Double steel plate concrete coupled composite shear wall system and installation method

Abstract

The present invention relates to a double steel plate concrete coupled shear wall system and an installation method, belonging to the technical field of building structural engineering. Box steel beam segments are respectively arranged at the same height on two double steel plate concrete composite shear walls opposite to each other in position; the box steel beam segments are respectively fixedly connected to H-shaped steel beam segments, and the box steel beam segments are fixed to the H-shaped steel beam segments through flange connection plates and web connection plates; a corrugated web energy dissipation beam segment is arranged between the H-shaped steel beam segments; a protruding connecting part is provided at the connection between the corrugated web energy dissipation beam segment and the H-shaped steel beam segment; a grooved part matching the protruding connecting part is provided at the connection between the H-shaped steel beam segment and the corrugated web energy dissipation beam segment; a variable cross-section H-shaped steel beam for the wall limb to swing is provided at the bottom of the double steel plate concrete composite shear wall. The present invention can realize the swing of the wall limb and the rapid replacement of the beam segment after damage, and has the advantages of high ductility, strong reparability and convenient construction.

Description

Technical Field

[0001] The present invention relates to a double steel plate concrete coupled shear wall system and an installation method, belonging to the technical field of building structural engineering. Background Art

[0002] In high-rise buildings, shear walls are important lateral force resisting members. As the height of building structures increases, traditional reinforced concrete shear walls are difficult to meet the design requirements. The newly developed double steel plate concrete composite shear wall members can make greater use of the tensile properties of steel and the compressive properties of concrete, and can better meet the requirements of high axial compression ratio and high ductility ratio of shear walls in super high-rise buildings, which is an important direction for the development of current super high-rise building structure technology.

[0003] At the same time, due to the needs of the building, when there are large openings along the vertical direction of the shear wall, it becomes a coupled shear wall system connected by coupling beams. The traditional reinforced concrete coupled shear wall system has problems such as serious damage of the shear wall during earthquakes, low ductility, weak energy dissipation, and difficult repair after damage of the coupling beams.

[0004] Currently, methods such as realizing the rocking of the shear wall and setting replaceable energy dissipation coupling beams are used to address the problems existing in the traditional reinforced concrete coupled shear wall system, but their applications in the double steel plate concrete coupled shear wall system are still relatively few. Therefore, it is extremely urgent and meaningful to develop a double steel plate concrete coupled shear wall system with replaceable energy dissipation coupling beams and high-ductility shear walls. Summary of the Invention

[0005] The present invention provides a double steel plate concrete coupled shear wall system and an installation method for the above problems. This system can not only meet the energy dissipation requirements under seismic actions but also be quickly disassembled and replaced after damage.

[0006] The present invention adopts the following technical solutions:

[0007] The double steel plate concrete coupled shear wall system described in the present invention includes double steel plate concrete composite shear walls, H-shaped steel beam segments, box-shaped steel beam segments, corrugated web energy dissipation beam segments, flange connecting plates, web connecting plates, and variable cross-section H-shaped steel beams; box-shaped steel beam segments are respectively arranged at the same height on two relatively positioned double steel plate concrete composite shear walls; the box-shaped steel beam segments are respectively fixedly connected to the H-shaped steel beam segments, and the box-shaped steel beam segments are fixed to the H-shaped steel beam segments through flange connecting plates and web connecting plates;

[0008] Corrugated web energy dissipation beam segments are arranged between the H-shaped steel beam segments; a protruding connecting portion is provided at the connection between the corrugated web energy dissipation beam segment and the H-shaped steel beam segment; a grooved portion matching the protruding connecting portion is provided at the connection between the H-shaped steel beam segment and the corrugated web energy dissipation beam segment.

[0009] The variable cross-section H-shaped steel beam is located at the bottom on both sides of the double steel plate concrete composite shear wall and is used to realize the swaying of the wall limb.

[0010] For the double steel plate concrete coupled composite shear wall system of the present invention, the corrugated web energy dissipation beam segment includes a first flange plate, a corrugated web, and a first end plate; the corrugated web is placed vertically, and the upper and lower ends of the vertically placed corrugated web are respectively provided with first flange plates parallel to the corrugated web, and first end plates are respectively provided at both ends of the first flange plate and the corrugated web in the length extension direction.

