Two-side connecting box-shaped steel plate shear wall with built-in core plate

Abstract

This utility model discloses a box-shaped steel plate shear wall with an internal core plate and connected on both sides, relating to the field of building structure engineering technology. It includes a box-shaped steel plate, a core plate, and edge members. The box-shaped steel plate is composed of double steel plates, a first stiffening rib, and a second stiffening rib. The double steel plates are arranged in parallel at intervals and welded together by the first and second stiffening ribs to form a closed cavity. The core plate is built into the cavity of the box-shaped steel plate, with a gap between the core plate and the inner wall of the cavity. The edge members include edge frame columns and edge frame beams. The top and bottom ends of the box-shaped steel plate are fixedly connected to the upper and lower edge frame beams, respectively, and the edge frame columns on both sides are connected to the edge frame beams. The box-shaped cross-section of this utility model can greatly improve the out-of-plane stiffness of the steel plate shear wall, enabling it to have high buckling capacity under both vertical and horizontal loads.

Description

Technical Field

[0001] This utility model relates to the field of building structure engineering technology, specifically to a box-shaped steel plate shear wall with an internal core plate connected on both sides. Background Technology

[0002] Steel plate shear wall structures are a novel lateral force resisting system composed of embedded steel plates connected to a surrounding frame. They possess advantages such as light weight, high load-bearing capacity, and strong energy dissipation capacity. However, due to the high stiffness requirements of the surrounding frame and poor economic efficiency associated with using thick steel plates, thin steel plate shear walls are often used in practical engineering. The diagonal tensile bands generated by thin steel plate shear walls under horizontal loads can utilize the post-buckling performance of the steel plates, thus exhibiting high load-bearing capacity. However, under cyclic loads, the hysteresis curve shows a significant "pinching" phenomenon, affecting the seismic performance of thin steel plate shear walls. To improve the "pinching" phenomenon of the thin hysteresis curve, scholars have conducted extensive research from two aspects: "strong frame, weak wall plate" and constrained out-of-plane deformation. Examples include steel plate shear walls with connected ends, slotted steel plate shear walls, perforated steel plate shear walls, low yield point steel plate shear walls, stiffened steel plate shear walls, and buckling-resistant steel plate shear walls. The relevant research results are of great significance for improving the post-buckling hysteresis performance of steel plates and the engineering application of steel plate shear walls.

[0003] However, existing research indicates that the diagonal tension bands formed by four-sided connected steel plate shear walls generate significant bending moments and axial forces in the frame columns, leading to premature failure of the frame columns. Openings or slots significantly weaken the load-bearing capacity of the steel plate shear wall and have little effect on improving the "pinching" effect of the hysteresis curve. Stiffening ribs have limited effect on improving the "pinching" effect of the hysteresis curve and require a large amount of steel; exposed stiffening ribs also affect aesthetics. Buckling-restrained steel plate shear walls use concrete caps to restrict the buckling of the embedded steel plates, resulting in complex structures that are inconvenient to construct. Based on considerations of ductility, energy dissipation, and construction, and addressing the shortcomings of existing steel plate shear walls, this paper proposes a novel energy-dissipating lateral resisting member—a two-sided connected box-type steel plate shear wall with an internal core plate. Utility Model Content

[0004] The purpose of this utility model is to provide a box-shaped steel plate shear wall with an internal core plate connected on both sides, which solves the technical problem that the diagonal tension band formed by the four-sided connected steel plate shear wall will generate large bending moments and axial forces on the frame columns, thus causing premature failure of the frame columns.

[0005] The objective of this utility model can be achieved through the following technical solutions:

[0006] A shear wall with a built-in core plate and connected to two sides of a box-shaped steel plate includes a box-shaped steel plate, a core plate, and edge members;

[0007] The box-shaped steel plate is composed of double steel plates, a first stiffening rib and a second stiffening rib. The double steel plates are arranged in parallel and spaced apart, and are welded together by the first stiffening rib and the second stiffening rib to form a closed cavity.

[0008] The core plate is built into the cavity of the box-shaped steel plate, and a gap is left between the core plate and the inner wall of the cavity;

[0009] The edge components include edge frame columns and edge frame beams. The top and bottom ends of the box-shaped steel plate are fixedly connected to the upper and lower edge frame beams, respectively, and the edge frame columns on both sides are connected to the edge frame beams.

[0010] As a further embodiment of this utility model: the first stiffening rib is vertically welded to the side of the double steel plate, connecting the inner and outer steel plates; the second stiffening rib is vertically welded at equal intervals between the double steel plates, and the distance between the ends of the first and second stiffening ribs and the ends of the double steel plates is 20mm. The stiffening rib layout optimizes stress distribution, avoids welding stress concentration, and enhances overall stability.

