A lattice composite shear wall

Abstract

The present invention discloses a novel lattice composite shear wall, comprising T-shaped flanges, truss webs and tie bars, wherein the T-shaped flanges are arranged opposite to each other in groups of two and connected together by truss webs, and the tie bars are horizontally welded between two opposite T-shaped flanges in groups of two, and the two tie bars in each group are symmetrically welded in the cavities on both sides of the T-shaped flanges, and the two ends of the tie bars are bent and welded on the T-shaped flanges, and several groups of T-shaped flanges are welded together to form a shear wall body with a multi-zone lattice cavity structure. The present invention is a brand-new shear wall structure, which can avoid fire prevention measures and has good seismic resistance. At the same time, the low steel content greatly saves costs, and the construction is also very convenient, and it can be prefabricated in a factory or cast on site.

Description

Technical Field

[0001] The invention relates to a novel shear wall, in particular to a novel lattice-type combined shear wall, and belongs to the technical field of building engineering. Background Art

[0002] At present, China is vigorously promoting prefabricated buildings. Traditional concrete shear walls have low costs, but poor seismic resistance, low ductility, and insufficient energy consumption. Steel plate shear walls have good ductility, but cannot bear vertical loads and can only bear horizontal loads. The single steel plate is in the center of the wall, so fire prevention measures are required, which increases the cost. Double steel plate shear walls have good steel tube bundle shear wall performance, can bear compression, bending and shear loads, and have good seismic resistance, but have a high steel content and high costs. They also need fire protection, but the steel plates are on the outer edges of both sides of the wall. The fireproof structure will increase the wall thickness and occupy the building's usable space. Summary of the invention

[0003] The purpose of the present invention is to provide a new type of lattice composite shear wall, which not only can avoid fire prevention measures, but also has good seismic performance, low steel content, convenient construction, and can be prefabricated and cast on site.

[0004] To achieve the above-mentioned purpose, the technical solution adopted by the present invention is a new type of lattice-type composite shear wall, including T-shaped flanges, truss webs and tie bars, the T-shaped flanges are arranged opposite to each other in groups of two and connected together by truss webs, and the tie bars are horizontally welded between two opposite T-shaped flanges in groups of two, and the two tie bars in each group are symmetrically welded in the cavities on both sides of the T-shaped flange, the two ends of the tie bars are bent and welded on the T-shaped flanges, and several groups of T-shaped flanges are welded together to form a shear wall body with a multi-zone lattice cavity structure.

[0005] The transverse horizontal tie bars welded in the cavities on both sides of the T-shaped flange have the following functions: the tie bars on both sides surround the middle area of ​​the T-shaped flange, constrain the concrete inside, and act as shear keys for the synergistic effect of the steel frame and concrete. The anti-cracking steel bars are placed on the inside of the tie bars and tied and fixed.

[0006] Preferably, the truss webs are steel bars or flat steel bars, and a plurality of truss webs are welded end to end from top to bottom on the plate ribs of the T-shaped flange to form a lattice-type H-shaped steel frame.

[0007] Preferably, the angle between the truss web and the T-shaped flange is 45°.

[0008] Preferably, the short-limb shear wall comprises 3-4 lattice H-shaped steel frames welded continuously, and the ordinary shear wall comprises at least 4 lattice H-shaped steel frames welded continuously.

[0009] Preferably, the T-shaped flange is a finished T-shaped steel product or is formed by longitudinally cutting a wide flange hot-rolled steel section from the middle of the web or is formed by welding steel sections.

[0010] Preferably, the multi-cell cavity structure can be connected vertically between walls or horizontally between walls and beams;

[0011] - When making a vertical connection between walls, vertical splicing node plates are welded at both ends of the lattice H-shaped steel frame. The vertical splicing node plates are welded to the web and T-shaped flange of the H-shaped steel frame, and a plurality of bolt holes are arranged on the vertical splicing node plates;

[0012] - When making horizontal wall-beam connections, the connection nodes are divided into in-plane nodes and out-of-plane nodes.