[0011] On the outer sides of the first end plates at both ends of the first flange plate, there are protruding connecting parts fixed to the H-shaped steel beam segment.

[0012] For the double steel plate concrete coupled composite shear wall system of the present invention, the H-shaped steel beam segment includes a second flange plate, a first web, and a second end plate; the first web is assembled with two second flange plates to form an H-shaped steel beam; a second end plate is arranged at one end of the H-shaped steel beam in the length direction; on one end face of the second end plate relative to the first end plate in the corrugated web energy dissipation beam segment, there is a grooved part matching the protruding connecting part.

[0013] For the double steel plate concrete coupled composite shear wall system of the present invention, the box-shaped steel beam segment includes a third flange plate, a second web, and a chevron-shaped connecting plate; the second web is respectively located on both sides of the two outwardly extended ends of the chevron-shaped connecting plate, and the second webs on both sides are arranged in parallel;

[0014] There are two third flange plates, the two third flange plates are placed horizontally and in parallel, and the second web and the chevron-shaped connecting plate perpendicular to the third flange plates are arranged between the two third flange plates.

[0015] For the double steel plate concrete coupled composite shear wall system with a corrugated web energy dissipation beam segment of the present invention, the double steel plate concrete composite shear wall includes end columns and double steel plate composite shear walls; end columns are respectively arranged on both sides of the double steel plate composite shear wall; on the end columns on the side close to the beam segment of the two double steel plate concrete composite shear walls, there are grooves for embedding the box-shaped steel beam segment;

[0016] At the bottom of the end columns on the two double steel plate concrete composite shear walls, there are also cut-off parts for embedding the variable cross-section H-shaped steel beam. At the upper part in the cut-off part, there is a third end plate, and at the lower part, there is a fourth end plate. The third end plate extends perpendicular to the two side edges of the double steel plate composite shear wall to the outside of the end column, and long circular holes for bolt penetration are respectively provided on the two side edges.

[0017] On both sides of the fourth end plate, it extends perpendicular to the two side edges of the double steel plate composite shear wall to the outside of the end column and is flush with the same-side edge of the third end plate; the fourth end plate is provided with round holes for bolt connection.

[0018] The double - steel - plate concrete coupled - wall composite shear - wall system with a corrugated web energy - dissipating beam segment of the present invention. The variable - section H - shaped steel beam includes an upper flange plate, a lower flange plate, and a variable - section web; the upper flange plate and the lower flange plate are fixed to each other through the variable - section web; circular holes for bolt connection are provided on the upper flange plate and the lower flange plate; the cross - section of the variable - section web gradually decreases from the outside to the inside along the beam length direction. In the double - steel - plate concrete coupled - wall composite shear - wall system of the present invention, the protruding connecting part is an isosceles - triangle connecting piece protruding outward.

[0019] The isosceles - triangle connecting piece is located on one of the two end plates at both ends of the corrugated web energy - dissipating beam segment; the isosceles - triangle connecting pieces on the two end plates face in opposite directions, and circular holes for bolt connection are also provided on the end plates.

[0020] In the double - steel - plate concrete coupled - wall composite shear - wall system of the present invention, the grooved part of the end plate two is an isosceles - triangle groove structure sunken inward; the shape of the isosceles - triangle groove structure matches the shape of the isosceles - triangle connecting piece on the end plate one; circular holes arranged oppositely are provided on both the end plate one and the end plate two, and the end plate one and the end plate two are fixed to each other by bolts passing through the circular holes; the bottom end of the sunken - inward groove structure is an open structure.

[0021] In the double - steel - plate concrete coupled - wall composite shear - wall system of the present invention, the vertex of the isosceles - triangle connecting piece on the upper end plate one of the corrugated web energy - dissipating beam segment coincides with the mid - point of the vertical side of the end plate, and the bottom side coincides with the other vertical side of the end plate.