[0011] As a further aspect of this utility model: the gap between the core plate and the inner wall of the cavity is 2-4mm, and the core plate is made of lightweight and high-strength material. The gap control ensures the efficiency of friction energy dissipation, and the lightweight material reduces its own weight and improves its seismic performance.

[0012] As a further embodiment of this utility model: the edge frame column is provided with a transverse fourth stiffening rib at the flange position corresponding to the edge frame beam, and the web of the edge frame beam is provided with a vertical fifth stiffening rib on both sides within the width of the double steel plate. The stiffening ribs can prevent local buckling of the frame and improve the lateral stiffness of the edge members.

[0013] As a further embodiment of this utility model: the double steel plates are connected to the edge frame beam by welding or bolting, and the double steel plates are connected to the first stiffening rib and the second stiffening rib by welding. The connection method is flexible and adaptable to different construction conditions.

[0014] As a further embodiment of this utility model, the spacing between the two steel plates is 150-200mm.

[0015] As a further embodiment of this utility model, the double steel plates are made of high-ductility steel or low-yield-point steel.

[0016] As a further embodiment of this utility model: the edge frame column and the edge frame beam are steel frames or reinforced concrete frames; when it is a reinforced concrete frame, the edge frame beam has a pre-embedded connecting plate that is welded to the double steel plate.

[0017] As a further aspect of this utility model, the spacing between the first stiffening rib and the second stiffening rib is adjusted according to the width-to-height ratio of the steel plate to improve out-of-plane stiffness and buckling capacity.

[0018] As a further embodiment of this utility model: the lightweight and high-strength material of the core board is a glass magnesium sandwich panel or a sandwich rock wool panel.

[0019] The beneficial effects of this invention are as follows: Two steel plates are separated by a certain distance and welded together by a first stiffening rib and a second stiffening rib to form a box-shaped steel plate shear wall, with the core plate embedded in the cavity of the box-shaped steel plate. The box-shaped cross-section can greatly improve the out-of-plane stiffness of the steel plate shear wall, giving it high buckling capacity under both vertical and horizontal loads. Under horizontal loads, the first stiffening rib and the inner and outer steel plates restrain each other, and the embedded core plate can also restrain the out-of-plane deformation of the inner and outer steel plates. Furthermore, the friction between the inner and outer steel plates and the core plate can dissipate a large amount of energy, thereby effectively improving the "pinching" phenomenon of the hysteresis curve of ordinary steel plate shear walls. Compared with buckling-constrained steel plate shear walls with concrete caps, this design overcomes the disadvantages of weakening the energy dissipation capacity of the steel plate due to the tie bolt holes and the complexity of the construction process. Compared with existing stiffened steel plate shear walls, it overcomes the disadvantages of limited effectiveness of stiffening ribs in improving the hysteresis curve "pinching" effect and large steel consumption. Compared with steel plate shear walls with openings or slots, it overcomes the disadvantages of significant weakening of the bearing capacity of the steel plate shear wall due to slots or openings and the insignificant improvement effect on the hysteresis curve "pinching" effect. Furthermore, the proposed box-shaped steel plate shear wall with an internal core plate connected on both sides can not only obtain the bearing capacity and energy dissipation capacity that meet the design requirements by adjusting the width-to-height ratio and height-to-thickness ratio of the steel plate, but also further improve the bearing capacity and energy dissipation capacity of the steel plate wall by adjusting the material of the internal core plate and the gap between it and the inner wall of the cavity. Attached Figure Description

[0020] The present invention will be further described below with reference to the accompanying drawings.

[0021] Figure 1 This is a structural schematic diagram of an embodiment of a box-type steel plate shear wall with an internal core panel connected on both sides.

[0022] Figure 2 This is a type of shear wall with a built-in core panel connected to two sides of a box-shaped steel plate. Figure 1 AA section view.

[0023] Figure 3 This is a type of shear wall with a built-in core panel connected to two sides of a box-shaped steel plate. Figure 1 A schematic diagram of the structure exploded.

[0024] Figure 4 This is a structural schematic diagram of a second embodiment of a box-type steel plate shear wall with an internal core panel connected on both sides.

[0025] Figure 5 This is a type of shear wall with a built-in core panel connected to two sides of a box-shaped steel plate. Figure 4 Middle BB section view.

[0026] Figure 6 This is a type of shear wall with a built-in core panel connected to two sides of a box-shaped steel plate. Figure 4 A schematic diagram of the structure exploded.