[0013] Preferably, when the connection node of the horizontal connection between the wall and the beam is an in-plane node, an in-plane wall-beam node corbel is welded at the position where the beam is connected to the wall, and a horizontal in-plane node stiffener and an in-plane node web reinforcement plate are welded in the area where the in-plane wall-beam node corbel is located; the in-plane node web reinforcement plate is welded between the plate ribs of the T-shaped flange and is vertically welded to the in-plane node stiffener;

[0014] When the connection node is an in-plane node, the force transmitted by the corbel cannot act directly in the out-of-plane direction of the unreinforced plate. Therefore, the above-mentioned technical solution is needed.

[0015] When the connection node of the horizontal connection of the wall and the beam is an out-of-plane node, an out-of-plane wall-beam node corbel is welded at the position where the beam is connected to the wall, and out-of-plane node stiffening plates and out-of-plane node sealing plates are respectively welded at the upper and lower, front and back positions of the grid where the out-of-plane wall-beam node corbel is located, a pure steel closed cavity is formed between the out-of-plane node stiffening plates and the out-of-plane node sealing plates and the H-shaped steel frame, and the out-of-plane wall-beam node corbel is vertically welded to the out-of-plane node sealing plates.

[0016] When the connection node is an out-of-plane node, a pure tempered node can be used to connect the corbel.

[0017] Preferably, the shear wall body is prefabricated with concrete in a factory or poured with concrete on site.

[0018] In this patent, the node area is filled with solid grid connection sections that were originally hollow by welding steel plates, and connecting bolt holes are opened. At this time, if factory prefabrication and pouring of concrete is required, a welded head plate is required. The head plate can be used as a side form when pouring concrete, and also plays a role in reinforcing the node area. When pouring on site, whether a head plate is needed is determined according to the node calculation requirements.

[0019] When prefabricating concrete in the factory, the shear wall body is laid flat on the formwork table or any flat ground that is convenient for demolding. The flanges and node head plates can form lateral formwork, and each cavity is poured. After being vibrated and smoothed, it is maintained and transported to the site for hoisting after leaving the factory. This is basically the same as the steel structure and can maintain an extremely high construction speed.

[0020] Preferably, when pouring concrete on site, the periphery of the shear wall body is covered with wooden formwork or reinforced expansion mesh.

[0021] Preferably, the reinforced expansion mesh is an ultra-thin steel formwork with densely distributed long and fine holes, and a casting hole is opened at the upper end of the reinforced expansion mesh. The casting hole is connected to an external concrete pumping equipment through a pumping pipe for pouring concrete into the shear wall body.

[0022] When pouring concrete on site, ordinary wooden formwork can be used. The present patent preferably has a ribbed expansion mesh, which is an ultra-thin steel formwork with densely distributed long and narrow holes. The gaps in the formwork are not enough to allow cement slurry to leak out. At the same time, after the pouring is completed, it is convenient to plaster the surface layer of the building by using the mesh layer. At the same time, it is more convenient to insert the pipe for grouting and opening the holes during pouring than the traditional wooden formwork. In addition, due to its dense holes, the density of the internal concrete pouring can be observed, which greatly ensures the pouring quality.

[0023] Beneficial effects of the invention: The invention is a brand-new shear wall structure, which mainly relies on the shearing effect of the tie bars to produce a synergistic effect between the concrete and the steel flange, and forms a mutually constrained relationship, that is, the concrete constrains the steel flange to prevent it from buckling, and the steel flange constrains the concrete to improve its performance. At the same time, the new shear wall structure of the invention can avoid fire prevention measures and has good seismic performance. At the same time, the low steel content greatly saves costs, and the construction is also very convenient. It can be prefabricated in the factory or cast on site. BRIEF DESCRIPTION OF THE DRAWINGS

[0024] In order to more clearly illustrate the technical solution of the present invention, the drawings required to be used in the embodiments or the description of the prior art are briefly introduced below.

