Fabricated steel-concrete combined structure

Abstract

The utility model provides an assembly type steel-concrete combined structure which comprises an assembly structure, a stiffening assembly and a shearing force connecting key assembly, the assembly structure comprises a steel bottom plate, a steel top plate and a plurality of steel webs arranged at intervals in the transverse bridge direction, and the assembly structure is provided with a concrete area section and a steel structure area section. The steel web of the concrete area section is used for being embedded in the concrete beam section, a plurality of round through holes allowing steel bars to penetrate through are formed in the steel web of the concrete area section, and the steel web of the steel structure area section is used for being connected with the steel structure beam section. The concrete area section is used for transition connection with the concrete beam section, and the steel structure area section is used for transition connection with the steel structure beam section, so that the problems of large rigidity change and obvious stress concentration caused by direct connection of the combination section are solved; the whole structure can be prefabricated in advance, the construction process is simplified, complex steel-concrete combined sections are prevented from being constructed on site, the construction difficulty and risk are reduced, and the construction convenience and economical efficiency are improved.

Description

Technical Field

[0001] This utility model relates to the field of bridge technology, and in particular to a prefabricated steel-concrete composite structure. Background Technology

[0002] Steel-concrete composite beam bridges, employing steel structures at mid-span and concrete structures at the ends, leverage the advantages of both materials. While meeting load-bearing requirements, they offer advantages such as low cost, large span, and light weight, making them widely used in medium- and long-span bridges. However, significant stiffness changes often occur at the junction of the steel and concrete structures, easily leading to stress concentration and making this area a weak point for fatigue failure, thus affecting the bridge's service life.

[0003] Currently, most commonly used steel-concrete composite beams employ a cast-in-place concrete wet joint connection method. This method utilizes shear studs and other connectors at the joint surface to transfer shear force and bending moment through the concrete wet joint. However, this connection method requires extensive wet work on-site, resulting in a complex process, slow construction progress, and the vulnerability of cast-in-place concrete to shrinkage and creep, which can easily lead to quality defects such as joint cracking. Furthermore, wet joints are not an effective solution to the problems of large abrupt changes in stiffness and stress concentration at the steel-concrete interface.

[0004] Therefore, there is an urgent need to develop a new type of steel-concrete composite structure that can effectively alleviate the stress concentration problem at the joint surface through structural design, and can also realize factory prefabrication and assembly construction. Utility Model Content

[0005] The main objective of this invention is to provide a prefabricated steel-concrete composite structure to solve the problems of large stiffness variation and stress concentration at the joint surface of existing steel-concrete composite structures, which easily lead to fatigue failure.

[0006] To achieve the above objectives, this utility model provides a prefabricated steel-concrete composite structure, including an assembly structure, stiffening components, and shear connection key components; wherein,

[0007] The assembly structure includes a steel base plate, a steel top plate, and multiple steel web plates spaced apart along the transverse direction of the bridge. The steel base plate is connected to the bottom of the steel web plates, and the steel top plate is connected to the top of the steel web plates. Each pair of adjacent steel web plates, top plates, and base plates encloses an assembly chamber. The assembly structure has a concrete section and a steel structure section.

[0008] The steel web of the concrete section is used to be embedded in the concrete beam section, and the steel web of the concrete section has multiple circular through holes for the reinforcing bars to pass through. The steel web of the steel structure section is used to connect with the steel structure beam section.

[0009] Each of the assembly chambers is connected to the stiffening assembly, and multiple shear connection key assemblies arranged at intervals along the longitudinal direction of the bridge are connected to the top of the steel top plate and the bottom of the steel web of the concrete section.

[0010] Preferably, the spacing between the shear connection key components in the concrete section is smaller than the spacing between the shear connection key components in the steel structure section.

[0011] Preferably, the stiffening assembly includes a channel-shaped stiffening baffle, which is connected to the longitudinal bridge-outward end of the steel web of the steel structure section.

[0012] Preferably, the stiffening assembly further includes a plurality of longitudinal stiffening ribs, which are spaced apart along the transverse bridge direction and connected to the steel base plate of the steel structure section.

[0013] Preferably, each shear connection key assembly includes transverse reinforcement and multiple V-shaped shear connection keys spaced apart along the transverse bridge direction. The V-shaped shear connection keys have their openings facing downwards, and the transverse reinforcement passes through and connects to the inner side of the top of the V-shaped shear connection key. The bottom end of the V-shaped shear connection key located on the steel top plate is connected to the steel top plate, and the bottom end of the V-shaped shear connection key located within the bottom plate range of the concrete section is connected to the steel bottom plate of the concrete section.