[0027] In the diagram: 1. Double steel plate; 2. First stiffening rib; 3. Second stiffening rib; 4. Core plate; 5. Edge frame column; 6. Edge frame beam; 7. Fourth stiffening rib; 8. Fifth stiffening rib; 9. Connecting plate. Detailed Implementation

[0028] 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.

[0029] In the description of this utility model, it should be understood that the terms "upper," "lower," "left," and "right," etc., indicating orientation or positional relationships based on the orientation or positional relationships shown in the accompanying drawings, are only for the convenience of describing this utility model and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or a specific orientational structure and operation. Therefore, they should not be construed as limitations on this utility model. Furthermore, "first" and "second" are only for descriptive purposes and should not be construed as indicating or implying relative importance or implicitly specifying the number of indicated technical features. Therefore, a feature defined with "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of this utility model, unless otherwise stated, "multiple" means two or more.

[0030] In the description of this utility model, it should be noted that, unless otherwise explicitly specified and limited, the terms "installation," "connection," "joining," etc., should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal communication between two components. Those skilled in the art can understand the specific meaning of the above terms in this utility model based on the specific circumstances.

[0031] Example 1

[0032] See Figures 1-3A box-shaped steel plate shear wall with an internal core panel and connected on both sides includes a box-shaped steel plate, a core panel 4, and edge members. The box-shaped steel plate includes double steel plates 1, a first stiffening rib 2, and a second stiffening rib 3. The edge members include edge frame columns 5 and edge frame beams 6. The double steel plates 1 are separated by a certain distance and are welded together by the first stiffening rib 2 and the second stiffening rib 3 to form the box-shaped steel plate shear wall. The top and bottom ends are fixedly connected to the edge frame beams. The double steel plates 1 are made of high-ductility steel or low-yield-point steel. The core panel 4 is built into the cavity of the box-shaped steel plate. The gap between the core panel and the inner wall of the cavity should preferably be controlled within 2-4 mm. The core panel should preferably be made of lightweight, high-strength material, such as glass-magnesium sandwich panel or sandwich rock wool panel.

[0033] Double steel plates 1 are separated by a certain distance and welded together by first stiffening ribs 2 and second stiffening ribs 3 to form a box-shaped steel plate shear wall. This type of box-shaped shear wall has a high buckling capacity under both vertical and horizontal loads. Under horizontal loads, the first stiffening ribs 2 and second stiffening ribs 3 constrain the double steel plates 1, and the built-in core plate 4 also constrains the out-of-plane deformation of the double steel plates 1. Furthermore, the friction between the inner and outer steel plates and the core plate dissipates a large amount of energy, effectively improving the "pinching" phenomenon of the hysteresis curve of ordinary steel plate shear walls. Compared with buckling-constrained steel plate shear walls with concrete caps, this design overcomes the disadvantages of weakening the energy dissipation capacity of the steel plates due to the tie bolt holes and the complex construction process. Compared with existing stiffened steel plate shear walls, this design overcomes the disadvantages of limited effect of stiffening ribs in improving the "pinching" effect of the hysteresis curve and the large amount of steel required. Moreover, the load-bearing capacity and energy dissipation capacity of the steel plate wall can be further improved by adjusting the material of the built-in core plate and the gap between it and the inner wall of the cavity.

[0034] The double steel plates 1 are separated by a certain distance, which can improve the out-of-plane stiffness of the steel plate wall on the one hand, and provide operating space for welding the first stiffening rib 2 on the other hand. It is preferred that the separation distance between the double steel plates 1 is not less than 150mm and should not be greater than 200mm.

[0035] In one embodiment of the present invention, the first stiffening rib 2 is vertically installed on the side of the double steel plate 1 and welded thereon, and the second stiffening rib 3 is vertically installed at equal intervals on the inner side of the double steel plate 1 and welded thereon. The distance between the ends of the first stiffening rib 2 and the second stiffening rib 3 and the ends of the double steel plate 1 should preferably be 20mm. The reserved distance between the ends of the first stiffening rib 2 and the second stiffening rib 3 and the ends of the double steel plate 1 can prevent local stress complexity and stress concentration when the first stiffening rib 2 and the second stiffening rib 3 are welded to the double steel plate 1 and when the double steel plate 1 is welded to the edge frame beam 6.

[0036] In one embodiment of the present invention, several transverse fourth stiffening ribs 7 are installed on the edge frame column 5 corresponding to the flange position of the frame beam 6 to ensure that the edge column 3 does not buckle locally. Several fifth stiffening ribs 8 are vertically installed on both sides of the web of the edge frame beam 6 within the width of the double steel plate 1 to ensure that the edge frame beam 6 does not buckle locally under the action of the double steel plate 1.

