A steel plate shear wall with a beam-plate connector that only pulls but does not compress

Abstract

The present invention discloses a steel plate shear wall provided with a tension-only, no-compression beam-plate connector, which belongs to the field of structural engineering technology. The structure is assembled by an embedded steel plate, an edge frame, a tension-only, no-compression beam-plate connector, and a fishplate. The tension-only, no-compression connector is installed between the edge of the embedded steel plate and the frame, and has the following characteristics: the compressive bearing capacity is much lower than the tensile bearing capacity. When the system is compressed, the vertical deformation is borne by the tension-only, no-compression beam-plate connector, and the steel plate never buckles; when the system is sheared, the tension-only, no-compression beam-plate connector can ensure that the shear bearing capacity of the steel plate is fully exerted. The advantages of this structure are: from the perspective of the force mechanism, it avoids the problem of the steel plate shear wall being prone to buckling under vertical force, ensures that the wall function and the decorative surface layer do not buckle and crack during normal use, reduces the building maintenance cost, and at the same time, does not affect the seismic performance of the steel plate shear wall.

Description

Technical Field

[0001] The invention relates to a steel plate shear wall provided with a beam-plate connector that only pulls but does not compress, and belongs to the technical field of structural engineering. Background Art

[0002] Steel plate shear walls are highly efficient energy-dissipating lateral force-resisting components with the advantages of light weight, high bearing capacity, strong deformation resistance, and easy assembly and construction. They are particularly suitable for use in high-rise and super-high-rise building structures. Traditional unreinforced steel plate shear walls consist of two components: an embedded steel plate and an edge frame surrounding the steel plate. Because thin steel plate shear walls can withstand shear forces by utilizing the tension bands formed after buckling and have the geometric characteristics of a narrow and long cross-section (large shear area and low moment of inertia), relevant design specifications generally only consider the steel plate to bear horizontal shear forces and not vertical loads. The vertical loads and overturning bending moments of the structural system are borne by the steel plate edge frame. This design approach fully utilizes the respective strengths of the steel plate and edge frame components in terms of load-bearing performance, achieving the optimal configuration of the components in the system to resist lateral forces. However, in actual projects, steel plate shear walls often fail to achieve the ideal pure shear load mode specified in the design specifications and inevitably need to bear some vertical forces. The main reasons for the vertical compression of the steel plate include: 1) the frame beams on the upper edge of the steel plate undergo vertical flexural deformation under the service load, causing the steel plate to bear pressure; 2) the frame columns undergo axial compression deformation under the design load, which drives the frame beams to undergo overall vertical displacement, causing the internal steel plate to be compressed. The vertical pressure of the steel plate has an adverse effect on the normal use and stress performance of the steel plate shear wall. The vertical stress may cause the wall panel to undergo out-of-plane buckling deformation during normal use, resulting in bulging and cracking of the fireproof, moisture-proof and decorative surface layers on the wall panel, affecting the normal use function of the building; the large initial vertical stress will also cause the steel plate to reach material yield prematurely under the action of horizontal shear force, so that the shear strength of the steel plate cannot be fully utilized, affecting the seismic performance of the structure. In addition, due to the existence of multiple factors, the distribution of vertical stress on the steel plate and the magnitude of stress amplitude are somewhat random, which is difficult to predict or consider in a targeted manner during the engineering design process. Therefore, a more necessary and reasonable approach is to propose a structural device that can prevent the steel plate shear wall from bearing vertical stress and at the same time ensure the full development of the horizontal shear strength of the steel plate, so as to avoid the adverse effects of vertical stress on the steel plate shear wall. Summary of the Invention

[0003] To overcome the shortcomings of the prior art, the present invention provides a steel plate shear wall structure with a beam-plate connector that is tension-only and not compression-only. A steel plate shear wall structure with a beam-plate connector that is tension-only and not compression-only comprises:

[0004] edge frame;

[0005] A beam-plate connector fixed to the top surface of the edge frame that only pulls but does not compress;

[0006] a fishplate fixed to the inner bottom surface and two side surfaces of the edge frame;

[0007] An embedded steel plate is fixed on the tension-only beam-plate connecting member and the fishplate.

