Anti-seismic joint for vertical structure with abrupt rigidity change

Abstract

The utility model relates to the technical field of anti-seismic structures, and discloses an anti-seismic node for a stiffness mutation vertical structure, which comprises a steel column, an upper end plate, a shear wall, a shear wall column, a high-strength bolt and a foundation member, the shear wall is mounted on the foundation member, the shear wall column is arranged in the shear wall, the upper end plate is mounted on the top surface of the shear wall column, and the high-strength bolt is mounted on the top surface of the shear wall column. The shear wall column further comprises shape memory alloy steel bars, the shape memory alloy steel bars are vertically arranged in the shear wall column, connecting holes matched with the shape memory alloy steel bars in size are formed in the bottom of the steel column and the upper end plate, and the shape memory alloy steel bars penetrate through the connecting holes in the steel column and the upper end plate and are connected with the bottom of the steel column through high-strength bolts. The shape memory alloy steel bars are pre-arranged in the shear wall columns, so that the rigidity of the shear wall is improved, the sudden change of the rigidity between the structural columns and the foundation component is reduced, and the problems that stress between the frame columns and the shear wall is uneven, and the anti-seismic property is insufficient are solved.

Description

Technical Field

[0001] The utility model relates to the technical field of earthquake-resistant structures, in particular to an earthquake-resistant node for a vertical structure with large stiffness variation. Background Art

[0002] Since the concrete part of the steel-concrete composite structure needs to be wet worked, and the steel structure is prefabricated, there will be sudden changes in stiffness at the interface of different materials. The seismic performance of the steel-concrete composite structure depends to a large extent on the connection structure of the nodes under different materials, which will lead to insufficient integrity of the nodes and insufficient seismic performance of the overall structure. Currently, the commonly used steel-concrete composite structure nodes have problems such as complex structure, insufficient node ductility, complex force transmission, and poor seismic performance. In order to obtain better seismic performance, shear walls are often set in the frame. In the frame shear wall structure in the prior art, the stiffness between the structural column and the foundation member changes too much, there is a whip effect in the steel structure part, and the connection between the frame column and the shear wall often has problems such as uneven force and insufficient seismic performance. Utility Model Content

[0003] In order to mainly solve the problems in the prior art of excessive stiffness variation between the structural columns and the foundation components of the frame shear wall structure, the whip effect in the steel structure part, which leads to uneven force and insufficient seismic performance in the connection between the frame columns and the shear walls, the utility model proposes a seismic node for vertical structures with sudden stiffness changes.

[0004] The seismic node used for a vertical structure with a sudden change in stiffness includes a steel column, an upper end plate, a shear wall, a shear wall column, high-strength bolts and a foundation member. The shear wall is installed on the foundation member, the shear wall column is arranged in the shear wall, the upper end plate is installed on the top surface of the shear wall column, and the steel column is fixed to the upper end plate. The above structure also includes shape memory alloy steel bars, which are vertically arranged inside the shear wall column. The calculation method for the relationship between their quantity and position is the same as that for conventional steel bars, and they are used to increase the stiffness of the shear wall. Connection holes matching the size of the shape memory alloy steel bars are arranged on the bottom of the steel column and the upper end plate. The shape memory alloy steel bars pass through the connection holes between the steel column and the upper end plate and are connected to the bottom of the steel column by high-strength bolts.

[0005] The bottom end of the shape memory alloy steel bar is arranged in the foundation component, and the top end passes through the upper end plate and is connected to the bottom of the steel column, that is, the shape memory alloy steel bar is arranged through the shear wall column, which further enhances the rigidity of the shear wall.

[0006] The above-mentioned shear walls, shear wall columns and foundation components are internally provided with steel cages for improving the stability of the shear walls. The steel cages inside the shear walls and shear wall columns are composed of a plurality of vertically arranged main bars and transversely arranged connecting bars; the steel cages inside the foundation components are composed of a plurality of transversely arranged main bars and vertically arranged connecting bars.

[0007] A lower end plate is arranged at the bottom of the above-mentioned foundation component, and the bottom end of the shape memory alloy steel bar penetrates the foundation component and is connected to the lower end plate at the bottom thereof.

[0008] The distance between the connection hole reserved on the upper end plate and the edge of the upper end plate is not less than 80 mm, so as to meet the seismic deformation requirements of the shape memory alloy steel bars.

[0009] The beneficial effects of the utility model include: by arranging shape memory alloys in the shear wall columns, the stiffness of the shear wall is improved, thereby reducing the stiffness mutation between the structural columns and the foundation components, and solving the problems of uneven force between the frame columns and the shear wall and insufficient seismic performance. BRIEF DESCRIPTION OF THE DRAWINGS

[0010] Figure 1 It is a cross-sectional view of the overall structure of the seismic node of the utility model for a vertical structure with a sudden change in stiffness.

[0011] Figure 2 It is a front view of the seismic node of the utility model for a vertical structure with a sudden change in stiffness.

[0012] Figure 3 It is a top view of the seismic node of the utility model for a vertical structure with a sudden change in stiffness.

[0013] Markings in the figure are: 1-steel column, 2-upper end plate, 3-shear wall, 4-shear wall column, 5-high-strength bolt, 6-foundation component, 7-shape memory alloy steel bar, 8-steel cage, 9-lower end plate. DETAILED DESCRIPTION

[0014] The utility model is described below in conjunction with the accompanying drawings.

