1. The utility model provides a compromise two steel sheet shear walls of internal stiffening of bearing and power consumption, its characterized in that, includes two steel sheet (1) and edge component, edge component includes edge post (3) and edge roof beam (4), two steel sheet (1) top and bottom all with edge roof beam (4) fixed connection, two steel sheet (1) link to each other with both sides edge post (3) through edge roof beam (4), a plurality of first stiffening rib (2) are installed to two steel sheet (1) inboards.

2. The internal stiffened double steel plate shear wall of claim 1, wherein the internal stiffened double steel plate shear wall is characterized in that: the first stiffening ribs (2) are vertically and equidistantly arranged on the inner sides of the double steel plates (1), the number of the first stiffening ribs (2) exceeds 4, and the distance between the end parts of the first stiffening ribs (2) and the end parts of the double steel plates (1) is 20-50 mm.

3. The internal stiffening double steel plate shear wall with both load bearing and energy consumption as claimed in claim 1, wherein a plurality of transverse second stiffening ribs (5) are respectively installed at two ends of the edge column (3), and a plurality of third stiffening ribs (6) are vertically installed in the middle of two opposite sides of the edge beam (4).

4. An internally stiffened double steel plate shear wall of both load bearing and energy consumption as defined in claim 1 wherein said first stiffening ribs (2) comprise a steel plate in the shape of a straight line and a round core tube.

5. The double steel plate shear wall with internal stiffening for both load bearing and energy consumption as claimed in claim 1, wherein the double steel plates (1) and the edge beams (4) are connected by bolts and welding, the double steel plates (1) and the first stiffening ribs (2) are connected by welding, the edge columns (3) and the second stiffening ribs (5) are connected by welding, and the edge beams (4) and the third stiffening ribs (6) are connected by welding.

Background

The steel plate shear wall is a novel lateral force resistant structure developed in the 70 s of the 20 th century, and is proved to be an excellent anti-seismic energy dissipation component quickly due to good ductility and high lateral stiffness; the method is applied to actual engineering in developed countries such as the United states, Japan and the like, and is also applied to high-intensity areas of China in recent years, such as: tianjin's Jinta, Shanghai Jinjiang restaurant, Tianjin's International financial conference hotel, etc. Compared with a concrete shear wall, the steel plate shear wall has the following advantages: 1. the dead weight is light; 2. the rigidity is high; 3. better ductility and energy consumption capability; 4. the steel plate shear wall is thin, and occupies little building space; 5. the industrialization degree is high, and the construction speed is fast.

The traditional non-stiffened thin steel plate shear wall has two defects in the use process, namely, the hysteresis curve has a pinching phenomenon, so that the energy consumption is not facilitated; secondly, buckling is caused under the action of smaller load even dead weight, and the capability of bearing vertical load is not realized; in order to overcome the pinch phenomenon of a hysteresis curve of a non-stiffened thin steel plate shear wall, a stiffened steel plate shear wall and a buckling restrained steel plate shear wall are provided; compared with a non-stiffened thin steel plate shear wall, the stiffening ribs of the stiffened steel plate shear wall limit the out-of-plane buckling of the steel plate and improve the pinching phenomenon of a hysteresis curve; the buckling restrained steel plate shear wall utilizes the concrete cover plate to limit the buckling effect of the steel plate, improves the pinching phenomenon of a hysteresis curve, and meanwhile, the concrete cover plate can play the roles of fire prevention, heat preservation and sound insulation; however, the application of the stiffened steel plate shear wall and the buckling restrained steel plate shear wall is limited by the defect that the shear wall inevitably bears the vertical load in the practical engineering application, even the shear wall bears the whole vertical load, and cannot bear the vertical load.

Disclosure of Invention

The invention aims to provide a novel lateral force resisting stiffening double-steel-plate shear wall which can effectively improve the pinching phenomenon of a hysteresis curve and can bear vertical load.

In order to achieve the purpose, the invention adopts the following technical scheme:

the utility model provides a compromise two steel sheet shear force walls of internal stiffening of bearing and power consumption, includes two steel sheets and edge component, edge component includes edge post and edge beam, two steel sheet tops and bottom all with edge beam fixed connection, two steel sheets pass through the edge beam and link to each other with both sides edge post, the first stiffening rib of a plurality of is installed to two steel sheet inboards.