[0008] The edge frame comprises an upper frame beam, a lower frame beam, and left and right frame columns, which are hoisted into a quadrilateral frame. The tension-only beam-plate connector is secured to the bottom surface of the upper frame beam via bolts. The fishplate comprises a lower fishplate, a left fishplate, and a right fishplate, which are welded to the edge frame. The embedded steel plate is connected to the tension-only beam-plate connector and the fishplate via double-sided fillet welds.

[0009] Furthermore, the bottom surface of the upper frame beam is provided with circular bolt holes at a certain interval along the axis of the frame beam. The circular bolt holes are symmetrically arranged on both sides of the beam web. Vertical stiffening ribs are arranged at a certain interval on both sides of the upper frame beam web.

[0010] Furthermore, the length of the tension-only beam-plate connector is the clear span of the frame beam, and the cross-section is an arched middle portion and a straight plate at both ends.

[0011] Furthermore, the straight plate of the tension-only beam-plate connector features an oblong hole corresponding to the circular bolt hole on the bottom surface of the upper frame beam. The long side of the oblong hole is perpendicular to the span of the steel plate. The short side of the oblong hole has the same diameter as the circular bolt hole on the bottom surface of the upper frame beam. The outer edges of the circular bolt hole on the bottom surface of the upper frame beam and the oblong hole are aligned, and the two holes are secured together by connecting bolts.

[0012] Furthermore, when the beam-plate connection piece that is only pulled but not compressed is subjected to compressive deformation, the straight plate of the beam-plate connection piece that is only pulled but not compressed and the bottom plate of the upper frame beam may shift relative to each other, and the connecting bolts do not play a role in limiting the compressive deformation of the beam-plate connection piece that is only pulled but not compressed. When the beam-plate connection piece that is only pulled but not compressed is subjected to tensile deformation, the outer edge of the oblong hole of the straight plate of the beam-plate connection piece that is only pulled but not compressed immediately contacts the connecting screw, and the connecting bolts play a role in limiting the tensile deformation of the beam-plate connection piece that is only pulled but not compressed.

[0013] Furthermore, the shape of the arched section of the tension-only but not compression beam-plate connecting member can be an arc, a trapezoid or a rectangle.

[0014] Furthermore, the compressive bearing capacity of the beam-plate connection that is only in tension but not in compression is much lower than the tensile bearing capacity, and the ultimate compressive bearing capacity of the beam-plate connection that is only in tension but not in compression should be less than the compressive buckling bearing capacity of the steel plate. The tensile bearing capacity of the beam-plate connection that is only in tension but not in compression should be greater than the vertical tensile force on the upper frame beam when the steel plate forms a complete tensile stress field.

[0015] Furthermore, the connecting bolts may be ordinary bolts or high-strength bolts with a smaller pre-tightening force.

[0016] Compared with the prior art, the main advantages of the present invention are:

