CN104563331A - Load-bearing self-centering stiffened corrugated steel damping wall - Google Patents

Abstract

The invention relates to a load-bearing self-resetting stiffened corrugated steel plate damping wall, comprising a first steel column, a second steel column, a first steel beam, a second steel beam, a first corrugated web T-shaped steel, and a second corrugated web T-shaped steel, first corrugated backing plate, second corrugated backing plate, corrugated steel plate, first side stiffener, second side stiffener, first anchorage, second anchorage and prestressed tendon; first steel column , The first side of the second steel column and the corrugated steel plate is fixed between the first corrugated web T-shaped steel and the first corrugated backing plate, and the second side is fixed between the second corrugated web T-shaped steel and the second corrugated backing plate; The T-shaped steel of the first corrugated web is fixed to the first steel beam; the T-shaped steel of the second corrugated web is fixed to the second steel beam; one end of the prestressed tendon is anchored to the first steel beam by the first anchor, and the other end is anchored by the second anchor The tool is anchored with the second steel beam. The invention has high anti-side bearing capacity, strong energy dissipation capacity and can play the role of self-resetting.

Description

A load-bearing self-resetting stiffened corrugated steel plate damping wall

technical field

The invention belongs to the technical field of structural engineering, and in particular relates to a load-bearing self-resetting stiffened corrugated steel plate damping wall.

Background technique

The steel plate shear wall is a new type of lateral force-resisting member. In the past 30 years, the experimental research and numerical analysis on the steel plate shear wall have shown that the steel plate shear wall has a large elastic initial stiffness, large deformation capacity, and good plasticity. performance and stable hysteresis performance. These characteristics make the steel plate shear wall a very promising high-rise lateral force resistance system, and it has been widely used in high fortification intensity areas in North America and Japan.

According to the connection mode with the surrounding frame, the steel plate shear wall can be divided into four-side connection type steel plate shear wall and two-side connection type steel plate shear wall. At present, the four-sided connection type steel plate shear wall is widely used, that is, the two sides of the steel plate are respectively connected with the left and right steel columns, and the upper and lower ends of the steel plate are connected with the upper and lower steel beams, so that the steel plate is in a built-in form; Its lateral bearing capacity is relatively high, so it has good mechanical properties, but it needs steel columns to provide sufficient anchorage rigidity, so the requirements for steel columns are high, which is not conducive to the stable force of steel columns; It is connected with the upper and lower steel beams, and the left and right sides are separated from the steel columns. The steel plate shear wall connected on both sides improves the additional bending moment of the four-sided steel plate shear wall on the steel column, and can be arranged in sections in the middle of a span, which is beneficial to the layout of doors, windows and aisles, and has broad application prospects. However, the lateral bearing capacity of steel plate shear walls connected at both sides is lower than that of the corresponding steel plate shear walls with four sides connected, and local buckling tends to occur at the left and right edges of the steel plates when sheared.

Most of the built-in structures of the steel plate shear walls in the prior art are plane steel plates, and their vertical bearing capacity, lateral bearing capacity and buckling bearing capacity are all low, and they are prone to tear at the corner joints when encountering an earthquake. As a result, the entire structural system is damaged; at the same time, after the earthquake, the steel plate shear wall is prone to deformation and energy consumption. If the deformation is not serious, a certain amount of repair work is required before it can be used again; but if the deformation is serious and cannot be repaired, the built-in steel plate needs to be replaced, which will undoubtedly increase the cost.

Contents of the invention

The present invention aims at the technical problems that the vertical bearing capacity, lateral bearing capacity and buckling bearing capacity of the steel plate shear wall in the prior art are relatively low and difficult to repair, etc., and proposes a vertical bearing capacity, lateral bearing capacity and buckling bearing capacity The load-bearing self-resetting stiffened corrugated steel plate damping wall has a high bearing capacity and has a certain self-resetting ability to reduce the amount of repair.

A load-bearing self-resetting stiffened corrugated steel plate damping wall proposed by the present invention includes: a first steel column, a second steel column, a first steel beam, a second steel beam, a first corrugated web T-shaped steel, a second Corrugated web T-shaped steel, first corrugated backing plate, second corrugated backing plate, corrugated steel plate, first side stiffener, second side stiffener, first anchorage, second anchorage and prestressed tendon;

The first steel column, the second steel column, the first steel beam and the second steel beam form a damping wall frame, wherein the first steel column and the second steel column are arranged opposite to each other, and the first steel beam and the second steel beam Two steel beams are arranged oppositely and both are fixed between the first steel column and the second steel column;

The corrugated steel plate is integrally arranged inside the damping wall frame, and its corrugated line direction is perpendicular to the length direction of the first steel column and the second steel column, and its first side is fixed on the first corrugated web T-shaped steel and the first corrugated backing plate, the second side opposite to the first side is fixed between the second corrugated web T-shaped steel and the second corrugated backing plate; the first corrugated web T-shaped steel is fixed On the first steel beam, the first side of the corrugated steel plate and the first corrugated backing plate are integrally fixed on the first steel beam; the second corrugated web T-shaped steel is fixed on the On the second steel beam, the second side of the corrugated steel plate and the second corrugated backing plate are integrally fixed on the second steel beam;

The first side stiffener is welded and fixed to the third edge of the corrugated steel plate along the length direction; the second side stiffener is welded and fixed to the fourth edge of the corrugated steel plate along the length direction;

One end of the prestressed tendon is anchored to the first steel beam through the first anchor, and the other end is anchored to the second steel beam through the second anchor.

Preferably, the corrugated line direction of the corrugated steel plate is perpendicular to the length direction of the first steel column and the second steel column.

Preferably, the corrugation of the corrugated steel plate is one or a combination of sawtooth corrugations, sinusoidal corrugations, rectangular corrugations, and trapezoidal corrugations.

Preferably, the T-shaped steel of the first corrugated web includes a first corrugated web and a first flange plate, the first flange plate is fixed on the flange of the first corrugated web, and the two form a T type; the second corrugated web T-shaped steel includes a second corrugated web and a second flange plate, the second flange plate is fixed on the flange of the second corrugated web, and the two are T-shaped .

Preferably, the first flange plate is bolted and fixed to the first steel beam; the second flange plate is bolted and fixed to the second steel beam; the first side of the corrugated steel plate, the The first corrugated backing plate and the first corrugated web are bolted and fixed; the second side of the corrugated steel plate, the second corrugated backing plate and the second corrugated web are bolted and fixed .

Preferably, it also includes a transverse stiffener and a vertical stiffener; the vertical stiffener is welded on the corrugated steel plate, between the first side and the second side of the corrugated steel plate; the transverse stiffener is welded on On the corrugated steel plate, between the third side and the fourth side opposite to the corrugated steel plate.