[0037] In one embodiment of the present invention, the double steel plate 1 and the edge frame beam 6 are connected by welding or bolting, the edge frame column 5 and the fourth stiffening rib 7 are connected by welding, and the edge frame beam 6 and the fifth stiffening rib 8 are connected by welding, thereby achieving a fixed connection between the components.

[0038] Example 2

[0039] See Figures 4-6 In Embodiment 1, the edge frame column 5 and edge frame beam 6 are steel frames, while in this embodiment, the edge frame column 5 and edge frame beam 6 are reinforced concrete frames. In Embodiment 1, the double steel plate 1 and the edge frame beam 6 can be directly connected by welding. In this embodiment, the connection between the double steel plate 1 and the edge frame beam 6 needs to be achieved by pre-embedding a connecting plate 9 in the edge frame beam 6 and welding it.

[0040] The above description provides a detailed account of one embodiment of the present invention. However, this description is merely a preferred embodiment and should not be construed as limiting the scope of the present invention. All equivalent variations and improvements made within the scope of the claims of the present invention should still fall within the patent coverage of the present invention.

Claims

1. A box-type steel plate shear wall with both edges connected with an embedded core plate, characterized by, Includes box-shaped steel plates, core plates (4), and edge components; The box-shaped steel plate is composed of double steel plates (1), a first stiffening rib (2) and a second stiffening rib (3). The double steel plates (1) are arranged in parallel and spaced apart, and are welded together by the first stiffening rib (2) and the second stiffening rib (3) to form a closed cavity. The core plate (4) is built into the cavity of the box-shaped steel plate, and a gap is left between the core plate (4) and the inner wall of the cavity; The edge components include edge frame columns (5) and edge frame beams (6). The top and bottom ends of the box-shaped steel plate are fixedly connected to the upper and lower edge frame beams (6) respectively, and the edge frame columns (5) on both sides are connected to the edge frame beams (6).

2. The twin-plate shear wall with built-in core plates and two-edge connection box-type steel plate according to claim 1, characterized in that, The first stiffening rib (2) is vertically welded to the side of the double steel plate (1) to connect the inner and outer steel plates; the second stiffening rib (3) is vertically welded at equal intervals between the double steel plates (1), and the distance between the ends of the first stiffening rib (2) and the second stiffening rib (3) and the ends of the double steel plate (1) is 20mm.

3. The twin-plate shear wall with built-in core plates and two-edge connection box-type steel plate according to claim 1, characterized in that, The gap between the core plate (4) and the inner wall of the cavity is 2-4 mm, and the core plate (4) is made of lightweight and high-strength material.

4. The twin-plate shear wall with built-in core plates and two-edge connection box-type steel plate according to claim 1, characterized in that, The edge frame column (5) is provided with a fourth lateral stiffening rib (7) at the flange position of the edge frame beam (6), and the web of the edge frame beam (6) is provided with a fifth vertical stiffening rib (8) on both sides within the width of the double steel plate (1).

5. The twin-plate shear wall with built-in core plates and two-edge connection box-type steel plate according to claim 1, characterized in that, The double steel plate (1) is connected to the edge frame beam (6) by welding or bolting, and the double steel plate (1) is connected to the first stiffening rib (2) and the second stiffening rib (3) by welding.

6. The twin-wall steel plate shear wall with built-in core plate and two-edge connecting box type steel plate according to claim 1, characterized in that, The spacing between the double steel plates (1) is 150-200 mm.

7. The twin-wall steel plate shear wall with built-in core plate and two-edge connecting box type steel plate according to claim 1, characterized in that, The double steel plate (1) is made of high ductility steel or low yield point steel.

8. The twin-wall steel plate shear wall with built-in core plate and two-edge connecting box type steel plate according to claim 1, characterized in that, The edge frame column (5) and edge frame beam (6) are steel frames or reinforced concrete frames; when they are reinforced concrete frames, the edge frame beam (6) has a pre-embedded connecting plate (9) and is welded to the double steel plate (1).

9. The twin-wall steel plate shear wall with built-in core plate and two-edge connecting box type steel plate according to claim 2, characterized in that, The spacing between the first stiffening rib (2) and the second stiffening rib (3) is adjusted according to the width-to-height ratio of the steel plate to improve out-of-plane stiffness and buckling capacity.

10. A box-type steel plate shear wall with an internal core plate connected on both sides according to claim 3, characterized in that, The lightweight and high-strength material of the core board (4) is a glass magnesium sandwich panel or a sandwich rock wool panel.

Images