[0017] The present invention provides a steel plate shear wall structure with a tension-only, no-compression beam-plate connector. The tension-only, no-compression beam-plate connector is provided on the upper edge of the steel plate shear wall. The steel plate has significant differences in tensile and compressive tensile properties. When the connector is subjected to the pressure of the steel plate, the steel plate is very likely to buckle and become unstable, forming an inwardly concave buckling mode with a low buckling bearing capacity, but the bearing capacity can remain stable after buckling. When the connector is subjected to the tensile force of the steel plate, the shape of the connector does not change, and only a certain tensile deformation occurs. The tensile bearing capacity can reach several times the compressive bearing capacity. The advantage of this design is that when subjected to vertical loads, the tension-only, no-compression connector will buckle before the steel plate. Even if the frame beam continues to undergo vertical displacement or deformation, it will only cause buckling deformation of the connector, while the surface of the steel plate always remains flat and does not undergo out-of-plane buckling. Under earthquake action, the tension-only, no-compression connectors have sufficient tensile strength to anchor the steel plates, ensuring that the tensile field strength of the steel plates is fully developed after buckling. The wall panels absorb and dissipate seismic energy, ensuring that the main structure is not damaged. At the same time, the smooth surface of the steel plate shear wall can significantly improve the shear buckling bearing capacity and initial shear stiffness of the wall panels. It can be seen that the steel plate shear wall with tension-only, no-compression beam-plate connectors conforms to the design concept of not bearing vertical loads, fully utilizes the shear potential of the steel plates, and has the advantages of high initial stiffness, high bearing capacity, and good energy dissipation capacity. It is not prone to out-of-plane buckling, avoids the vertical stress and out-of-plane deformation problems caused by the compression of the steel plates during the normal use of the building, and plays a role in protecting the functional and decorative surface layers of the wall from cracking. BRIEF DESCRIPTION OF THE DRAWINGS

[0018] Figure 1 Schematic diagram of a steel plate shear wall provided with a tension-only, non-compression beam-plate connector according to the present invention, wherein (a) is a front view and (b) is a cross-sectional view;

[0019] Figure 2 This is a schematic diagram of the structure of a beam-plate connection with tension only and no compression;

[0020] Figure 3 Schematic diagram of the transverse deformation of the beam-plate connection with tension only and no compression, (a) no deformation, b) deformation under compression, (c) deformation under tension;

[0021] Figure 4 Schematic diagram of the tensile and compressive bearing capacity-displacement relationship curve of the beam-slab connection with only tension and no compression. DETAILED DESCRIPTION

[0022] The following will clearly and completely describe the technical solutions in the embodiments of the present invention in conjunction with the accompanying drawings. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. All other embodiments obtained by ordinary technicians in this field based on the embodiments of the present invention without making any creative efforts shall fall within the scope of protection of the present invention.

[0023] like Figure 1 As shown, the present invention provides a steel plate shear wall structure with a tension-only beam-plate connector, comprising an upper frame beam 1, a lower frame beam 2, a left frame column 3 and a right frame column 4, a tension-only beam-plate connector 5, a lower fishplate 6, a left fishplate 7, a right fishplate 8, and an embedded steel plate 9. The upper frame beam 1, the left frame column 2, the lower frame beam 3 and the right frame column 4 are hoisted into a quadrilateral frame; the tension-only beam-plate connector 5 is fixed to the bottom surface of the upper frame beam 1 by connecting bolts 11; the lower fishplate 6, the left fishplate 7, and the right fishplate 8 are respectively welded into the quadrilateral frame; the tension-only beam-plate connector 5, the lower fishplate 6, the left fishplate 7, and the right fishplate 8 are welded to the embedded steel plate 9; and vertical stiffening ribs 10 are arranged at a certain interval on both sides of the web of the upper frame beam 1.

[0024] like Figure 2 As shown, the steel plate 9 is connected to the upper frame beam 1 via the tension-only beam-plate connector 5. The steel plate 9 and the tension-only beam-plate connector 5 are welded. The tension-only beam-plate connector 5 is secured to the upper frame beam 1 via bolts 11. Specifically, the circular bolt hole on the bottom surface of the upper frame beam 1 is aligned with the outer edge of the oblong hole in the tension-only beam-plate connector 5, and the two holes are secured with bolts 11.

[0025] like Figure 3 As shown, when the only-pull-not-compressed beam-plate connecting part 5 is compressed and deformed, the straight plate of the only-pull-not-compressed beam-plate connecting part 5 and the bottom plate of the upper frame beam 1 can shift relative to each other, and the connecting bolts 11 do not play a role in limiting the only-pull-not-compressed beam-plate connecting part 5 under compression and deformation; when the only-pull-not-compressed beam-plate connecting part 5 is tensilely deformed, the outer edge of the oblong hole of the straight plate of the only-pull-not-compressed beam-plate connecting part 5 immediately contacts the connecting bolts 11, and the connecting bolts 11 play a role in limiting the only-pull-not-compressed beam-plate connecting part 5 under tension and deformation.