Preferably, it also includes a first rectangular short stiffening plate, a second rectangular short stiffening plate, a third rectangular short stiffening plate, a fourth rectangular short stiffening plate, a first triangular stiffening plate, a second triangular stiffening plate, and a third triangular stiffening plate and the fourth triangular stiffener; the first rectangular short stiffener and the second rectangular short stiffener are welded to the first end and the second end of the first corrugated web T-shaped steel respectively; the third rectangular short The stiffening plate and the fourth rectangular short stiffening plate are respectively welded and fixed to the first end and the second end of the T-shaped steel of the second corrugated web.

The first triangular stiffener is fixed between the first steel column and the first rectangular short stiffener, and the second triangular stiffener is fixed between the second steel column and the second rectangular short stiffener between the plates, the third triangular stiffening plate is fixed between the first steel column and the third rectangular short stiffening plate, and the fourth triangular stiffening plate is fixed between the second steel column and the first rectangular stiffening plate between four rectangular short stiffeners.

Preferably, it also includes a first L-shaped angle steel and a second L-shaped angle steel; the first L-shaped angle steel is bolted to the third side of the corrugated steel plate and the first steel column along the length direction; the second Two L-shaped angle steels are bolted to the fourth side of the corrugated steel plate and the second steel column along the length direction.

In addition, the present invention also proposes another load-bearing self-resetting stiffened corrugated steel plate damping wall, which includes a first steel column, a second steel column, a first steel beam, a second steel beam, a first corrugated web T-shaped steel, The second corrugated web T-shaped steel, the first corrugated backing plate, the second corrugated backing plate, the corrugated steel plate, the first L-shaped angle steel, the second L-shaped angle steel, the first anchorage, the second anchorage and prestressed tendons;

The first steel column, the second steel column, the first steel beam and the second steel beam form a damping wall frame, wherein the first steel column and the second steel column are arranged opposite to each other, and the first steel beam and the second steel beam Two steel beams are arranged oppositely and both are fixed between the first steel column and the second steel column;

The corrugated steel plate is integrally arranged inside the damping wall frame, and its corrugated line direction is perpendicular to the length direction of the first steel column and the second steel column, and its first side is fixed on the first corrugated web T-shaped steel and the first corrugated backing plate, the second side opposite to the first side is fixed between the second corrugated web T-shaped steel and the second corrugated backing plate; the first corrugated web T-shaped steel is fixed On the first steel beam, the first side of the corrugated steel plate and the first corrugated backing plate are integrally fixed on the first steel beam; the second corrugated web T-shaped steel is fixed on the On the second steel beam, the second side of the corrugated steel plate and the second corrugated backing plate are integrally fixed on the second steel beam;

The first L-shaped angle steel is bolted to the third side of the corrugated steel plate and the first steel column along the length direction; the second L-shaped angle steel is connected to the fourth side of the corrugated steel plate and the second steel column column, the three are bolted along the length direction;

One end of the prestressed tendon is anchored to the first steel beam through the first anchor, and the other end is anchored to the second steel beam through the second anchor.

Preferably, the corrugation of the corrugated steel plate is one or a combination of sawtooth corrugations, sinusoidal corrugations, rectangular corrugations, and trapezoidal corrugations.

Preferably, the T-shaped steel of the first corrugated web includes a first corrugated web and a first flange plate, the first flange plate is fixed on the flange of the first corrugated web, and the two form a T type; the second corrugated web T-shaped steel includes a second corrugated web and a second flange plate, the second flange plate is fixed on the flange of the second corrugated web, and the two are T-shaped ;

The first flange plate is bolted and fixed to the first steel beam; the second flange plate is bolted and fixed to the second steel beam; the first side of the corrugated steel plate, the first corrugated The backing plate and the first corrugated web are bolted and fixed; the second side of the corrugated steel plate, the second corrugated backing plate and the second corrugated web are bolted and fixed.

Preferably, it also includes a transverse stiffener and a vertical stiffener; the vertical stiffener is welded on the corrugated steel plate, between the first side and the second side of the corrugated steel plate; the transverse stiffener is welded on On the corrugated steel plate, between the third side and the fourth side opposite to the corrugated steel plate.

Preferably, it also includes a first rectangular short stiffening plate, a second rectangular short stiffening plate, a third rectangular short stiffening plate, a fourth rectangular short stiffening plate, a first triangular stiffening plate, a second triangular stiffening plate, and a third triangular stiffening plate and the fourth triangular stiffener;

The first rectangular short stiffening plate and the second rectangular short stiffening plate are respectively welded and fixed to the first end and the second end of the first corrugated web T-shaped steel; the third rectangular short stiffening plate and the fourth rectangular short stiffening plate The stiffening plate is respectively welded and fixed to the first end and the second end of the T-shaped steel of the second corrugated web.

The first triangular stiffener is fixed between the first steel column and the first rectangular short stiffener, and the second triangular stiffener is fixed between the second steel column and the second rectangular short stiffener between the plates, the third triangular stiffening plate is fixed between the first steel column and the third rectangular short stiffening plate, and the fourth triangular stiffening plate is fixed between the second steel column and the first rectangular stiffening plate between four rectangular short stiffeners.

Beneficial effects: a load-bearing self-resetting stiffened corrugated steel plate damping wall proposed by the present invention, the first steel column, the second steel column, the first steel beam and the second steel beam form a damping wall frame, which belongs to the two-side connection type, The interior of the damping wall frame adopts corrugated steel plates. The direction of the corrugated steel plates is perpendicular to the length direction of the first steel column and the second steel column. It not only has high lateral bearing capacity, but also has high buckling bearing capacity; the first side stiffener and the second side stiffener are arranged on both sides of the corrugated steel plate, thereby reducing the impact on the steel column. Requirements for anchorage stiffness; at the same time, prestressed tendons are also designed to be anchored and connected to the first steel beam and the second steel beam, which has a strong energy dissipation capacity in the event of an earthquake and can play a role in self-resetting to reduce the amount of repairs.

Another load-bearing self-resetting stiffened corrugated steel plate damping wall proposed by the present invention, the first steel column, the second steel column, the first steel beam and the second steel beam form the damping wall frame, which belongs to the four-sided connection type and has more High lateral bearing capacity; the inside of the damping wall frame uses corrugated steel plates, the direction of the corrugated steel plates is perpendicular to the length direction of the first steel column and the second steel column, and the corrugated structure can play the role of out-of-plane stiffening , and can bear a certain vertical load, it not only has a high lateral bearing capacity, but also has a high buckling capacity; at the same time, the prestressed tendons are designed to be anchored to the first steel beam and the second steel beam, When encountering an earthquake, the energy consumption capacity is strong, and it can play the role of self-resetting, so as to reduce the amount of repair.

Description of drawings

Fig. 1 is a front structural schematic diagram of the first embodiment of the load-bearing self-resetting stiffened corrugated steel plate damping wall proposed by the present invention.

