Shear connection components suitable for double steel plate concrete wall structures

Abstract

This invention relates to the field of civil engineering technology and discloses a shear-resistant connection component suitable for double-steel-plate concrete wall structure, connecting the upper and lower steel plates. It includes: multiple first snap-fit ​​plates and multiple second snap-fit ​​plates. The multiple first snap-fit ​​plates are arranged in a rectangular array facing forward on the lower surface of the upper steel plate. Each first snap-fit ​​plate is an isosceles trapezoidal plate structure with an open top. The top of each first snap-fit ​​plate is welded and fixed to the lower surface of the upper steel plate. An inverted trapezoidal groove is formed between two adjacent first snap-fit ​​plates. Each of the multiple second snap-fit ​​plates is an isosceles inverted trapezoidal plate structure with an open bottom, snapping into each corresponding groove. The inclined surface of the second snap-fit ​​plate is in close contact with the inclined surfaces of two adjacent first snap-fit ​​plates to prevent subsequent entry of concrete slurry. Each row of closely attached first and second snap-fit ​​plates has a horizontally through-hole, which is passed through and locked by a horizontally extending locking rod.

Description

Technical Field

[0001] This invention relates to the field of civil engineering technology, and in particular to a shear-resistant connection component suitable for double-steel-plate concrete wall structures. Background Technology

[0002] Compared to ordinary reinforced concrete shear wall structures, double-steel plate-type concrete composite wall panel structures can significantly suppress crack propagation and improve structural lateral stiffness and overall energy dissipation capacity by utilizing material complementarity and structural innovation. This solves the problems of poor ductility and difficulty in crack control that exist in ordinary reinforced concrete shear walls. It has shown irreplaceable application value in fields such as shear walls of high-rise buildings, nuclear protection walls, immersed tube or shield tunnels, polar offshore platforms and protection projects, and can meet the safety requirements under extreme load conditions.

[0003] Currently, this concrete composite wall panel structure includes inner and outer steel plates, concrete, and shear-resistant connection components connecting the steel plates and concrete. The concrete is constrained by the steel plates. The shear-resistant connection components play a crucial role in transferring shear force at the steel-concrete interface, restraining steel plate buckling, and improving overall integrity and seismic performance. They have a decisive influence on the overall load-bearing capacity of the shear wall panel structure; failure of these components will significantly weaken the structure's integrity, load-bearing capacity, and durability. Existing shear-resistant connection components are mainly divided into several types, including stud-type connectors, tie bolts, and tie rod connectors. Stud-type connectors are mainly welded to the steel plates and embedded in the internal concrete to achieve the connection between the steel plates and concrete. Tie bolt connectors are mainly created by drilling holes in the steel plates, inserting bolts, and fixing them to limit the tendency of the steel plates and concrete to separate and slip, resisting lateral and longitudinal shear forces, and improving the overall integrity of the structure.

[0004] However, existing shear connection components have some defects that result in poor overall structural stability of the composite wall panel. Specifically, the tie bolts in the shear connection components need to be drilled in the steel plate, which not only weakens the steel plate cross section, leading to a decrease in structural integrity and strength performance, but also makes it difficult for the single bolt or tie rod connection to coordinate the collaborative work between the steel plate and the concrete, and cannot effectively limit the separation and slippage between the two. At the same time, exposed bolts and other metal components are prone to corrosion in marine environments or high humidity areas, reducing the long-term anchoring performance of the connection and reducing the shear capacity. This makes the wall panel structure unable to cope with loads such as earthquakes, impacts and explosions in extreme environments. Summary of the Invention

[0005] This invention provides a shear-resistant connection component suitable for double-steel-plate concrete wall panel structures, which can solve the above-mentioned problems in the prior art.

[0006] This invention provides a shear-resistant connection component suitable for double-steel-plate concrete wall panel structures, connecting the upper and lower steel plates. It includes multiple first snap-fit ​​plates and multiple second snap-fit ​​plates. The first snap-fit ​​plates are arranged in a rectangular array facing forward on the lower surface of the upper steel plate. Each first snap-fit ​​plate is an isosceles trapezoidal plate structure with an open top. The top of each first snap-fit ​​plate is welded and fixed to the lower surface of the upper steel plate. An inverted trapezoidal groove is formed between two adjacent first snap-fit ​​plates. Each of the multiple second snap-fit ​​plates is an isosceles inverted trapezoidal plate structure with an open bottom, snapping into the corresponding groove. The lower part of each second snap-fit ​​plate is welded and fixed to the upper surface of the lower steel plate. The inclined surface of the second snap-fit ​​plate is in close contact with the inclined surfaces of two adjacent first snap-fit ​​plates to prevent subsequent entry of concrete slurry. Each row of closely attached first and second snap-fit ​​plates has a horizontally through-hole, which is then passed through and locked by a horizontally extending locking rod.