[0026] like Figure 4As shown, the stress-bearing characteristics of the tension-only beam-plate connector 5 are strong in tension and weak in compression, meaning its vertical compressive bearing capacity is significantly lower than its vertical tensile bearing capacity. The design principle for the tension-only beam-plate connector 5 is that its ultimate compressive bearing capacity should be less than the compressive buckling bearing capacity of the steel plate 9, while its tensile bearing capacity should be greater than the vertical tensile force exerted on the upper frame beam 1 when the steel plate 9 forms a complete tensile stress field. The performance target of the tension-only, non-compression beam-plate connector 5 is: when the system is under compression, the vertical buckling of the tension-only, non-compression beam-plate connector 5 precedes the overall buckling of the steel plate 9, and the tension-only, non-compression beam-plate connector 5 is converted to a compressive buckling mode. The compression deformation of the system is always borne by the tension-only, non-compression beam-plate connector 5, and the steel plate 9 never undergoes compressive buckling; when the system is subjected to shear, the tension-only, non-compression beam-plate connector 5 is converted to a tensile deformation mode, providing an anchoring effect for the steel plate 9 in shear, and no vertical deformation occurs even under the action of the full tensile stress field of the steel plate, thereby ensuring that the shear bearing capacity of the steel plate 9 is fully exerted.

Claims

1. A steel plate shear wall with a beam-plate connector that only pulls but does not compress, characterized in that: include: edge frame; A beam-plate connector fixed to the top surface of the edge frame that only pulls but does not compress; a fishplate fixed to the inner bottom surface and two side surfaces of the edge frame; An embedded steel plate fixed to the tension-only beam-plate connector and the fishplate; The edge frame comprises an upper frame beam, a left frame column, a lower frame beam and a right frame column, and is hoisted into a quadrilateral frame; The bottom surface of the upper frame beam is provided with spaced circular bolt holes along the axis of the frame beam; The cross-section of the tension-only beam-plate connector is an arched middle portion and flat plates at both ends. The straight plate of the beam-plate connecting piece that only pulls but does not compress is provided with an oblong hole corresponding to the circular bolt hole on the bottom surface of the upper frame beam, and the two holes are fixed by connecting bolts.

2. The steel plate shear wall according to claim 1, characterized in that: Vertical stiffening ribs are arranged at intervals on both sides of the web of the upper frame beam.

3. The steel plate shear wall according to claim 1, characterized in that: The circular bolt holes are symmetrically arranged on both sides of the beam web, and the beam-plate connecting piece that only pulls but does not compress is fixed to the bottom surface of the upper frame beam through connecting bolts.

4. The steel plate shear wall according to claim 1, characterized in that: The long side direction of the oblong hole is perpendicular to the span direction of the steel plate, the short side diameter of the oblong hole is the same as the diameter of the circular bolt hole on the bottom surface of the upper frame beam, and the circular bolt hole on the bottom surface of the upper frame beam is aligned with the outer edge of the oblong hole.

5. The steel plate shear wall according to claim 1, characterized in that: The shape of the arched section of the tension-only but not compression beam-plate connecting piece is an arc, a trapezoid or a rectangle.

6. The steel plate shear wall according to claim 1, characterized in that: The fishplate comprises: a lower fishplate, a left fishplate, and a right fishplate, and the lower fishplate, the left fishplate, and the right fishplate are respectively welded in the edge frame.

7. The steel plate shear wall according to claim 6, characterized in that: The tension-only beam-plate connector, the lower fishplate, the left fishplate, the right fishplate and the embedded steel plate are welded and connected.

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