[0025] Figure 1 It is a structural schematic diagram of the present invention;

[0026] Figure 2 This is a schematic diagram of the structure of factory prefabrication and casting according to the first embodiment of the present invention;

[0027] Figure 3 This is a schematic diagram of the structure of the on-site casting of the second embodiment of the present invention;

[0028] Figure 4 for Figure 3 Schematic diagram of the structure for pouring concrete;

[0029] Figure 5 for Figure 3 Schematic diagram of the structure after pouring;

[0030] In the figure: 1. T-shaped flange, 2. Truss web, 3. Tie steel bars, 4. Shear wall body, 5. Plate ribs, 6. Vertical spliced ​​node plates, 7. Web plates, 8. Bolt holes, 9. In-plane wall-beam node corbels, 10. In-plane node stiffeners, 11. In-plane node web reinforcement plates, 12. Out-plane wall-beam node corbels, 13. Out-plane node stiffeners, 14. Out-plane node sealing plates, 15. Casting concrete, 16. Reinforced expansion mesh, 17. Long strip holes, 18. Casting holes, 19. Pumping pipes, 20. Concrete pumping equipment. DETAILED DESCRIPTION

[0031] In order to enable persons skilled in the art to better understand the technical solutions in the present application, the technical solutions in the present application will be clearly and completely described below in conjunction with embodiments.

[0032] like Figure 1 As shown, the present invention discloses a novel lattice-type composite shear wall, comprising T-shaped flanges 1, truss webs 2 and tie bars 3, wherein the T-shaped flanges 1 are arranged opposite to each other in groups of two and connected together by the truss webs 2, and the tie bars 3 are horizontally welded between two opposite T-shaped flanges 1 in groups of two, and the two tie bars 3 in each group are symmetrically welded in the cavities on both sides of the T-shaped flanges 1, and the two ends of the tie bars 3 are bent and welded on the T-shaped flanges 1, and several groups of T-shaped flanges 1 are welded together to form a shear wall body 4 with a multi-zone cavity structure.

[0033] The transverse horizontal tie bars 3 welded in the cavities on both sides of the T-shaped flange 1 have the following functions: the tie bars on both sides surround the middle area of ​​the T-shaped flange, constrain the concrete inside, and act as shear keys for the synergistic effect of the steel frame and concrete, and place the anti-cracking steel bars inside the tie bars and tie them up.

[0034] The truss web 2 is a steel bar or a flat steel bar, and a plurality of truss webs 2 are welded end to end from top to bottom on the plate rib 5 of the T-shaped flange 1 to form a lattice H-shaped steel frame. The angle α between the truss web and the T-shaped flange is 45°.

[0035] The short-leg shear wall is formed by continuously welding 3-4 lattice-type H-shaped steel frames, and the ordinary shear wall is formed by continuously welding at least 4 lattice-type H-shaped steel frames.

[0036] The T-shaped flange 1 is a finished T-shaped steel product or is formed by longitudinally cutting a wide flange hot-rolled steel section from the middle of the web or is formed by welding the steel sections.

[0037] The multi-cell cavity structure can be connected vertically between walls or horizontally between walls and beams;

[0038] - When vertical connection between walls is performed, vertical splicing node plates 6 are welded at both ends of the lattice H-shaped steel frame. The vertical splicing node plates 6 are welded to the web plate 7 and the T-shaped flange 1 of the H-shaped steel frame. A plurality of bolt holes 8 are provided on the vertical splicing node plates 6 for vertical connection between walls;

[0039] - When making horizontal wall-beam connections, the connection nodes are divided into in-plane nodes and out-of-plane nodes.

[0040] When the connection node of the horizontal connection between the wall and the beam is an in-plane node, an in-plane wall-beam node corbel 9 is welded at the position where the beam and the wall are connected, and a horizontal in-plane node stiffener 10 and an in-plane node web reinforcement plate 11 are welded in the area where the in-plane wall-beam node corbel 9 is located; the in-plane node web reinforcement plate 11 is welded between the plate ribs 5 of the T-shaped flange 1, and is vertically welded to the in-plane node stiffener 10;

[0041] When the connection node is an in-plane node, the force transmitted by the corbel cannot act directly in the out-of-plane direction of the unreinforced plate. Therefore, the above-mentioned technical solution is needed.