Fig. 2 is a schematic diagram of the A-A section structure in Fig. 1 .

Fig. 3 is a schematic diagram of the B-B section structure in Fig. 1 .

Fig. 4 is several preferred corrugation forms of the corrugated steel plate in Fig. 1 .

FIG. 5 is a schematic diagram of the assembly process corresponding to FIG. 1 .

FIG. 6 is a schematic diagram of the assembly process corresponding to FIG. 2 .

Fig. 7 is a front structural schematic diagram of the second embodiment of the load-bearing self-resetting stiffened corrugated steel plate damping wall proposed by the present invention.

FIG. 8 is a schematic diagram of the A-A section structure in FIG. 7 .

FIG. 9 is a schematic diagram of the B-B cross-sectional structure in FIG. 7 .

FIG. 10 is a schematic diagram of the assembly process corresponding to FIG. 7 .

FIG. 11 is a schematic diagram of the assembly process corresponding to FIG. 8 .

In the figure: 11-first steel column, 12-second steel column, 21-first steel beam, 22-second steel beam, 30-first corrugated web T-shaped steel, 31-first flange plate, 32 - the first corrugated web, 40 - the second corrugated web T-shaped steel, 41 - the second flange plate, 42 - the second corrugated web, 51 - the first corrugated backing plate, 52 - the second corrugated backing plate, 60 -corrugated steel plate, 71-first anchorage, 72-second anchorage, 80-prestressed tendon, 91-transverse stiffener, 92-vertical stiffener, 100-high-strength bolt, 101-first rectangular short stiffener, 102-the second rectangular stiffener, 103-the third rectangular stiffener, 104-the fourth rectangular stiffener, 201-the first triangular stiffener, 202-the second triangular stiffener, 203-the third triangular stiffener , 204-the fourth triangular stiffener, 301-the first side stiffener, 302-the second side stiffener, 401-the first L-shaped angle steel, 402-the second L-shaped angle steel.

detailed description

In order to facilitate the understanding of those skilled in the art, the present invention will be further described below in conjunction with the accompanying drawings and embodiments.

Corrugated steel plates have very high out-of-plane stiffness due to their corrugated cross-section. If the corrugated steel plate is applied to the steel plate shear wall, it can make full use of its advantages of high out-of-plane rigidity, improve the shear resistance and buckling capacity of the steel plate shear wall, and at the same time reduce the structural weight. This feature makes the corrugated steel plate It is widely used in containers, composite girder bridges and other fields. Based on corrugated steel plates, combined with prestressing technology, a self-resetting damping wall can be formed.

In addition, the bending stiffness of the corrugated steel plate along the direction of the corrugation line is small, but the bending stiffness perpendicular to the direction of the corrugation line is very large, that is, there are weak axes and strong axes. In practical application, the steel plate shear wall will bear a certain vertical load, which will easily cause buckling of the built-in steel plate. Therefore, if the corrugated steel plate is placed vertically (that is, the corrugated edge of the corrugated steel plate is set along the horizontal direction), it will not only increase the lateral bearing capacity, but also have a higher compressive bearing capacity in the vertical direction. This protects the corrugated steel plate from premature buckling and failure. Therefore, in the present invention, the corrugated steel plate is vertically built into the damping wall frame formed by steel beams and steel columns, and the firm connection between it and the edge components (steel columns and steel beams) is ensured, so that the corrugated steel plate can withstand larger side loads. vertical and vertical loads.

Based on the above description of the characteristics of corrugated steel plates, the load-bearing self-resetting stiffened corrugated steel plate damping wall proposed by the present invention will be described in detail below by taking the first embodiment and the second embodiment as examples. Among them, the first embodiment belongs to two-sided connection Type, the second embodiment belongs to the quadrilateral connection type.

Fig. 1 is a front structural schematic diagram of the first embodiment of the load-bearing self-resetting stiffened corrugated steel plate damping wall proposed by the present invention; Fig. 2 is a schematic diagram of the A-A section structure of Fig. 1, and in Fig. The position of the corrugated steel plate changes slightly. The section line in Figure 2(1) is at the center line of the corrugated steel plate, and the section line in Figure 2(2) is at the amplitude of the corrugated steel plate; Figure 3 is a schematic diagram of the B-B section structure of Figure 1; Figure 4 Fig. 1 is the preferred several corrugated forms of the corrugated steel plate; Fig. 5 is a schematic diagram of the assembly process corresponding to Fig. 1; Fig. 6 is a schematic diagram of the assembly process corresponding to Fig. 2; Fig. 7 is a load-bearing self-resetting stiffening proposed by the present invention Schematic diagram of the front structure of the second embodiment of the corrugated steel damping wall; Fig. 8 is a schematic diagram of the A-A section structure of Fig. 7. In Fig. 8, according to the position of the A-A section line, the position of the corrugated steel plate changes slightly, and the section in Fig. 8 (1) The line is at the center line of the corrugated steel plate, and the section line in Figure 8 (2) is at the amplitude of the corrugated steel plate; Figure 9 is a schematic diagram of the B-B section structure of Figure 7; Figure 10 is a schematic diagram of the assembly process corresponding to Figure 7; Figure 11 is Schematic diagram of the assembly process corresponding to Figure 8.

First embodiment:

Referring to Figures 1 to 6, the load-bearing self-resetting stiffened corrugated steel plate damping wall proposed in the first embodiment includes: a first steel column 11, a second steel column 12, a first steel beam 21, a second steel beam 22, First corrugated web T-shaped steel 30, second corrugated web T-shaped steel 40, first corrugated backing plate 51, second corrugated backing plate 52, corrugated steel plate 60, first side stiffener 301, second side stiffener 302 , the first anchor 71 , the second anchor 72 and the prestressed tendon 80 .

The first steel column 11, the second steel column 12, the first steel beam 21 and the second steel beam 22 form a damping wall frame, wherein the first steel column 11 and the second steel column 12 are arranged oppositely, and the The first steel beam 21 and the second steel beam 22 are oppositely arranged and both are fixed between the first steel column 11 and the second steel column 12 .

The corrugated steel plate 60 is integrally arranged inside the damping wall frame, and its corrugated line direction is perpendicular to the length direction of the first steel column 11 and the second steel column 12, and its first side is fixed on the first corrugated web. Between the plate T-shaped steel 30 and the first corrugated backing plate 51, the second side opposite to the first side is fixed between the second corrugated web T-shaped steel 40 and the second corrugated backing plate 52; A corrugated web T-shaped steel 30 is fixed on the first steel beam 21, so that the first side of the corrugated steel plate 60 and the first corrugated backing plate 51 are integrally fixed on the first steel beam 21; The second corrugated web T-shaped steel 40 is fixed on the second steel beam 22, so that the second side of the corrugated steel plate 60 and the second corrugated backing plate 52 are integrally fixed on the second steel beam 22 .