Preferably, the first stiffening ribs are vertically and equidistantly arranged on the inner sides of the double steel plates, the number of the first stiffening ribs is more than 4, and the distance between the end part of each first stiffening rib and the end part of the double steel plate 1 is 20-50 mm.

Preferably, a plurality of transverse second stiffening ribs are respectively installed on two sides of two ends of the edge column, and a plurality of third stiffening ribs are vertically installed in the middle of two opposite sides of the edge beam.

Preferably, the first stiffening rib comprises a steel plate in a straight line shape and a circular core tube.

Preferably, the double steel plates and the edge beam are connected through bolts and welding, the double steel plates and the first stiffening rib are connected through welding, the edge column and the second stiffening rib are connected through welding, and the edge beam and the third stiffening rib are connected through welding.

The invention has the beneficial effects that: the double steel plates are separated by a certain distance, and the first stiffening ribs are arranged in the double steel plates to form the box-type steel plate shear wall, the external rigidity of the steel plate shear wall is greatly improved by the section form, so that the double steel plate shear wall has the capability of bearing vertical load without generating external buckling too early, under the action of horizontal force, the internal stiffening ribs limit the external buckling deformation of the double steel plates, the external rigidity of the steel plate shear wall is improved, the double steel plate shear wall has the capability of bearing vertical load, meanwhile, the buckling deformation is restrained by the first stiffening ribs and the double steel plates, the pinch-pinch phenomenon of a hysteretic curve is effectively prevented and improved, and the defects that the buckling restrained steel plate shear wall weakens the influence energy consumption capability of the embedded steel plates when the embedded steel plates are connected with the reinforced concrete cover plates at two sides through split bolts and the construction process is complex are overcome.

Drawings

FIG. 1 is a schematic structural diagram of a first embodiment of an internal stiffened double steel plate shear wall with both load bearing and energy dissipation.

FIG. 2 is a cross-sectional view A-A of FIG. 1 of an internally stiffened double steel plate shear wall designed for both load bearing and energy dissipation.

FIG. 3 is an exploded view of the structure of FIG. 1, showing a load-bearing and energy-consuming internal stiffened double steel plate shear wall.

FIG. 4 is a schematic structural diagram of a second embodiment of an internal stiffened double steel plate shear wall with both load bearing and energy dissipation.

FIG. 5 is a cross-sectional view B-B of FIG. 4 of an internally stiffened double steel plate shear wall designed for both load bearing and energy dissipation.

FIG. 6 is an exploded view of the structure of FIG. 4 with an internal stiffened double steel plate shear wall designed for both load bearing and energy dissipation.

FIG. 7 is a schematic structural diagram of a third embodiment of an internal stiffened double steel plate shear wall with both load bearing and energy dissipation.

FIG. 8 is a cross-sectional view C-C of FIG. 7 of an internally stiffened double steel plate shear wall designed for both load bearing and energy dissipation.

FIG. 9 is an exploded view of the structure of FIG. 7 with an internal stiffened double steel plate shear wall designed for both load bearing and energy dissipation.

Illustration of the drawings:

1. a double steel plate; 2. a first stiffener; 3. an edge post; 4. an edge beam; 5. a second stiffener; 6. and a third stiffener.

Detailed Description

The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.

Specific examples are given below.

Example one

Referring to fig. 1-3, an interior two steel sheet shear force walls of putting more energy into consideration bearing and power consumption, includes two steel sheet 1 and edge component, and edge component includes edge post 3 and edge roof beam 4, and two steel sheet 1 top and bottom all with edge roof beam 4 fixed connection, two steel sheet 1 pass through edge roof beam 4 and link to each other with both sides edge post 3, and two steel sheet 1 inboard is installed a plurality of first stiffening rib 2, and two steel sheet 1 is high-strength high-ductility steel or low yield point high-ductility steel.

The double steel plates 1 are separated by a certain distance, the first stiffening ribs 2 are arranged in the double steel plates 1 to form the box-type steel plate shear wall, the external rigidity of the steel plate shear wall is greatly improved due to the cross section, the double steel plate shear wall has the capability of bearing vertical load without generating external buckling too early, the first stiffening ribs 2 limit the external buckling deformation of the double steel plates 1 under the action of horizontal force, the lateral rigidity of the double steel plates 1 is improved, the pinch-in phenomenon of a hysteretic curve of the steel plate shear wall is improved, compared with the stiffening steel plate shear wall, the stiffening ribs of the stiffening double steel plate shear wall limit double steel, the surface buckling deformation of the stiffening ribs 1 and the buckling deformation of the first stiffening ribs 2 limited by the double steel plates 1, and the stiffening ribs and the double steel plate shear wall work in a cooperative mode, so that the hysteretic curve is fuller; compared with the buckling restrained steel plate shear wall, the stiffening double-steel-plate 1 shear wall is simple in structure, and the defects that the embedded steel plates are weakened to influence the energy consumption capability and the construction process is complex when the buckling restrained steel plate shear wall is connected with reinforced concrete cover plates on two sides through split bolts are overcome.