[0007] Preferably, the length of the locking bar is less than the length of the upper steel plate.

[0008] Preferably, each of the first buckle plates located at the edge is provided with a buckle on its outer side. The buckle is a right-angled trapezoidal plate structure. The top bottom surface of the buckle is open and faces downward. The lower part of the buckle is fixedly connected to the lower steel plate. The inclined surface of the buckle is in contact with the outer inclined surface of the corresponding first buckle plate. The two ends of the locking rod pass through the two corresponding buckles at the edge.

[0009] Preferably, each latch is located inside the space between the upper and lower steel plates.

[0010] Preferably, the through hole passes through the latch, and both ends of the locking rod extend beyond the latches on both sides, with external threaded grooves on both ends to tighten the locking nut.

[0011] Ideally, there should be a clearance fit between the through hole and the locking rod.

[0012] Preferably, the length of the external threaded grooves at both ends of the locking rod is 1 / 15 to 2 / 15 of the total length of the locking rod.

[0013] Preferably, both the first and second buckle plates are made of Q235 steel, and both have a thickness greater than 4mm.

[0014] Preferably, both the upper and lower steel plates are made of Q235 steel and have a thickness greater than 4mm.

[0015] Compared with existing technologies, the advantages of this invention are as follows: The structure of this connecting component eliminates the need for drilling holes in the steel plate, unlike existing tie bolt methods, thus ensuring the integrity and strength of the upper and lower steel plate sections. Furthermore, compared to single bolt or tie rod connecting components, the mutual restraint between the first and second snap-fit ​​plates provides synergy, effectively limiting the separation and slippage of components. Simultaneously, this connecting component offers long-term secure connection. Specifically, compared to traditional connecting components, the mechanical interlocking of the first and second snap-fit ​​plates, along with the locking mechanism via a locking rod, avoids the loss of integrity and original strength of the upper and lower steel plates caused by drilling holes in tie bolts in traditional connecting components. Moreover, this connecting component is modularly prefabricated, exhibiting superior integrity and economy. This shear-resistant connecting component... Multiple first and second snap-fit ​​plates are welded to the upper and lower steel plates respectively, achieving the function of welding and fixing multiple components in different areas, avoiding stress concentration caused by only a few fixation points. Specifically, by tightly and interlocking the first and second snap-fit ​​plates in the same row, and with the internal transverse locking rods passing through, the tight connection between the first and second snap-fit ​​plates is further reinforced, so as to achieve the overall forming connection of the connecting components. The special shape of the first and second snap-fit ​​plates increases the contact area between the concrete and the first and second snap-fit ​​plates after the concrete is poured, thereby effectively improving the overall strength and shear resistance of the composite wall panel. At the same time, the first snap-fit ​​plates, second snap-fit ​​plates, and locking rods in this shear-resistant connecting component can be directly prefabricated in the factory, realizing modular installation construction, speeding up the construction progress, and reducing construction and transportation costs and difficulties.

[0016] In summary, this shear-resistant connection component is feasible in construction, has reasonable stress distribution, and its structure can meet the application strength and specification requirements of wall panels composed of upper steel plates, lower steel plates, and concrete. Attached Figure Description

[0017] Figure 1 This is a partially exploded structural diagram of a shear-resistant connection component suitable for a double-steel-plate concrete wall panel structure, provided as an embodiment of the present invention.

[0018] Figure 2 This is a front view structural schematic diagram of a shear-resistant connection component suitable for a double-steel-plate concrete wall panel structure provided in an embodiment of the present invention;

[0019] Figure 3 This is a partial structural schematic diagram of a shear-resistant connection component suitable for a double-steel-plate concrete wall panel structure, provided by an embodiment of the present invention.