The first side stiffener 301 is welded and fixed to the third edge of the corrugated steel plate 60 along the length direction; the second side stiffener 302 is welded and fixed to the fourth edge of the corrugated steel plate 60 along the length direction; Both the first side stiffener 301 and the second side stiffener 302 are preferably made of steel with a straight section, and of course, they may also be channel steel or H-shaped steel.

One end of the prestressed tendon 80 is anchored to the first steel beam 21 through the first anchor 71 , and the other end is anchored to the second steel beam 22 through the second anchor 72 .

In this embodiment, the corrugated line direction of the corrugated steel plate 60 is perpendicular to the length direction of the first steel column 11 and the second steel column 12, that is, the corrugated steel plate 60 is placed vertically (as shown in Figure 1), that is, the corrugated steel plate The edge of the corrugated line of 60 is set along the horizontal direction. At this time, the corrugated structure of the corrugated steel plate 60 can play the role of out-of-plane stiffening, and has a high compressive and shear buckling capacity, which can protect the corrugated steel plate 60 from premature occurrence buckle and break.

Please refer to Fig. 4, in the present embodiment, the corrugation of described corrugated steel plate 60 can be sawtooth corrugation (shown in a in Fig. 4), sinusoidal corrugation (shown in b in Fig. 4), rectangular corrugation (shown in c in Fig. 4 ), one of trapezoidal corrugation (shown in d in Figure 4). Of course, the present embodiment is not limited to these corrugated forms. However, it needs to be added that by changing the geometric shape of the corrugated steel plate 60, the lateral stiffness and failure mode of the structure can be changed, which in turn will affect the ductility and energy dissipation performance of the structure. Therefore, the wavelength, amplitude and other parameters of the corrugated steel plate 60 very important. In addition, the corrugated steel plate 60 can be formed by hot rolling, cold rolling or welding, and its surface should be kept flat, free of defects and holes.

In this embodiment, the main function of the first corrugated web T-shaped steel 30 and the second corrugated web T-shaped steel 40 is to assist the corrugated steel plate 60 to be firmly fixed between the first steel beam 21 and the second steel beam 22 . Specifically, please refer to FIG. 2 , the first corrugated web T-shaped steel 30 includes a first corrugated web 32 and a first flange plate 31, and the first flange plate 31 is fixed on the first corrugated web 32, the two are T-shaped; the second corrugated web T-shaped steel 40 includes a second corrugated web 42 and a second flange plate 41, and the second flange plate 41 is fixed on the first On the flanges of the two corrugated webs 42, both are T-shaped. In actual implementation, this embodiment can be fixed in combination with bolting and welding. For example, the first flange plate 31 is welded to the flange of the first corrugated web 32, and then the first corrugated web 32 is bolted to the first side of the corrugated steel plate 60 with high-strength bolts 100, and then another The high-strength bolt 100 bolts the first flange plate 31 to the first steel beam 21, so that the first side of the corrugated steel plate 60 can be fixed on the first steel beam 21; the second side of the corrugated steel plate 60 is connected to the first steel beam 21 The fixing process of the second steel beam 22 is also the same.

In this embodiment, the first corrugated backing plate 51 and the second corrugated backing plate 52 can be regarded as corrugated webs without connecting flange plates, and their main function is to protect the corrugated steel plate 60 from being damaged at the bolts. Therefore, when the high-strength bolts 100 are used to bolt the first corrugated web 32 to the first side of the corrugated steel plate 60, the high-strength bolts 100 are also bolted to the first corrugated backing plate 51 and the second corrugated backing plate 52, specifically It is: the first flange plate 31 is bolted and fixed to the first steel beam 21; the second flange plate 41 is bolted and fixed to the second steel beam 22; side, the first corrugated backing plate 51 and the first corrugated web 32, the three are bolted and fixed; the second side of the corrugated steel plate 60, the second corrugated backing plate 52 and the second corrugated Web 42, the three are bolted and fixed. In this way, the first side of the corrugated steel plate 60 will be located between the first corrugated backing plate 51 and the first corrugated web 32, and the second side of the corrugated steel plate 60 will be located between the second corrugated backing plate 52 and the second corrugated web 32. Between the webs 42.

In actual design, the thickness of each corrugated web and each corrugated backing plate involved in this embodiment is preferably at least twice as thick as the corrugated steel plate, and not less than 10 mm thick.

It is worth mentioning that the surface structures of the first corrugated web 32 , the second corrugated web 42 , the first corrugated backing plate 51 and the second corrugated backing plate 52 are all preferably consistent with the corrugations of the corrugated steel plate 60 , This allows for a relative match when bolted for better results.

In the actual implementation process, the following optimal design can be done: the width of the first flange plate 31 is smaller than the width of the first steel beam 21; the width of the first corrugated backing plate 51 is greater than the width of the first corrugated web 32, the length of the two equal, and the lengths of both are slightly greater than the width of the corrugated steel plate 60. The length or width design between the second flange plate 41, the second steel beam 22, and the second corrugated backing plate 52 is the same as this (in this embodiment, each part can be considered to be symmetrically designed, such as the first flange plate 31 is symmetrical to the second flange plate 41, the first steel beam is symmetrical to the second steel beam 22, the first steel column 11 is symmetrical to the second steel column, etc., for details, refer to FIGS. 1 to 3).

In the present embodiment, the effect of prestressed tendon 80 is to produce prestress, and it can be arranged at the four corners of damping wall (in this embodiment, there are 8 prestressed tendons 80, certainly, can not be limited to this quantity), one end The first anchor 71 is anchored to the first steel beam 21, and the other end is anchored to the second steel beam 22 through the second anchor 72, so that the entire damping wall has a certain degree of restorability At the same time, it can delay the decline of bearing capacity and energy dissipation performance caused by the tearing of the corners after the earthquake, and reduce the workload of post-earthquake repairs.

In order to better realize the purpose of this embodiment, this embodiment has also done a further optimization design, specifically as follows:

In this embodiment, a transverse stiffener 91 and a vertical stiffener 92 are also included; the vertical stiffener 92 is welded on the corrugated steel plate 60 between the first side and the second side of the corrugated steel plate 60; The transverse stiffener 91 is welded on the corrugated steel plate 60 between the opposite third and fourth sides of the corrugated steel plate 60 .

Both the transverse stiffeners 91 and the vertical stiffeners 92 are preferably steel materials with inline cross-sections, of course, they can also be channel steels or H-shaped steels. In a specific design, the thickness of the transverse stiffener 91 can be more than three times the thickness of the corrugated steel plate 60, so that the transverse stiffener 91 can have sufficient rigidity. At the same time, in order to maximize its effect, the transverse stiffener 91 should be set at 1/2 of the height of the corrugated steel plate 60, and should penetrate to the third and fourth sides of the corrugated steel plate 60; A steel plate is welded on the transverse stiffener 91 to form the corrugated steel plate 60 .