[0014] Preferably, the steel web of the steel structure section is a corrugated steel web.

[0015] Preferably, four circular through holes spaced apart along the longitudinal direction of the bridge constitute a group of circular through holes, and multiple groups of circular through holes are arranged at intervals along the vertical direction, with the transverse reinforcing bars in the V-shaped shear connection key of the concrete section passing through the bottommost circular through hole.

[0016] Preferably, the stiffening assembly further includes a cantilever stiffening rib, the cantilever stiffening rib having an inverted T-shaped cross-section, the top of the cantilever stiffening rib being welded to the lower edge of the steel top plate, and one side of the cantilever stiffening rib being welded to the outer side of the steel web of the steel structure section.

[0017] Preferably, the height of the cantilever stiffening rib is set to gradually decrease from the inside to the outside.

[0018] Preferably, the number of circular through-hole groups is ten, and the ten groups of circular through-hole groups are arranged at vertical intervals.

[0019] Compared with the prior art, the present invention has the following beneficial effects:

[0020] This utility model provides a prefabricated steel-concrete composite structure, including an assembly structure, stiffening components, and shear connection key components. The assembly structure includes a steel base plate, a steel top plate, and multiple steel webs spaced apart along the transverse direction of the bridge. The steel base plate is connected to the bottom of the steel webs, and the steel top plate is connected to the top of the steel webs. Each pair of adjacent steel webs, top plates, and base plates encloses an assembly chamber. The assembly structure has a concrete section and a steel structure section. The steel webs of the concrete section are used to be embedded in the concrete beam section, and multiple circular through holes for reinforcing bars to pass through are provided on the steel webs of the concrete section. The steel webs of the steel structure section are used to connect to the steel structure beam section. Each assembly chamber is connected to a stiffening component. Multiple shear connection key components spaced apart along the longitudinal direction of the bridge are connected above the steel top plate and at the bottom of the steel webs of the concrete section. By using concrete sections for transitional connections with concrete beam sections and steel structure sections for transitional connections with steel structure beam sections, the problems of large stiffness variations and significant stress concentration caused by direct connection of the joint sections can be alleviated. The entire structure can be prefabricated in advance, which greatly simplifies the construction process, avoids the construction of complex steel-concrete joint sections on site, reduces construction difficulty and risk, and improves the convenience and economy of construction. Attached Figure Description

[0021] To more clearly illustrate the technical solutions in the embodiments of this utility model or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of this utility model. For those skilled in the art, other drawings can be obtained based on the structures shown in these drawings without creative effort.

[0022] Figure 1 This is a three-dimensional schematic diagram of the overall structure in one embodiment of the present utility model;

[0023] Figure 2 This is a schematic elevation view of the overall structure in one embodiment of the present utility model;

[0024] Figure 3 This is a side view of the overall structure in one embodiment of the present invention.

[0025] The purpose, features, and advantages of this utility model will be further explained in conjunction with the embodiments and with reference to the accompanying drawings.

[0026] Explanation of icon numbers:

[0027] 10. Assembly structure; 110. Steel base plate; 120. Steel top plate; 130. Steel web plate; 131. Circular through hole; 140. Assembly chamber; 150. Concrete section; 160. Steel structure section; 20. Stiffening assembly; 210. Channel stiffening partition; 220. Longitudinal stiffening rib; 230. Cantilever stiffening rib; 30. Shear connection key assembly; 310. Transverse reinforcement; 320. V-shaped shear connection key. Detailed Implementation

[0028] It should be understood that the specific embodiments described herein are merely illustrative of the present invention and are not intended to limit the present invention.

[0029] The technical solutions of the present utility model will be clearly and completely described below with reference to the accompanying drawings of the embodiments. Obviously, the described embodiments are only some embodiments of the present utility model, and not all embodiments. Based on the embodiments of the present utility model, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the protection scope of the present utility model.

[0030] It should be noted that all directional indicators (such as up, down, left, right, front, back, etc.) in this utility model embodiment are only used to explain the relative positional relationship and movement of each component in a certain specific posture (as shown in the figure). If the specific posture changes, the directional indicator will also change accordingly.