[0020] Figure 4 This is a partial structural schematic diagram from the front view of a shear connection component suitable for a double steel plate concrete wall panel structure, provided as an embodiment of the present invention.

[0021] Figure 5 An inclined bottom view of a shear connection component part of a double steel plate concrete wall panel structure provided in an embodiment of the present invention;

[0022] Figure 6 for Figure 5 A schematic diagram of the structure viewed from below.

[0023] Explanation of reference numerals in the attached figures:

[0024] 1. Upper steel plate; 2. Lower steel plate; 3. First buckle plate; 31. Through hole; 4. Buckle groove; 5. Second buckle plate; 6. Locking rod; 61. External thread groove; 7. Locking buckle; 8. Locking nut. Detailed Implementation

[0025] The following detailed description of a specific embodiment of the present invention is provided in conjunction with the accompanying drawings. However, it should be understood that the scope of protection of the present invention is not limited to the specific embodiment.

[0026] In the description of this invention, it should be understood that the terms "center," "longitudinal," "lateral," "length," "width," "thickness," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," "axial," "radial," and "circumferential" indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing the technical solution of this invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on this invention.

[0027] refer to Figure 1 and Figure 4 This invention provides a shear-resistant connection component suitable for double-steel-plate concrete wall panel structures, connecting the upper steel plate 1 and the lower steel plate 2. It includes: multiple first snap-fit ​​plates 3 and multiple second snap-fit ​​plates 5. The multiple first snap-fit ​​plates 3 are arranged in a rectangular array facing forward on the lower surface of the upper steel plate 1. Each first snap-fit ​​plate 3 is an isosceles trapezoidal plate structure with an open top. The top of each first snap-fit ​​plate 3 is welded and fixed to the lower surface of the upper steel plate 1. An inverted trapezoidal groove 4 is formed between two adjacent first snap-fit ​​plates 3. Each of the multiple second snap-fit ​​plates 5 is an isosceles inverted trapezoidal plate structure with an open bottom, and is snapped into each groove 4 in a corresponding manner. The lower part of each second snap-fit ​​plate 5 is welded and fixed to the upper surface of the lower steel plate 2. The inclined surface of the second snap-fit ​​plate 5 is in close contact with the inclined surfaces of two adjacent first snap-fit ​​plates 3 to prevent subsequent entry of concrete slurry. Each row of closely attached first snap-fit ​​plates 3 and second snap-fit ​​plates 5 has a horizontally through hole 31, which is passed through and locked by a horizontally extending locking rod 6.

[0028] In the above embodiments, the structure of this connecting component, compared to existing tie bolts and other methods, does not require drilling holes in the steel plate, ensuring the integrity and strength of the upper steel plate 1 and the lower steel plate 2 cross sections. Furthermore, compared to single bolt or tie rod connecting components, the mutual restraint between the first snap-fit ​​plate 3 and the second snap-fit ​​plate 5 enables synergy, effectively limiting the separation and slippage of each component. Simultaneously, this connecting component possesses long-term connection and fastening performance. Specifically, compared to traditional connecting components, this connecting component structure, through the mechanical interlocking of the first snap-fit ​​plate 3 and the second snap-fit ​​plate 5, and the locking method using the interlocking locking rod 6, avoids the loss of integrity and original strength of the upper steel plate 1 and the lower steel plate 2 caused by drilling holes when setting tie bolts in current traditional connecting components. Moreover, this connecting component is modularly prefabricated, possessing superior integrity and economy. This shear-resistant connecting component, through the separation of the upper steel plate 1 and the lower steel plate 2... By welding multiple first snap-fit ​​plates 3 and second snap-fit ​​plates 5, the welding and fixing of multiple components in different areas is achieved, avoiding stress concentration caused by only a few fixing points. Specifically, by tightly and interlocking the first snap-fit ​​plates 3 and second snap-fit ​​plates 5 in the same row, and with the internal transverse locking rod 6 passing through, the tight connection between the first snap-fit ​​plates 3 and second snap-fit ​​plates 5 is further reinforced, so as to achieve the overall forming connection of the connecting components. The special shape of the first snap-fit ​​plates 3 and second snap-fit ​​plates 5 increases the contact area between the concrete and the first snap-fit ​​plates 3 and second snap-fit ​​plates 5 after concrete pouring, thereby effectively improving the overall strength and shear resistance of the composite wall panel. At the same time, the first snap-fit ​​plates 3, second snap-fit ​​plates 5 and locking rods 6 in this shear-resistant connecting component can be directly prefabricated in the factory, realizing modular installation construction, speeding up the construction progress, and reducing construction and transportation costs and difficulties.