In the specific design, since the rigidity of the vertical stiffener 92 is small, its thickness should be more than twice the thickness of the corrugated steel plate 60, and it should be welded on the corrugated steel plate 60 near the center line. When welding, it can be divided into upper and lower sections. The ends of these two sections are welded to the transverse stiffener 91, but not to the first corrugated web 32, the second corrugated web 42, the first corrugated backing plate 51 or the second corrugated web. The corrugated backing plate 52 is connected.

In this embodiment, since the transverse stiffeners 91 and vertical stiffeners 92 are provided, the damping wall can be provided with greater lateral resistance performance, and the effect is more significant under wind loads and small earthquake centers.

In this embodiment, it may further include a first rectangular short stiffening plate 101, a second rectangular short stiffening plate 102, a third rectangular short stiffening plate 103 and a fourth rectangular short stiffening plate 104; the first rectangular short stiffening plate 101 and the second rectangular short stiffener 102 are welded to the first end and the second end of the first corrugated web T-shaped steel 30 respectively; the third rectangular short stiffener 103 and the fourth rectangular short stiffener 104 are respectively connected to The first end and the second end of the second corrugated web T-shaped steel 40 are fixed by welding.

Correspondingly, it may further include a first triangular stiffener 201, a second triangular stiffener 202, a third triangular stiffener 203 and a fourth triangular stiffener 204, please refer to FIG. 1 and FIG. 3; the first triangular stiffener 201 is fixed between the first steel column 11 and the first rectangular short stiffening plate 101, and the second triangular stiffening plate 202 is fixed between the second steel column 12 and the second rectangular short stiffening plate 102 Between, the third triangular stiffener 203 is fixed between the first steel column 11 and the third rectangular short stiffener 103, and the fourth triangular stiffener 204 is fixed on the second steel column 12 and the fourth rectangular short stiffener 104 . Specifically, in this embodiment, the first triangular stiffener 201, the second triangular stiffener 202, the third triangular stiffener 203, and the fourth triangular stiffener 204 are connected with the first steel column 11, the second steel column 12, the first rectangular The fixing methods among the short stiffening plate 101 , the second short rectangular stiffening plate 102 , the third short rectangular stiffening plate 103 and the fourth short rectangular stiffening plate 104 are vertical welding along FIG. 1 .

When a large earthquake occurs, the buckling load of the corrugated steel plate 60 is relatively large. In this embodiment, transverse stiffeners 91 and vertical stiffeners 92 are arranged on the corrugated steel plate 60, which can ensure that the corrugated steel plate 60 first enters into yield without buckling; at the same time Since the first side stiffener 301 and the second side stiffener 302 are arranged on both sides of the corrugated steel plate 60, it can effectively restrain the premature local buckling of the two sides of the corrugated steel plate 60, so that the corrugated steel plate 60 can more fully Yielding and expending energy. At the same time, when sideways movement occurs, the prestressed tendons 80 will generate tension and also consume energy; after the corners of the damping wall are damaged, the prestressed tendons 80 will also delay the destruction of the entire structure.

Please refer to FIG. 5 or FIG. 6 for the overall assembly process of this embodiment. Specifically, damping walls such as the corrugated steel plate 60, the first corrugated web T-shaped angle steel 30, the second corrugated web T-shaped angle steel web 40, the first corrugated backing plate 51, and the second corrugated backing plate 52 are made in the factory. Internal body parts (simultaneously, corresponding positions on the corrugated steel plate 60, the first corrugated web T-shaped angle steel 30, the second corrugated web T-shaped angle steel web 40, the first corrugated backing plate 51 and the second corrugated backing plate 52 are opened with high-strength bolt holes). These components are partially assembled to form the internal body of the damping wall, and then transported to the construction site to be assembled with the damping wall frame (the first steel column 11, the second steel column 12, the first steel beam 21 and the second steel beam 22). Overall assembly.

Before the overall assembly, the first steel beam 21 and the second steel beam 22 should be pre-drilled with two rows of friction-type high-strength bolt holes and eight prestressed holes at their respective ends. The overall assembly process mainly includes: assembling the inner body of the damping wall into the frame of the damping wall through high-strength bolts 100, passing the prestressed tendon 80 through the prestressed hole, using the first anchor 71 and the second The anchor 72 is anchored on the first steel beam 21 and the second steel beam 22 .

Second embodiment:

The second embodiment belongs to the four-sided connection type, and its main difference with the first embodiment is that in the first embodiment, the first side stiffener 301 and the second side stiffener 302 are designed to provide greater lateral resistance. performance, while the second embodiment designs the first L-shaped angle steel 401 and the second L-shaped angle steel 402 to realize the bolting of the corrugated steel plate 60 and the first steel column 11 and the second steel column 12, and its structural composition is carried out below Detailed introduction (for the convenience of understanding, identical components use the same reference numerals as those in the first embodiment).

Referring to Fig. 7 to Fig. 11, the load-bearing self-resetting stiffened corrugated steel plate damping wall proposed in the second embodiment includes: a first steel column 11, a second steel column 12, a first steel beam 21, a second steel beam 22, First corrugated web T-shaped steel 30, second corrugated web T-shaped steel 40, first corrugated backing plate 51, second corrugated backing plate 52, corrugated steel plate 60, first L-shaped angle steel 401, second L-shaped angle steel 402, The first anchor 71 , the second anchor 72 and the prestressed tendons 80 .

The first steel column 11, the second steel column 12, the first steel beam 21 and the second steel beam 22 form a damping wall frame, wherein the first steel column 11 and the second steel column 12 are arranged oppositely, and the The first steel beam 21 and the second steel beam 22 are oppositely arranged and both are fixed between the first steel column 11 and the second steel column 12 .

The corrugated steel plate 60 is integrally arranged inside the damping wall frame, and its corrugated line direction is perpendicular to the length direction of the first steel column 11 and the second steel column 12, and its first side is fixed on the first corrugated web. Between the plate T-shaped steel 30 and the first corrugated backing plate 51, the second side opposite to the first side is fixed between the second corrugated web T-shaped steel 40 and the second corrugated backing plate 52; A corrugated web T-shaped steel 30 is fixed on the first steel beam 21, so that the first side of the corrugated steel plate 60 and the first corrugated backing plate 51 are integrally fixed on the first steel beam 21; The second corrugated web T-shaped steel 40 is fixed on the second steel beam 22, so that the second side of the corrugated steel plate 60 and the second corrugated backing plate 52 are integrally fixed on the second steel beam 22 .

The first L-shaped angle steel 401 is bolted to the third side of the corrugated steel plate 60 and the first steel column 11 along the length direction; the second L-shaped angle steel 402 is connected to the fourth side of the corrugated steel plate 60 The side and the second steel column 12 are bolted along the length direction.