[0031] Furthermore, the use of terms such as "first" and "second" in this utility model is for descriptive purposes only and should not be construed as indicating or implying their relative importance or implicitly specifying the number of technical features indicated. Therefore, a feature defined as "first" or "second" may explicitly or implicitly include at least one of that feature. Additionally, the technical solutions of the various embodiments can be combined with each other, but only on the basis of being achievable by those skilled in the art. When the combination of technical solutions is contradictory or impossible to implement, such a combination of technical solutions should be considered non-existent and not within the scope of protection claimed by this utility model.

[0032] Please see the appendix Figure 1-3 This utility model provides an embodiment of a prefabricated steel-concrete composite structure 10, including an assembly structure 10, a stiffening component 20, and a shear connection key component 30. First, it should be noted that, unlike existing technologies where direct connection between steel and concrete structures during transition due to material differences leads to significant stiffness changes and stress concentration, resulting in fatigue failure and concrete cracking under long-term loads and affecting connection stability, this application addresses these shortcomings by providing a prefabricated steel-concrete composite structure 10, as detailed below:

[0033] The assembly structure 10 includes a steel base plate 110, a steel top plate 120, and a plurality of steel web plates 130 spaced apart along the transverse direction of the bridge. The steel base plate 110 is connected to the bottom of the steel web plates 130, and the steel top plate 120 is connected to the top of the steel web plates 130. Each pair of adjacent steel web plates 130, steel top plates 120, and steel base plates 110 encloses an assembly chamber 140. The assembly structure 10 has a concrete section 150 and a steel structure section 160. The steel web 130 of the section 150 is used to be embedded in the concrete beam section, and the steel web 130 of the concrete section 150 is provided with a plurality of circular through holes 131 for the reinforcing bars to pass through. The steel web 130 of the steel structure section 160 is used to connect with the steel structure beam section. Each of the assembly chambers 140 is connected to the stiffening assembly 20. The top of the steel top plate 120 and the bottom of the steel web 130 of the concrete section 150 are connected to a plurality of shear connection key assemblies 30 arranged at intervals along the longitudinal direction of the bridge.

[0034] Specifically, the prefabricated steel-concrete composite structure 10 in this application includes an assembly structure 10, a stiffening assembly 20, and a shear connection key assembly 30. The assembly structure 10 serves as the main load-bearing component of the entire structure as a connection segment between concrete beam segments and steel structure beam segments. The stiffening assembly 20 is used to enhance the stiffness of the structure, while the shear connection key is used to improve the connection stiffness and stability between segments and to withstand shear forces.

[0035] The assembly structure 10 includes a steel base plate 110, a steel top plate 120, and multiple steel web plates 130 spaced apart along the transverse direction of the bridge. The steel web plates 130 are connected between the steel base plate 110 and the steel top plate 120, forming an assembly mechanism with an assembly chamber 140 through welding. This assembly structure 10 serves as a transitional structure between concrete beam segments and steel structure beam segments, thus it has a concrete section 150 and a steel structure section 160. The concrete section 150 is used to connect with the concrete beam segments, which can be L-shaped, planar, or other shapes that facilitate matching. These segments can be prefabricated along with the concrete section and then connected to other concrete beam segments. The steel structure... The structural section 160 is used to connect with the steel beam section. During structural assembly, the steel web 130 of the concrete section 150 is embedded in the concrete beam section. The reinforcing bars passing through the circular through holes 131 on the steel web 130 of the concrete section 150 include transverse reinforcing bars 310 and transverse short bars (not shown in the figure). The bottom row of circular through holes 131 is used for the transverse reinforcing bars 310 in the shear connection key assembly 30 to pass through, while the circular through holes 131 in other positions are used for the transverse short bars to pass through, thereby increasing the structural integrity between the steel web 130 of the concrete section 150 and the concrete beam section. The steel web 130 of the steel structure section 160 can be connected to the steel beam section by means of connectors, such as by tie rod anchorage.

[0036] Furthermore, the stiffening assembly 20 is connected within the assembly chamber 140 to improve structural rigidity, and can also be connected to the end of the assembly chamber 140. It is worth mentioning that the portion of the shear connection key assembly 30 arranged above the steel top plate 120 is used to strengthen the connection rigidity and integrity between the steel top plate 120 and the bridge deck; while the portion of the shear connection key assembly 30 arranged at the bottom of the steel web 130 of the concrete section 150 is used to strengthen the connection rigidity and integrity between the steel web 130 of the concrete section 150 and the concrete beam segment.

[0037] In a preferred embodiment of this utility model, the spacing between the shear connection key assemblies 30 of the concrete section 150 is smaller than the spacing between the shear connection key assemblies 30 of the steel structure section 160.