[0015] like Figure 1-3As shown, the seismic node for the vertical structure with sudden stiffness change of the utility model includes a steel column 1, an upper end plate 2, a shear wall 3, a shear wall column 4, a high-strength bolt 5 and a foundation member 6, wherein the shear wall 3 is installed on the foundation member 6, the shear wall column 4 is arranged in the shear wall 3, the upper end plate is installed on the top surface of the shear wall column 4, and the steel column 1 is fixed to the upper end plate 2 by screws and high-strength bolts 5. The above structures are all technical solutions in the prior art. The utility model also includes shape memory alloy steel bars 7, which are vertically arranged inside the shear wall column 4. The arrangement quantity and position relationship thereof are the same as the calculation method of conventional steel bars. The calculation is based on the strength and cross-sectional area of ​​the steel bars used in the specific working conditions, which can effectively improve the stiffness of the shear wall 3 and reduce the sudden stiffness change of the steel column 1 and the shear wall 3. The bottom of the steel column 1 and the upper end plate 2 are provided with connection holes matching the size of the shape memory alloy steel bars 7. The shape memory alloy steel bars 7 pass through the connection holes on the steel column 1 and the upper end plate 2 and are connected to the bottom of the steel column 1 by high-strength bolts 5.

[0016] Furthermore, the bottom end of the shape memory alloy steel bar 7 is arranged in the foundation component 6, and the top end passes through the upper end plate 2 to be connected with the bottom of the steel column 1, that is, the shape memory alloy steel bar 7 is arranged through the shear wall column 4, further improving the stiffness of the shear wall 3.

[0017] Furthermore, a steel cage 8 is arranged inside the above-mentioned shear wall 3, shear wall column 4 and foundation component 6. The steel cage inside the shear wall 3 and the shear wall column 4 is composed of a plurality of vertically arranged main bars and connecting bars arranged transversely around the main bars; the steel cage 8 inside the foundation component 6 is composed of a plurality of transversely arranged main bars and connecting bars arranged vertically around the main bars, which can ensure the stiffness of the shear wall 3 to a certain extent while increasing its toughness and seismic resistance.

[0018] Furthermore, a lower end plate 9 is provided at the bottom of the foundation component 6, and the bottom end of the shape memory alloy steel bar 7 passes through the foundation component 6 and is connected to the lower end plate 9 at its bottom, which can enhance the stiffness of the shear wall 3 and the foundation component 6 while reducing the degree of stiffness change of the two.

[0019] Furthermore, the distance between the connection hole reserved on the upper end plate 2 and the edge of the upper end plate 2 is not less than 80 mm to meet the seismic deformation requirements of the shape memory alloy steel bar 7.

[0020] When the utility model is put into use, the above structure is installed between the steel column 1 and the foundation member 6. The stiffness distribution of the vertical composite structure is optimized by pre-setting shape memory and alloy steel bars 7 in the shear wall column 4 and connecting the exposed shape memory alloy steel bars 7 to the steel column 1 using high-strength bolts 5. When in an earthquake condition, the force at the connection between the steel column 1 and the shear wall column 4 will be transferred to the shear wall 3 through the shape memory alloy 7. The shear wall 3, whose stiffness is strengthened by the shape memory alloy steel bars 7, can withstand the force on the structure under this condition, and consume it through the deformation of the shape memory alloy steel bars 7, thereby achieving the effect of improving the overall seismic performance of the structure.

[0021] Compared with the prior art, the seismic node for vertical structures with sudden changes in stiffness proposed by the utility model has the following advantages: by pre-setting shape memory alloy steel bars 7 vertically penetrating the entire shear wall 3 structure inside the shear wall column 4, the stiffness of the shear wall 3 is effectively improved, thereby solving the problems of uneven force and insufficient seismic performance caused by excessive changes in stiffness of the structural columns and foundation components of the frame shear wall in the prior art.

Claims

1. A seismic node for a vertical structure with a sudden change in stiffness, comprising a steel column (1), an upper end plate (2), a shear wall (3), a shear wall column (4), a high-strength bolt (5) and a foundation member (6), wherein the shear wall (3) is installed on the foundation member (6), the shear wall column (4) is arranged in the shear wall (3), the upper end plate (2) is installed on the top surface of the shear wall column (4), and the steel column (1) is fixed to the upper end plate (2) by screws and the high-strength bolt (5), characterized in that: It also includes shape memory alloy steel bars (7), which are vertically arranged inside the shear wall column (4). The bottom of the steel column (1) and the upper end plate (2) are provided with connection holes that match the size of the shape memory alloy steel bars (7). The shape memory alloy steel bars (7) pass through the connection holes on the steel column (1) and the upper end plate (2) and are connected to the bottom of the steel column (1) through the high-strength bolts (5).

2. The seismic node for a vertical structure with a sudden change in stiffness according to claim 1, characterized in that: The bottom end of the shape memory alloy steel bar (7) is arranged in the foundation component (6), and the top end passes through the upper end plate (2) and is connected to the bottom of the steel column (1), that is, the shape memory alloy steel bar (7) is arranged through the shear wall column (4).

3. The seismic node for a vertical structure with a sudden change in stiffness according to claim 1, characterized in that: A steel cage (8) is arranged inside the shear wall (3), the shear wall column (4) and the foundation component (6); the steel cage (8) inside the shear wall (3) and the shear wall column (4) is composed of a plurality of vertically arranged main bars and connecting bars arranged transversely around the main bars; the steel cage (8) inside the foundation component (6) is composed of a plurality of transversely arranged main bars and connecting bars arranged vertically around the main bars.

4. The seismic node for a vertical structure with a sudden change in stiffness according to claim 1, characterized in that: A lower end plate (9) is provided at the bottom of the foundation component (6), and the bottom end of the shape memory alloy steel bar (7) passes through the foundation component (6) and is connected to the lower end plate (9) at the bottom thereof.

5. The seismic node for a vertical structure with a sudden change in stiffness according to any one of claims 1 to 4, characterized in that: The distance between the connection hole reserved on the upper end plate (2) and the edge of the upper end plate (2) is not less than 80 mm.

Images