[0029] In summary, this shear-resistant connection component is feasible in construction, has reasonable stress distribution, and its structure can meet the application strength and specification requirements of the wall panel composed of upper steel plate 1, lower steel plate 2 and concrete.

[0030] Further, refer to Figure 1 , Figure 2 and Figure 4 The length of the locking rod 6 is less than the length of the upper steel plate 1.

[0031] In the above embodiments, it can be ensured that the locking rod 6, each of the first buckle plates 3 and the second buckle plate 5 are placed inside the space between the upper steel plate 1 and the lower steel plate 2, so that they can be wrapped after the concrete is poured.

[0032] Further, refer to Figure 3 , Figure 4 and Figure 5Each of the first buckle plates 3 located at the edge is provided with a buckle 7 on its outer side. The buckle 7 is a right-angled trapezoidal plate structure. The upper bottom surface of the buckle 7 is open and faces downward. The lower part of the buckle 7 is fixedly connected to the lower steel plate 2. The inclined surface of the buckle 7 is in contact with the outer inclined surface of the corresponding first buckle plate 3. The two ends of the locking rod 6 pass through the two corresponding buckles 7 at the edge respectively. The through hole 31 passes through the buckle 7. The two ends of the locking rod 6 extend out of the buckles 7 on both sides, and both ends are provided with external thread grooves 61 to tighten the locking nut 8.

[0033] In the above embodiments, the locking buckle 7 is provided to facilitate the locking of the locking rod 6. Specifically, the locking buckle 7 has an inverted right-angled trapezoidal structure. After its inclined surface is aligned and attached to the inclined surface of the adjacent second buckle plate 5, the other waist plate will be in a vertical state. At this time, after the locking rod 6 passes through horizontally, the locking nut 8 locks the locking rod 6. The inner end face of the locking nut 8 will abut against the vertical outer wall of the locking buckle 7, thereby ensuring the degree of locking between the connecting parts and further improving stability. The center lines of the through holes 31 opened by the first buckle plate 3, the second buckle plate 5 and the locking buckle 7 in each row are collinear. The external thread groove 61 is provided for the spiral fastening of the locking nut 8.

[0034] Further, refer to Figure 1 and Figure 6 Each latch 7 is located inside the space between the upper steel plate 1 and the lower steel plate 2.

[0035] In the above embodiments, the locking buckle 7, the first buckle plate 3 and the second buckle plate 5 can be prevented from being exposed outside the upper steel plate 1 or the lower steel plate 2, so that the concrete cannot be fully covered.

[0036] Further, refer to Figure 1 The through hole 31 and the locking rod 6 are fitted with a clearance.

[0037] In the above embodiments, it is possible to avoid the laterally extending locking rod 6 failing to pass through each through hole 31 and lock, which would prevent the construction and installation of the shear connection component from being completed. At the same time, by reserving a gap, it is possible to cope with stress expansion after stress concentration, similar to the principle of expansion joints in bridges.

[0038] Further, refer to Figure 4 The length of the external threaded grooves 61 at both ends of the locking rod 6 is 1 / 15 to 2 / 15 of the total length of the locking rod 6.

[0039] In the above embodiments, by limiting the length of the external threaded grooves 61 at both ends of the locking rod 6 to 1 / 15 to 2 / 15 of the total length of the locking rod 6, it can be ensured that the locking rod 6 can be locked in the subsequent fixing process.

[0040] Further, refer to Figure 1Both the first buckle plate 3 and the second buckle plate 5 are made of Q235 steel, and both have a thickness greater than 4mm.

[0041] In the above embodiments, the overall shear resistance of the composite wall panel can be effectively improved, thereby enhancing the coordinated working ability of the various components of the structure and avoiding premature failure of shear connection components.

[0042] Meanwhile, the locking rod 6 uses bolt members with a performance grade of 4.8 and a diameter greater than 12mm.

[0043] Further, refer to Figure 1 Both the upper steel plate 1 and the lower steel plate 2 are made of Q235 steel and have a thickness greater than 4mm.