[0038] It should be noted that this arrangement increases the spacing between the shear connection key assemblies 30 in the concrete section 150 to improve the shear force transfer performance and overall connection integrity in this area; wherein the shear connection key assemblies 30 on the steel top plate 120 and at the bottom of the steel web plate 130 of the concrete section 150 are arranged in a denser configuration.

[0039] In a preferred embodiment of the present invention, the stiffening component 20 includes a grooved stiffening partition 210, which is connected to the longitudinal bridge-outer end of the steel web 130 of the steel structure section 160.

[0040] It should be noted that the channel-shaped stiffening diaphragm is used to enhance the structural rigidity and can serve as the anchoring end of the connector when the steel web 130 of the steel structure section 160 is connected to the steel structure beam section, so as to enhance the integrity and stability of the connection. Therefore, it is arranged at the longitudinal bridge-oriented outer end of the steel web 130 of the steel structure section 160.

[0041] In a preferred embodiment of the present invention, the stiffening component 20 further includes a plurality of longitudinal stiffening ribs 220, which are spaced apart along the transverse bridge direction and connected to the steel base plate 110 of the steel structure section 160.

[0042] It is worth noting that the longitudinal stiffening rib 220 is used to strengthen the rigidity of the bottom plate and improve stability. Therefore, it is arranged on the steel bottom plate 110 of the steel structure section 160, and both ends are set between the shear connection key assembly 30 and the channel stiffening diaphragm at the bottom of the steel web 130.

[0043] In a preferred embodiment of this utility model, each shear connection key assembly 30 includes a transverse reinforcing bar 310 and a plurality of V-shaped shear connection keys 320 spaced apart along the transverse bridge direction. The V-shaped shear connection keys 320 have their openings facing downwards. The transverse reinforcing bars 310 pass through and connect to the inner side of the top of the V-shaped shear connection key 320. The bottom end of the V-shaped shear connection key 320 located on the steel top plate 120 is connected to the steel top plate 120. The bottom end of the V-shaped shear connection key 320 located within the bottom plate range of the concrete section 150 is connected to the steel bottom plate 110 of the concrete section 150.

[0044] It should be noted that the shear connection key assembly 30 adopts a combination of transverse steel bars 310 and V-shaped shear connection keys 320. The V-shaped shear connection keys 320 located above the steel top plate 120 combined with the steel top plate 120 can reduce the structural self-weight. Moreover, compared with the traditional top plate structure, there is no fatigue problem, which can further reduce the plate thickness and increase the bearing capacity. At the same time, different from the traditional shear studs, the V-shaped shear connection keys 320 can reduce the number of welding points and simplify the process. Its opening is downward so that the transverse steel bars 310 penetrate and connect to the inner side of its top end, while the bottom end is welded to the steel top plate 120, and the circular steel bars are welded to the longitudinal steel bars of the bridge deck; for the V-shaped shear connection key 320 assembly 30 on the steel bottom plate 110 within the range of the bottom plate of the concrete area section 150, since four circular through holes 131 arranged at intervals along the longitudinal bridge direction form a group of circular through holes, and multiple groups of circular through holes are arranged at intervals vertically, the circular steel bars in the V-shaped shear connection key 320 assembly 30 on the steel bottom plate 110 of the concrete area section 150 penetrate the circular through hole 131 at the bottommost end, and the bottom end of the V-shaped shear connection key 320 is welded to the steel bottom plate 110 of the concrete area section 150.

[0045] Further, the steel web 130 of the steel structure area section 160 adopts a corrugated steel web 130.

[0046] It should be noted that the corrugated steel web 130 is lighter in self-weight than the traditional steel web 130, can avoid setting web stiffeners, is convenient for prefabrication, effectively avoids the problem of cracking, and has better durability.

[0047] Further, the stiffening assembly 20 further includes a cantilever stiffener 230. The cross-section of the cantilever stiffener 230 is in an inverted T shape. The top end of the cantilever stiffener 230 is welded to the lower edge of the steel top plate 120, and one side of the cantilever stiffener 230 is welded to the outer side of the steel web 130 of the steel structure area section 160.

[0048] It should be noted that the cantilever stiffener 230 is used to strengthen the structural stiffness of the two cantilever ends on both sides of the steel top plate 120. Therefore, it is arranged between the cantilever ends of the steel top plate 120 and the outer sides of the steel webs 130 on both sides of the steel structure area section 160. Its cross-section is in an inverted T shape (i.e., a "丄" shape structure), so that the self-weight can be reduced and the welding is convenient.