One end of the prestressed tendon 80 is anchored to the first steel beam 21 through the first anchor 71 , and the other end is anchored to the second steel beam 22 through the second anchor 72 .

In this embodiment, the corrugated line direction of the corrugated steel plate 60 is perpendicular to the length direction of the first steel column 11 and the second steel column 12, that is, the corrugated steel plate 60 is placed vertically (as shown in Figure 7), that is, the corrugated steel plate The edge of the corrugated line of 60 is set along the horizontal direction. At this time, the corrugated structure of the corrugated steel plate 60 can play the role of out-of-plane stiffening, and has a high compressive and shear buckling capacity, which can protect the corrugated steel plate 60 from buckling prematurely. And destroy.

Also refer to Fig. 4, in the present embodiment, the corrugation of the corrugated steel plate 60 can be sawtooth corrugation (shown in a in Fig. 4), sinusoidal corrugation (shown in b in Fig. 4), rectangular corrugation (shown in c in Fig. 4 Shown), trapezoidal corrugation (shown in Figure 4 d) in one. Of course, the present embodiment is not limited to these corrugated forms. However, it needs to be added that by changing the geometric shape of the corrugated steel plate 60, the lateral stiffness and failure mode of the structure can be changed, which in turn will affect the ductility and energy dissipation performance of the structure. Therefore, the wavelength, amplitude and other parameters of the corrugated steel plate 60 very important. In addition, the corrugated steel plate 60 can be formed by hot rolling, cold rolling or welding, and its surface should be kept flat, free of defects and holes.

In this embodiment, the main function of the first corrugated web T-shaped steel 30 and the second corrugated web T-shaped steel 40 is to assist the corrugated steel plate 60 to be firmly fixed between the first steel beam 21 and the second steel beam 22 . Specifically, please refer to FIG. 8, the first corrugated web T-shaped steel 30 includes a first corrugated web 32 and a first flange plate 31, and the first flange plate 31 is fixed on the first corrugated web 32, the two are T-shaped; the second corrugated web T-shaped steel 40 includes a second corrugated web 42 and a second flange plate 41, and the second flange plate 41 is fixed on the first On the flanges of the two corrugated webs 42, both are T-shaped. In actual implementation, this embodiment can be fixed in combination with bolting and welding. For example, the first flange plate 31 is welded to the flange of the first corrugated web 32, and then the first corrugated web 32 is bolted to the first side of the corrugated steel plate 60 with high-strength bolts 100, and then another The high-strength bolt 100 bolts the first flange plate 31 to the first steel beam 21, so that the first side of the corrugated steel plate 60 can be fixed on the first steel beam 21; the second side of the corrugated steel plate 60 is connected to the first steel beam 21 The fixing process of the second steel beam 22 is also the same.

In this embodiment, the first corrugated backing plate 51 and the second corrugated backing plate 52 can be regarded as corrugated webs without flange plates, and their main function is to protect the corrugated steel plate 60 from being damaged at the bolts. Therefore, when the high-strength bolts 100 are used to bolt the first corrugated web 32 to the first side of the corrugated steel plate 60, the high-strength bolts 100 are also bolted to the first corrugated backing plate 51 and the second corrugated backing plate 52, specifically It is: the first flange plate 31 is bolted and fixed to the first steel beam 21; the second flange plate 41 is bolted and fixed to the second steel beam 22; side, the first corrugated backing plate 51 and the first corrugated web 32, the three are bolted and fixed; the second side of the corrugated steel plate 60, the second corrugated backing plate 52 and the second corrugated Web 42, the three are bolted and fixed. In this way, the first side of the corrugated steel plate 60 will be located between the first corrugated backing plate 51 and the first corrugated web 32, and the second side of the corrugated steel plate 60 will be located between the second corrugated backing plate 52 and the second corrugated web 32. Between the webs 42.

In actual design, the thickness of each corrugated web and each corrugated backing plate involved in this embodiment is preferably at least twice as thick as the corrugated steel plate, and not less than 10 mm thick.

It is worth mentioning that the surface structures of the first corrugated web 32 , the second corrugated web 42 , the first corrugated backing plate 51 and the second corrugated backing plate 52 are all preferably consistent with the corrugations of the corrugated steel plate 60 , This allows for a relative match when bolted for better results.

In actual design, the following optimal design can be done: the width of the first flange plate 31 is smaller than the width of the first steel beam 21; the width of the first corrugated backing plate 51 is greater than the width of the first corrugated web 32, and the two are equal in length , and the length of both is slightly greater than the width of the corrugated steel plate 60 . The length or width design between the second flange plate 41, the second steel beam 22, and the second corrugated backing plate 52 is the same as this (in this embodiment, each part can be considered to be symmetrically designed, such as the first flange plate 31 is symmetrical to the second flange plate 41, the first steel beam is symmetrical to the second steel beam 22, the first steel column 11 is symmetrical to the second steel column, etc. (for details, refer to FIGS. 7 to 9).

In the present embodiment, the effect of prestressed tendon 80 is to produce prestress, and it can be arranged at the four corners of damping wall (in this embodiment, there are 8 prestressed tendons 80, certainly, can not be limited to this quantity), one end The first anchor 71 is anchored to the first steel beam 21, and the other end is anchored to the second steel beam 22 through the second anchor 72, so that the entire damping wall has a certain degree of restorability At the same time, it can delay the decline of bearing capacity and energy dissipation performance caused by the tearing of the corners after the earthquake, and reduce the workload of post-earthquake repairs.

In order to better realize the purpose of this embodiment, this embodiment has also been further optimized, as follows:

In this embodiment, a transverse stiffener 91 and a vertical stiffener 92 are also included; the vertical stiffener 92 is welded on the corrugated steel plate 60 between the first side and the second side of the corrugated steel plate 60; The transverse stiffener 91 is welded on the corrugated steel plate 60 between the opposite third and fourth sides of the corrugated steel plate 60 .

Both the transverse stiffeners 91 and the vertical stiffeners 92 are preferably steel materials with inline cross-sections, of course, they can also be channel steels or H-shaped steels. In a specific design, the thickness of the transverse stiffener 91 can be more than three times the thickness of the corrugated steel plate 60, so that the transverse stiffener 91 can have sufficient rigidity. At the same time, in order to maximize its effect, the transverse stiffener 91 should be set at 1/2 of the height of the corrugated steel plate 60, and should penetrate to the third and fourth sides of the corrugated steel plate 60; A steel plate is welded on the transverse stiffener 91 to form the corrugated steel plate 60 .

In the specific design, since the rigidity of the vertical stiffener 92 is small, its thickness should be more than twice the thickness of the corrugated steel plate 60, and it should be welded on the corrugated steel plate 60 near the center line. When welding, it can be divided into upper and lower sections. The ends of these two sections are welded to the transverse stiffener 91, but not to the first corrugated web 32, the second corrugated web 42, the first corrugated backing plate 51 or the second corrugated web. The corrugated backing plate 52 is connected.