[0022] In the double - steel - plate concrete coupled - wall composite shear - wall system of the present invention, the outer extended end of the chevron - shaped connecting plate in the box - shaped steel beam segment and the embedded end of the web two are embedded in the grooves of the end columns; and the lengths of the flange plate two, the web one, and the end plate two are greater than the length of the grooves.

[0023] The installation method of the double - steel - plate concrete coupled - wall composite shear - wall system is as follows:

[0024] Step 1: Measure the installation height of the corrugated web energy - dissipating beam segment on the double - steel - plate concrete composite shear - wall, and open grooves on the three outer sides of the end columns at its height position;

[0025] Open fracture parts at the bottoms of the two end columns in the double - steel - plate concrete composite shear - wall; fix the end plate three at the top end inside the fracture part at the bottom, and there is an end plate four at the lower part; ensure that the oblong holes and circular holes on both sides of the end plate three and the end plate four are located outside the end columns, and the top end of the fracture at the bottom of the end column is opened in a way that the fracture surface is inclined from the outside to the inside and from top to bottom;

[0026] Place the grooved structure at the bottom of the end column of the variable - section H - shaped steel beam in the grooves, connect the lower flange plate of the variable - section H - shaped steel beam and the lower end plate four with bolts, and connect the upper flange plate and the oblong holes of the upper end plate three with bolts;

[0027] Step 2: Install the box steel girder section on the slot of one side of the double steel plate concrete composite shear wall. The apex end face of the chevron-shaped connecting plate in the box steel girder section faces the other side of the double steel plate concrete composite shear wall; keep the vertical faces of the web two in the box steel girder section flush with the two side plates of the end column; after the box steel girder section in the slot is positioned, weld the upper and lower end faces to the end column respectively.

[0028] Step 3: After the box steel girder section on one side of the double steel plate concrete composite shear wall is fixed, install the H-shaped steel girder section on this side of the box steel girder section. The upper and lower flange plates of the H-shaped steel girder section are fixed to the upper and lower flange plates of the box steel girder section through flange connecting plates; the apex end of the chevron-shaped connecting plate in the box steel girder section is fixed to the web of the H-shaped steel girder section through a web connecting plate.

[0029] Step 4: After completing the H-shaped steel girder section in Step 3, ensure that the end plate two of the H-shaped steel girder section faces outward; determine the orientation of the slot part on the end plate two, and slide the isosceles triangular connecting piece with a raised part matching the slot of the corrugated web energy dissipation beam section into the slot part; ensure that the end plate two of the H-shaped steel girder section is aligned with the end plate one of the corrugated web energy dissipation beam section, and fix them to each other through bolts.

[0030] Step 5: Install the H-shaped steel girder section first on the other side of the corrugated web energy dissipation beam section in the reverse order of Steps 2 to 4, and then install the box steel girder section; the orientation of the slot part of the H-shaped steel girder section on this side is opposite to that of the slot part on the other side. After the installation of the corrugated web energy dissipation beam section and the H-shaped steel girder sections at both ends is completed, the raised isosceles triangular connecting piece is in a stuck state with the slot part on the H-shaped steel girder section.

[0031] Step 6: After completing the installation of the box steel girder section in Step 5, the box steel girder section on this side should be placed in the slot of the end column on the other side. The web two of the box steel girder section in the slot on this side should be ensured to be flush with the two side plates of the end column vertically before welding and fixing.

[0032] Beneficial effects

[0033] In the double steel plate concrete coupled shear wall system of the present invention, the web of the corrugated web energy dissipation beam section mainly bears shear force, and the flange mainly bears bending moment, which not only realizes the separation of bending moment and shear force, but also avoids the adverse influence of axial force on the coupling beam. In addition, compared with the traditional web, the corrugated web makes the thickness of the web thinner, and there is no need to set stiffeners to prevent local buckling, which has the advantages of high bearing capacity, low unit weight, and high economic benefits.

[0034] In the double steel plate concrete coupled shear wall system of the present invention, the web of the corrugated web energy dissipation beam section is made of low yield point structural steel for buildings, which can enter yield first under earthquake action, absorb a large amount of seismic energy through plastic deformation, and play the role of energy dissipation and shock absorption.