[0049] Further, the height of the cantilever stiffener 230 is gradually decreased from the inside to the outside.

[0050] It should be noted that the closer to the inside (steel web 130), the greater the required structural stiffness. Therefore, the height near the inside is the largest. So, setting it in the form of gradually decreasing height from the inside to the outside can reduce the self-weight and save material costs.

[0051] Furthermore, the number of the circular through-hole groups is ten, and the ten circular through-hole groups are arranged at vertical intervals.

[0052] It is understood that the number of circular through-hole groups can be determined based on the height of the steel web 130 of the entire concrete section 150 and the spacing between adjacent circular through-hole groups. In a preferred embodiment of this application, the number of circular through-hole groups is ten, but those skilled in the art can set it according to the actual situation.

[0053] The above are merely preferred embodiments of this utility model and do not limit the patent scope of this utility model. Any equivalent structural or procedural transformations made based on the description and drawings of this utility model, or direct or indirect applications in other related technical fields, are similarly included within the patent protection scope of this utility model.

Claims

1. A fabricated steel-concrete composite structure, characterized by, The assembly structure, the stiffening assembly and the shear connecting key assembly, wherein The assembly structure comprises a steel bottom plate, a steel top plate and a plurality of steel webs arranged at intervals in the transverse bridge direction, the steel bottom plate is connected to the bottom of the steel web, the steel top plate is connected to the top of the steel web, each two adjacent steel webs and the steel top plate and the steel bottom plate are enclosed to form an assembly chamber, and the assembly structure has a concrete area section and a steel structure area section; wherein The steel web of the concrete area section is embedded in the concrete beam section, and a plurality of circular through holes for steel bars are arranged on the steel web of the concrete area section, and the steel web of the steel structure area section is connected to the steel structure beam section. Each assembly chamber is connected to the stiffening assembly, and a plurality of shear connecting key assemblies are arranged at intervals in the longitudinal bridge direction on the top of the steel top plate and the bottom of the steel web of the concrete area section.

2. The fabricated steel-concrete composite structure according to claim 1, characterized in that, The interval distance between the shear connecting key assemblies of the concrete area section is smaller than the interval distance between the shear connecting key assemblies of the steel structure area section.

3. The assembled steel-concrete composite structure according to claim 1, characterized in that, The stiffening assembly comprises a channel-shaped stiffening partition plate connected to the longitudinal bridge direction outer end of the steel web of the steel structure area section.

4. The fabricated steel-concrete composite structure according to claim 3, characterized in that The stiffening assembly further comprises a plurality of longitudinal stiffening rib plates arranged at intervals in the transverse bridge direction and connected to the steel bottom plate of the steel structure area section.

5. The assembled steel-concrete composite structure according to claim 1, wherein Each shear connecting key assembly comprises a transverse steel bar and a plurality of V-shaped shear connecting keys arranged at intervals in the transverse bridge direction, the V-shaped shear connecting key opening faces downward, and the transverse steel bar is connected to the inside of the top end of the V-shaped shear connecting key, wherein the bottom end of the V-shaped shear connecting key on the steel top plate is connected to the steel top plate, and the bottom end of the V-shaped shear connecting key in the range of the concrete area section bottom plate is connected to the steel bottom plate of the concrete area section.

6. The assembled steel-concrete composite structure according to claim 1, wherein The steel web of the steel structure area section adopts a corrugated steel web.

7. The assembled steel-concrete composite structure according to claim 1, wherein Four circular through holes arranged at intervals in the longitudinal bridge direction form a circular through hole group, a plurality of circular through hole groups are arranged at intervals in the vertical direction, and the transverse steel bar in the V-shaped shear connecting key of the concrete area section penetrates the bottommost circular through hole.

8. The fabricated steel-concrete composite structure according to claim 6, wherein The cantilever stiffening rib has an inverted T-shaped cross section, the top end of the cantilever stiffening rib is welded to the lower edge of the steel top plate, and one side of the cantilever stiffening rib is welded to the outer side of the steel web of the steel structure area section.

9. The fabricated steel-concrete composite structure according to claim 8, characterized in that The height of the cantilever stiffening rib gradually decreases from inside to outside.

10. The fabricated steel-concrete composite structure according to claim 7, wherein The number of circular through hole groups is ten, and ten circular through hole groups are arranged at intervals in the vertical direction.

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