[0042] When the connection node of the horizontal connection between the wall and the beam is an out-of-plane node, an out-of-plane wall-beam node corbel 12 is welded at the position where the beam and the wall are connected, and an out-of-plane node stiffening plate 13 and an out-of-plane node sealing plate 14 are respectively welded at the upper and lower, front and rear positions of the grid where the out-of-plane wall-beam node corbel 12 is located, and a pure steel closed cavity is formed between the out-of-plane node stiffening plate 13 and the out-of-plane node sealing plate 14 and the H-shaped steel frame, and the out-of-plane wall-beam node corbel 12 is vertically welded on the out-of-plane node sealing plate 14. When the connection node is an out-of-plane node, a pure tempered node can be used to connect the corbel.

[0043] Embodiment 1

[0044] The shear wall body 4 can be prefabricated with concrete in a factory or cast with concrete on site.

[0045] like Figure 2 As shown, when precast concrete is made in the factory, the shear wall body 5 is laid flat on a formwork table or any flat ground that is convenient for demolding. The flanges and node head plates can form lateral formwork, and each cavity is poured. After vibrating and smoothing, it is maintained and transported to the site for hoisting after leaving the factory, which is basically the same as the steel structure and can maintain an extremely high construction speed.

[0046] In this patent, the node area is filled with solid grid connection sections that were originally hollow by welding steel plates, and connecting bolt holes are opened. At this time, if factory prefabrication and pouring of concrete is required, a welded head plate is required. The head plate can be used as a side form when pouring concrete, and also plays a role in reinforcing the node area. When pouring on site, whether a head plate is needed is determined according to the node calculation requirements.

[0047] Embodiment 2

[0048] like Figure 3-5 As shown, when pouring concrete 15 on site, the periphery of the shear wall body 5 is covered with a wooden formwork or a reinforced expanded mesh 16. In this embodiment, a reinforced expanded mesh is preferred.

[0049] The reinforced expansion mesh 16 is an ultra-thin steel template with densely distributed long and narrow holes 17 . A casting hole 18 is opened at the upper end of the reinforced expansion mesh. The casting hole 18 is connected to an external concrete pumping device 20 through a pumping pipe 19 for casting concrete 15 into the shear wall body 4 .

[0050] When pouring concrete on site, ordinary wooden formwork can be used. The present patent preferably has a ribbed expansion mesh, which is an ultra-thin steel formwork with densely distributed long and narrow holes. The gaps in the formwork are not enough to allow cement slurry to leak out. At the same time, after the pouring is completed, it is convenient to plaster the surface layer of the building by using the mesh layer. At the same time, it is more convenient to insert the pipe for grouting and opening the holes during pouring than the traditional wooden formwork. In addition, due to its dense holes, the density of the internal concrete pouring can be observed, which greatly ensures the pouring quality.

[0051] In the above two embodiments, after the steel frame is installed, the steel structure team can install the upper shear wall steel frame or steel beam adjacent to it, so the post-casting will not affect the speed of structural construction, and the construction characteristics of the prefabricated type are still guaranteed.

[0052] In the second embodiment, a pouring hole is opened on the mesh formwork, i.e., the ribbed expansion mesh, and the concrete pumping pipe 19 is inserted and poured, and vibrated and squeaked to observe whether the pouring is dense.

[0053] The present invention is a brand-new shear wall structure, which mainly relies on the shearing effect of the tie bars to produce synergy between the concrete and the steel flange, and forms a mutually constrained relationship, that is, the concrete constrains the steel flange to prevent it from buckling, and the steel flange constrains the concrete to improve its performance. At the same time, the new shear wall structure of the present invention can avoid fire prevention measures and has good seismic performance. At the same time, the low steel content greatly saves costs, and the construction is also very convenient. It can be prefabricated in the factory or cast on site. It has good ductility.

