindrical head welding nail is 16-25 mm, the height is 100-200 mm, and the longitudinal spacing between every two adjacent cylindrical head welding nails is 100-300 mm and the transverse spacing is 80-160 mm. The main function of the peg connecting piece 5 is to strengthen the connection between the steel beam 2 and the prefabricated bridge deck 1, and improve the stability of the whole structure. The peg elements 5 are positioned within the wet joint 3. In some embodiments, a portion of the rebar framework 4 is positioned within the wet joint 3 at one end to form an anchor that does not interfere with the peg elements 5, i.e., the peg elements 5 are spaced from the longitudinal rebar 401. In other embodiments, a portion of the anchoring structure formed by placing one end of the rebar framework 4 within the wet seam 3 is connected to the peg attachment 5, and this structure may be provided to further strengthen the connection of the steel beam 2 to the precast bridge deck 1.
On the basis of the above embodiment, in this embodiment, the wet joint 3 is provided with the straight reinforcing bar 31, the straight reinforcing bar 31 is connected with the longitudinal reinforcing bar 401, and the straight reinforcing bar 31 is perpendicular to the longitudinal reinforcing bar 401. The number of the straight steel bars 31 is the same as the number of the steel bars 40, and each straight steel bar group is positioned above each steel bar 40, namely, each straight steel bar group is positioned above the longitudinal steel bar 401 in each steel bar 40 and is bound and connected with the longitudinal steel bar 401.
During construction of the structure, the stud connectors 5 are welded on the upper flange 20 of the steel beam 2, and then the steel longitudinal beams and the steel cross beams are assembled and erected; then, placing filler strips 6 on the upper flanges 20 of the steel beams 2, erecting prefabricated bridge decks 1, forming wet joints 3 between two adjacent prefabricated bridge decks 1 at intervals, and arranging anchor ends 30 and straight steel bars 31 in the wet joints 3; finally, casting ultra-high performance concrete containing 5-10 mm coarse aggregate, and maintaining at normal temperature.
In the description of the present application, it should be noted that the azimuth or positional relationship indicated by the terms "upper", "lower", etc. are based on the azimuth or positional relationship shown in the drawings, and are merely for convenience of description of the present application and simplification of the description, and are not indicative or implying that the apparatus or element in question must have a specific azimuth, be configured and operated in a specific azimuth, and thus should not be construed as limiting the present application. Unless specifically stated or limited otherwise, the terms "mounted," "connected," and "coupled" are to be construed broadly, and may be, for example, fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; can be directly connected or indirectly connected through an intermediate medium, and can be communication between two elements. The specific meaning of the terms in this application will be understood by those of ordinary skill in the art as the case may be.
It should be noted that in this application, relational terms such as "first" and "second" and the like are used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Moreover, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising one … …" does not exclude the presence of other like elements in a process, method, article, or apparatus that comprises the element.
The foregoing is merely a specific embodiment of the application to enable one skilled in the art to understand or practice the application. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other embodiments without departing from the spirit or scope of the application. Thus, the present application is not intended to be limited to the embodiments shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.