In this embodiment, since the transverse stiffeners 91 and vertical stiffeners 92 are provided, the damping wall can be provided with greater lateral resistance performance, and the effect is more significant under wind loads and small earthquake centers.

In this embodiment, it may further include a first rectangular short stiffening plate 101, a second rectangular short stiffening plate 102, a third rectangular short stiffening plate 103 and a fourth rectangular short stiffening plate 104; the first rectangular short stiffening plate 101 and the second rectangular short stiffener 102 are welded to the first end and the second end of the first corrugated web T-shaped steel 30 respectively; the third rectangular short stiffener 103 and the fourth rectangular short stiffener 104 are respectively connected to The first end and the second end of the second corrugated web T-shaped steel 40 are fixed by welding.

Correspondingly, it may further include a first triangular stiffener 201, a second triangular stiffener 202, a third triangular stiffener 203 and a fourth triangular stiffener 204, please refer to FIG. 1 and FIG. 3; the first triangular stiffener 201 is fixed between the first steel column 11 and the first rectangular short stiffening plate 101, and the second triangular stiffening plate 202 is fixed between the second steel column 12 and the second rectangular short stiffening plate 102 Between, the third triangular stiffener 203 is fixed between the first steel column 11 and the third rectangular short stiffener 103, and the fourth triangular stiffener 204 is fixed on the second steel column 12 and the fourth rectangular short stiffener 104 .

The first triangular stiffening plate 201, the second triangular stiffening plate 202, the third triangular stiffening plate 203 and the fourth triangular stiffening plate 204 in the second embodiment are connected with the first steel column 11, the second steel column 12, the first rectangular short The fixing methods among the stiffening plate 101, the second rectangular short stiffening plate 102, the third rectangular short stiffening plate 103 and the fourth rectangular short stiffening plate 104 are all horizontal welding along the direction of FIG. ).

When a large earthquake occurs, the buckling load of the corrugated steel plate 60 is relatively large. In this embodiment, transverse stiffeners 91 and vertical stiffeners 92 are arranged on the corrugated steel plate 60, which can ensure that the corrugated steel plate 60 first enters into yield without buckling; at the same time Since the first L-shaped angle steel 401 and the second L-shaped angle steel 402 are arranged on both sides of the corrugated steel plate 60, premature local buckling of the two sides of the corrugated steel plate 60 can be effectively suppressed, so that the corrugated steel plate 60 can yield more fully. energy consumption. At the same time, when sideways movement occurs, the prestressed tendons 80 will generate tension and also consume energy; after the corners of the damping wall are damaged, the prestressed tendons 80 will also delay the destruction of the entire structure.

Please refer to FIG. 10 or FIG. 11 for the overall assembly process of this embodiment. Specifically, damping walls such as the corrugated steel plate 60, the first corrugated web T-shaped angle steel 30, the second corrugated web T-shaped angle steel web 40, the first corrugated backing plate 51, and the second corrugated backing plate 52 are made in the factory. Internal body parts (simultaneously, corresponding positions on the corrugated steel plate 60, the first corrugated web T-shaped angle steel 30, the second corrugated web T-shaped angle steel web 40, the first corrugated backing plate 51 and the second corrugated backing plate 52 are opened with high-strength bolt holes). These components are partially assembled to form the internal body of the damping wall, and then transported to the construction site to be assembled with the damping wall frame (the first steel column 11, the second steel column 12, the first steel beam 21 and the second steel beam 22). Overall assembly.

Before the overall assembly, the first steel beam 21 and the second steel beam 22 should be pre-drilled corresponding two rows of friction-type high-strength bolt holes and 8 prestressed holes at both ends; at the same time, the first steel column 11 and the second The steel column 12 and the first L-shaped angle steel 401 and the second L-shaped angle steel 402 should also be pre-drilled with corresponding two rows of friction-type high-strength bolt holes. The overall assembly process mainly includes: assembling the inner body of the damping wall into the frame of the damping wall through high-strength bolts 100, passing the prestressed tendon 80 through the prestressed hole, using the first anchor 71 and the second The anchor 72 is anchored on the first steel beam 21 and the second steel beam 22 .

When a large earthquake occurs, the buckling load of the corrugated steel plate damping wall in the second embodiment is larger than that in the first embodiment, which makes full use of the space to dissipate energy, has high initial lateral stiffness and high lateral bearing capacity, and can effectively prevent The structure is collapsed, the hysteresis curve is full without shrinkage, and the energy dissipation capacity is strong.

In summary, the load-bearing self-resetting stiffened corrugated steel plate damping wall proposed by the present invention can be used as a new type of energy-dissipating component for high-rise building steel structures or other structures, which has greater lateral stiffness, higher bearing capacity, It has strong energy dissipation capacity, can bear a certain vertical load while resisting the side, and has high construction efficiency, can realize on-site assembly, and has a certain degree of post-earthquake recovery. It is an ideal lateral force-resistant member.

The above-mentioned embodiments only express several implementation modes of the present invention, and the description thereof is relatively specific and detailed, but should not be construed as limiting the patent scope of the present invention. It should be pointed out that those skilled in the art can make several modifications and improvements without departing from the concept of the present invention, and these all belong to the protection scope of the present invention. Therefore, the protection scope of the patent for the present invention should be based on the appended claims.

Claims (10)