[0044] In the above embodiments, the overall structural failure caused by insufficient strength or thickness of the upper steel plate 1 and the lower steel plate 2 can be avoided, and the effective embedding of the shear-resistant connection components and the effective improvement of the shear resistance performance of the structure can be achieved.

[0045] Furthermore, after the installation of each component is completed, temporary steel formwork is spot-welded to three sides of the wall panel structure to fix the wall panel structure. The remaining side is used for pouring concrete. Then, the wall panel structure is erected, ensuring that each side of the concrete is flush with the upper steel plate 1 and the lower steel plate 2. Concrete is poured from top to bottom. To facilitate the removal of the steel formwork, lubricating oil is applied to the inner surface of the formwork before pouring concrete to facilitate the removal of the formwork and prevent damage to the concrete surface of the specimen during demolding. Finally, the surface is smoothed and water is sprinkled for curing.

[0046] The above-disclosed embodiments are merely a few specific examples of the present invention. However, the embodiments of the present invention are not limited thereto, and any variations that can be conceived by those skilled in the art should fall within the protection scope of the present invention.

Claims

1. A shear-resistant connection component suitable for double-steel-plate concrete wall panel structures, connecting the upper steel plate (1) and the lower steel plate (2), characterized in that, include: Multiple first buckle plates (3) are arranged in a rectangular array on the lower surface of the upper steel plate (1). The first buckle plate (3) is an isosceles trapezoidal plate structure with an upper opening. The top of the first buckle plate (3) is welded and fixed to the lower surface of the upper steel plate (1). An inverted trapezoidal groove (4) is formed between two adjacent first buckle plates (3). Multiple second snap-on plates (5) are all in the form of isosceles inverted trapezoidal plate structures with downward openings, and are snapped into the corresponding slots (4) one by one. The lower part of the second snap-on plate (5) is welded and fixed to the upper surface of the lower steel plate (2). The inclined surface of the second snap-on plate (5) is in close contact with the inclined surfaces of the two adjacent first snap-on plates (3) to prevent the subsequent entry of concrete slurry. Each row of first snap-on plates (3) and second snap-on plates (5) that are in close contact with each other are provided with horizontal through holes (31), and are locked by a horizontally extending locking rod (6). The length of the locking rod (6) is less than the length of the upper steel plate (1). Each of the first buckle plates (3) located at the edge is provided with a buckle (7) on the outside. The buckle (7) is a right-angled trapezoidal plate structure. The top bottom surface of the buckle (7) is open and the opening faces downward. The lower part of the buckle (7) is fixedly connected to the lower steel plate (2). The inclined surface of the buckle (7) is in contact with the outer inclined surface of the corresponding first buckle plate (3). The two ends of the locking rod (6) pass through the two buckles (7) at the edge respectively.

2. The shear-resistant connection component suitable for double-steel-plate concrete wall panel structures as described in claim 1, characterized in that, Each of the aforementioned latches (7) is placed inside the space between the upper steel plate (1) and the lower steel plate (2).

3. A shear-resistant connection component suitable for double-steel-plate concrete wall panel structures as described in claim 1, characterized in that, The through hole (31) passes through the latch (7), and both ends of the locking rod (6) extend out of the latches (7) on both sides, and both ends are provided with external thread grooves (61) to tighten the locking nut (8).

4. A shear-resistant connection component suitable for double-steel-plate concrete wall panel structures as described in claim 3, characterized in that, The through hole (31) and the locking rod (6) are fitted with a clearance.

5. A shear-resistant connection component suitable for double-steel-plate concrete wall panel structures as described in claim 3, characterized in that, The length of the external threaded grooves (61) at both ends of the locking rod (6) is 1 / 15 to 2 / 15 of the total length of the locking rod (6).

6. A shear-resistant connection component suitable for double-steel-plate concrete wall panel structures as described in claim 1, characterized in that, Both the first buckle plate (3) and the second buckle plate (5) are made of Q235 steel, and both have a thickness greater than 4mm.

7. A shear-resistant connection component suitable for double-steel-plate concrete wall panel structures as described in claim 1, characterized in that, Both the upper steel plate (1) and the lower steel plate (2) are made of Q235 steel and have a thickness greater than 4mm.

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