[0054] The described embodiments are only some embodiments of the present invention, not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.

Claims

1. A lattice composite shear wall, characterized in that: It comprises a T-shaped flange (1), a truss web (2) and a tie steel bar (3), wherein the T-shaped flanges (1) are arranged opposite to each other in groups of two and connected together by the truss web (2), and the tie steel bars (3) are horizontally welded between two opposite T-shaped flanges (1) in a group of two, and the two tie steel bars (3) in each group are symmetrically welded in the cavities on both sides of the T-shaped flange (1), and the two ends of the tie steel bars (3) are bent and welded on the T-shaped flange (1), and a plurality of groups of T-shaped flanges (1) are welded together to form a shear wall body (4) having a multi-zone cavity structure; The truss web members (2) are steel bars or flat steel bars, and a plurality of truss web members (2) are welded end to end from top to bottom on the plate ribs (5) of the T-shaped flange (1) to form a lattice-type H-shaped steel frame; The short-leg shear wall is made of 3-4 lattice H-shaped steel frames welded continuously, and the ordinary shear wall is made of at least 4 lattice H-shaped steel frames welded continuously; The multi-cell cavity structure can be connected vertically from wall to wall or horizontally from wall to beam. - When performing a vertical wall-to-wall connection, vertical splicing node plates (6) are welded at both ends of the lattice H-shaped steel frame, the vertical splicing node plates (6) are welded to the web plate (7) and the T-shaped flange (1) of the H-shaped steel frame, and a plurality of bolt holes (8) are arranged on the vertical splicing node plates (6); - When making horizontal wall-beam connections, the connection nodes are divided into in-plane nodes and out-of-plane nodes.

2. The lattice composite shear wall according to claim 1, characterized in that: The included angle α between the truss web (2) and the T-shaped flange (1) is 45°.

3. The lattice composite shear wall according to claim 2, characterized in that: The T-shaped flange (1) is a finished T-shaped steel product or is formed by longitudinally cutting a wide flange hot-rolled steel section from the middle of the web or is formed by welding the steel sections.

4. The lattice composite shear wall according to claim 1, characterized in that: When the connection node of the horizontal wall-beam connection is an in-plane node, an in-plane wall-beam node corbel (9) is welded at the position where the beam is connected to the wall, and a horizontal in-plane node stiffening plate (10) and an in-plane node web reinforcement plate (11) are welded in the area where the in-plane wall-beam node corbel (9) is located; the in-plane node web reinforcement plate (11) is welded between the plate ribs (5) of the T-shaped flange (1) and is vertically welded to the in-plane node stiffening plate (10); When the connection node of the horizontal wall-beam connection is an out-of-plane node, an out-of-plane wall-beam node corbel (12) is welded at the position where the beam is connected to the wall, and an out-of-plane node stiffening plate (13) and an out-of-plane node sealing plate (14) are respectively welded at the upper and lower, front and rear positions of the area where the out-of-plane wall-beam node corbel (12) is located, a pure steel closed cavity is formed between the out-of-plane node stiffening plate (13) and the out-of-plane node sealing plate (14) and the H-shaped steel frame, and the out-of-plane wall-beam node corbel (12) is vertically welded to the out-of-plane node sealing plate (14).

5. The lattice composite shear wall according to claim 4, characterized in that: The shear wall body (4) is prefabricated with concrete (15) in a factory or poured with concrete (15) on site.

6. The lattice composite shear wall according to claim 5, characterized in that: When pouring concrete (15) on site, the periphery of the shear wall body (4) is covered with wooden formwork or reinforced expansion mesh (16).

7. The lattice composite shear wall according to claim 6, characterized in that: The ribbed expansion net (16) is an ultra-thin steel template with densely distributed long and narrow holes (17). A pouring hole (18) is provided at the upper end of the ribbed expansion net (16). The pouring hole (18) is connected to an external concrete pumping device (20) via a pumping pipeline (19) and is used for pouring concrete (15) into the shear wall body.

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