1. A load-bearing self-resetting stiffened corrugated steel plate damping wall is characterized in that it comprises: the first steel column, the second steel column, the first steel beam, the second steel beam, the first corrugated web T-shaped steel, the first Two corrugated web T-shaped steel, a first corrugated backing plate, a second corrugated backing plate, a corrugated steel plate, a first side stiffener, a second side stiffener, a first anchor, a second anchor and prestressed tendons; The first steel column, the second steel column, the first steel beam and the second steel beam form a damping wall frame, wherein the first steel column and the second steel column are arranged opposite to each other, and the first steel beam and the second steel beam Two steel beams are arranged oppositely and both are fixed between the first steel column and the second steel column; The corrugated steel plate is integrally arranged inside the damping wall frame, and its corrugated line direction is perpendicular to the length direction of the first steel column and the second steel column, and its first side is fixed on the first corrugated web T-shaped steel and the first corrugated backing plate, the second side opposite to the first side is fixed between the second corrugated web T-shaped steel and the second corrugated backing plate; the first corrugated web T-shaped steel is fixed On the first steel beam, the first side of the corrugated steel plate and the first corrugated backing plate are integrally fixed on the first steel beam; the second corrugated web T-shaped steel is fixed on the On the second steel beam, the second side of the corrugated steel plate and the second corrugated backing plate are integrally fixed on the second steel beam; The first side stiffener is welded and fixed to the third edge of the corrugated steel plate along the length direction; the second side stiffener is welded and fixed to the fourth edge of the corrugated steel plate along the length direction; One end of the prestressed tendon is anchored to the first steel beam through the first anchor, and the other end is anchored to the second steel beam through the second anchor. 2. The load-bearing self-resetting stiffened corrugated steel plate damping wall according to claim 1, characterized in that the corrugated steel plate is one or more of sawtooth corrugations, sinusoidal corrugations, rectangular corrugations, and trapezoidal corrugations The combination. 3. The load-bearing self-resetting stiffened corrugated steel plate damping wall according to claim 1, wherein the first corrugated web T-shaped steel comprises a first corrugated web and a first flange plate, and the first The flange plate is fixed on the flange of the first corrugated web, both of which are T-shaped; the T-shaped steel of the second corrugated web includes a second corrugated web and a second flange plate, and the second wing The flange plate is fixed on the flange of the second corrugated web, both of which are T-shaped; The first flange plate is bolted and fixed to the first steel beam; the second flange plate is bolted and fixed to the second steel beam; the first side of the corrugated steel plate, the first corrugated The backing plate and the first corrugated web are bolted and fixed; the second side of the corrugated steel plate, the second corrugated backing plate and the second corrugated web are bolted and fixed. 4. The load-bearing self-resetting stiffened corrugated steel plate damping wall according to claim 3, further comprising transverse stiffeners and vertical stiffeners; the vertical stiffeners are welded on the corrugated steel plates, the Between the first side and the second side of the corrugated steel plate; the transverse stiffener is welded on the corrugated steel plate, between the third side and the fourth side opposite to the corrugated steel plate. 5. The load-bearing self-resetting stiffened corrugated steel plate damping wall according to claim 4, further comprising a first rectangular short stiffening plate, a second rectangular short stiffening plate, a third rectangular short stiffening plate, and a fourth rectangular short stiffening plate Short stiffeners, first triangular stiffeners, second triangular stiffeners, third triangular stiffeners and fourth triangular stiffeners; The first rectangular short stiffening plate and the second rectangular short stiffening plate are respectively welded and fixed to the first end and the second end of the first corrugated web T-shaped steel; the third rectangular short stiffening plate and the fourth rectangular short stiffening plate The stiffening plate is respectively welded and fixed to the first end and the second end of the T-shaped steel of the second corrugated web; The first triangular stiffener is fixed between the first steel column and the first rectangular short stiffener, and the second triangular stiffener is fixed between the second steel column and the second rectangular short stiffener between the plates, the third triangular stiffening plate is fixed between the first steel column and the third rectangular short stiffening plate, and the fourth triangular stiffening plate is fixed between the second steel column and the first rectangular stiffening plate between four rectangular short stiffeners. 6. A load-bearing self-resetting stiffened corrugated steel plate damping wall, characterized in that it includes: the first steel column, the second steel column, the first steel beam, the second steel beam, the first corrugated web T-shaped steel, the second Two corrugated web T-shaped steel, first corrugated backing plate, second corrugated backing plate, corrugated steel plate, first L-shaped angle steel, second L-shaped angle steel, first anchorage, second anchorage and prestressed tendons; The first steel column, the second steel column, the first steel beam and the second steel beam form a damping wall frame, wherein the first steel column and the second steel column are arranged opposite to each other, and the first steel beam and the second steel beam Two steel beams are arranged oppositely and both are fixed between the first steel column and the second steel column; The corrugated steel plate is integrally arranged inside the damping wall frame, and its corrugated line direction is perpendicular to the length direction of the first steel column and the second steel column, and its first side is fixed on the first corrugated web T-shaped steel and the first corrugated backing plate, the second side opposite to the first side is fixed between the second corrugated web T-shaped steel and the second corrugated backing plate; the first corrugated web T-shaped steel is fixed On the first steel beam, the first side of the corrugated steel plate and the first corrugated backing plate are integrally fixed on the first steel beam; the second corrugated web T-shaped steel is fixed on the On the second steel beam, the second side of the corrugated steel plate and the second corrugated backing plate are integrally fixed on the second steel beam; The first L-shaped angle steel is bolted to the third side of the corrugated steel plate and the first steel column along the length direction; the second L-shaped angle steel is connected to the fourth side of the corrugated steel plate and the second steel column column, the three are bolted along the length direction; One end of the prestressed tendon is anchored to the first steel beam through the first anchor, and the other end is anchored to the second steel beam through the second anchor. 7. The load-bearing self-resetting stiffened corrugated steel plate damping wall according to claim 6, wherein the corrugation of the corrugated steel plate is one of sawtooth corrugations, sinusoidal corrugations, rectangular corrugations, and trapezoidal corrugations. 8. The load-bearing self-resetting stiffened corrugated steel plate damping wall according to claim 6, wherein the first corrugated web T-shaped steel comprises a first corrugated web and a first flange plate, and the first The flange plate is fixed on the flange of the first corrugated web, both of which are T-shaped; the T-shaped steel of the second corrugated web includes a second corrugated web and a second flange plate, and the second wing The flange plate is fixed on the flange of the second corrugated web, both of which are T-shaped; The first flange plate is bolted and fixed to the first steel beam; the second flange plate is bolted and fixed to the second steel beam; the first side of the corrugated steel plate, the first corrugated The backing plate and the first corrugated web are bolted and fixed; the second side of the corrugated steel plate, the second corrugated backing plate and the second corrugated web are bolted and fixed. 9. The load-bearing self-resetting stiffened corrugated steel plate damping wall according to claim 8, further comprising transverse stiffeners and vertical stiffeners; the vertical stiffeners are welded on the corrugated steel plates, the Between the first side and the second side of the corrugated steel plate; the transverse stiffener is welded on the corrugated steel plate, between the third side and the fourth side opposite to the corrugated steel plate. 10. The load-bearing self-resetting stiffened corrugated steel plate damping wall according to claim 9, further comprising a first rectangular short stiffening plate, a second rectangular short stiffening plate, a third rectangular short stiffening plate, a fourth rectangular Short stiffeners, first triangular stiffeners, second triangular stiffeners, third triangular stiffeners and fourth triangular stiffeners; The first rectangular short stiffening plate and the second rectangular short stiffening plate are respectively welded and fixed to the first end and the second end of the first corrugated web T-shaped steel; the third rectangular short stiffening plate and the fourth rectangular short stiffening plate The stiffening plate is respectively welded and fixed to the first end and the second end of the T-shaped steel of the second corrugated web. The first triangular stiffener is fixed between the first steel column and the first rectangular short stiffener, and the second triangular stiffener is fixed between the second steel column and the second rectangular short stiffener between the plates, the third triangular stiffening plate is fixed between the first steel column and the third rectangular short stiffening plate, and the fourth triangular stiffening plate is fixed between the second steel column and the first rectangular stiffening plate between four rectangular short stiffeners.