The distance of reserving welding first stiffening rib 2 between two steel sheet 1, the interval of preferred two steel sheet 1 is not less than 150mm, and the interval of undersize is unfavorable for welding operation, and can lead to the lower vertical load that is unfavorable for undertaking of off-plate rigidity, and the vertical load that concrete interval can be undertaken as required is confirmed according to the whole stable condition of off-plate.

As an embodiment of the invention, the first stiffening ribs 2 are vertically and equidistantly arranged on the inner side of the double steel plates 1, the number of the first stiffening ribs 2 exceeds 4, the distance between the end part of the first stiffening rib 2 and the end part of the double steel plates 1 is 20-50mm, and the distance between the first stiffening rib 2 and the upper edge and the lower edge of the double steel plates 1 is reserved, so that the local stress complication and stress concentration phenomena when the first stiffening ribs 2 and the double steel plates 1 are welded and the double steel plates 1 and the edge beams 4 are welded can be prevented;

the free width of the side edge of the double steel plate 1 is half of the distance between the first stiffening ribs 2, and the first stiffening ribs 2 can limit the embedded steel plate to be wholly or partially bent under the action of an earthquake.

As an embodiment of the present invention, two sides of two ends of the edge column 3 are respectively provided with a plurality of transverse second stiffening ribs 5 to ensure that the edge column 3 does not partially buckle, and a plurality of third stiffening ribs 6 are vertically arranged in the middle of two opposite sides of the edge beam 4 to ensure that the edge beam 4 does not partially buckle under the action of the double steel plates 1.

As an embodiment of the invention, the double steel plate 1 and the edge beam 4 are connected by bolts and welding, the double steel plate 1 and the first stiffening rib 2 are connected by welding, the edge column 3 and the second stiffening rib 5 are connected by welding, and the edge beam 4 and the third stiffening rib 6 are connected by welding, so that the fixed connection between the components is realized.

Example two

Referring to fig. 4 to 6, in the first embodiment, the edge column 3 and the edge beam 4 are steel-structure frame beam columns, and in the second embodiment, the edge column 3 and the edge beam 4 are reinforced concrete frame beam columns, the connection between the double steel plates 1 and the edge beam 4 in the first embodiment can be directly performed by welding, and the connection between the double steel plates 1 and the edge beam 4 in the second embodiment needs to be performed by steel plates embedded in the edge beam 4.

EXAMPLE III

Referring to fig. 7 to 9, in the first embodiment, the first stiffening ribs 2 between the double steel plates 1 are vertical straight steel plates, and in the third embodiment, the first stiffening ribs 2 between the double steel plates 1 are steel pipes.

The double-steel-plate shear wall has the advantages that the first stiffening ribs 2 are arranged in the double steel plates 1 at a certain distance to form the box-type steel plate shear wall, the external rigidity of the steel plate shear wall is greatly improved in the cross section mode, the double-steel-plate shear wall has the capability of bearing vertical loads without generating external buckling too early, the internal stiffening ribs limit the external buckling deformation of the double steel plates under the action of horizontal force, the external rigidity of the steel plate shear wall is improved, the double-steel-plate shear wall 1 has the capability of bearing vertical loads, meanwhile, the buckling deformation is restrained by the first stiffening ribs 2 and the double steel plates 1, the pinch-pinch phenomenon of a hysteretic curve is effectively prevented and improved, and the defects that the embedded steel plates are weakened to influence energy consumption capability and the construction process is complex when the buckling restrained steel plate shear wall is connected with reinforced concrete cover plates on two sides through split bolts are overcome.

The above description is only for the preferred embodiment of the present invention, but the scope of the present invention is not limited thereto, and any person skilled in the art should be considered to be within the technical scope of the present invention, and the technical solutions and the inventive concepts thereof according to the present invention should be equivalent or changed within the scope of the present invention.