[0035] In the double - steel - plate concrete coupled - wall composite shear - wall system of the present invention, by setting isosceles triangle connectors and bolts, the corrugated web energy - dissipating beam segment can be quickly disassembled and replaced after an earthquake, thereby enabling the rapid restoration of the structural use function, improving the seismic resilience of the building, and realizing the seismic concept of repairable design.

[0036] In the double - steel - plate concrete coupled - wall composite shear - wall system of the present invention, isosceles triangle connectors with opposite orientations are set, which can cause the corrugated web energy - dissipating beam segment to be self - locked in the structure. It not only contributes to the lateral and vertical shear strength but also improves the overall stability of the structure. In addition, when the coupling beam is damaged and needs to be disassembled and replaced, it can ensure that the corrugated web energy - dissipating beam segment will not slide out of the system after the bolts are removed, making the construction safer and more convenient.

[0037] In the double - steel - plate concrete coupled - wall composite shear - wall system of the present invention, by setting chevron - shaped connecting plates, the smooth transfer of the shear force of the H - shaped steel beam segment web to the box - shaped steel beam segment is realized; the box - shaped steel beam segment ensures the alignment of its web and the web of the end column by embedding and grooving the end column. At the same time, a butt - weld connection method is applied between its flange plate and the web and the back - side flange plate of the end column, realizing the effective transfer of bending moment and shear force at the beam - column joint.

[0038] In the double - steel - plate concrete coupled - wall composite shear - wall system of the present invention, through the variable - section steel beam at the bottom of the end column and the oblong holes on the grooved end plate, the swaying of the wall limb under the action of horizontal load is realized, which can effectively reduce the damage of the wall limb during an earthquake.

[0039] The installation method of the double - steel - plate concrete coupled - wall composite shear - wall system of the present invention is constructed unidirectionally from one side to the other side, with one side as the fixed point for installation. If there are deviations during the fixation on the other side, corrections can be made, avoiding the situation of errors in the middle after the two sides are fixed.

[0040] The structure of the present invention is simple and the construction is convenient. During an earthquake, it has a good energy - dissipation effect. After an earthquake, only the damaged energy - dissipating components need to be replaced, and the main structure can quickly resume its use function, realizing the concept of repairable design. Description of the Drawings

[0041] Figure 1 is a schematic diagram of the double - steel - plate concrete coupled - wall composite shear - wall system of the present invention;

[0042] Figure 2 is a schematic diagram of the corrugated web energy - dissipating beam segment of the present invention;

[0043] Figure 3 is a schematic diagram of the H - shaped steel beam segment of the present invention;

[0044] Figure 4a It is a schematic diagram of the box steel girder section of the present invention;

[0045] Figure 4b It is a schematic diagram of the chevron connecting plate in the box steel girder section of the present invention;

[0046] Figure 5 It is a schematic diagram of the double steel plate concrete composite shear wall with end columns of the present invention;

[0047] Figure 6 It is a schematic diagram of the variable cross-section H-shaped steel girder of the present invention.

[0048] In the figure: 1 is the energy dissipation beam section with corrugated web, 2 is the H-shaped steel girder section, 3 is the box steel girder section, 4 is the double steel plate concrete composite shear wall with end columns, 5 is the flange connecting plate, 6 is the web connecting plate, 11 is the first flange plate, 12 is the corrugated web, 13 is the first end plate, 21 is the second flange plate, 22 is the first web, 23 is the second end plate, 31 is the third flange plate, 32 is the second web, 33 is the chevron connecting plate, 41 is the end column, 42 is the double steel composite shear wall, 43 is the third end plate, 44 is the fourth end plate, 71 is the upper flange plate, 72 is the lower flange plate, and 73 is the variable cross-section web. Specific embodiments

[0049] To make the objectives and technical solutions of the embodiments of the present invention clearer, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings of the embodiments of the present invention. Obviously, the described embodiments are some, but not all, of the embodiments of the present invention. All other embodiments obtained by those of ordinary skill in the art based on the described embodiments of the present invention without creative efforts shall fall within the scope of protection of the present invention.

[0050] As Figure 1 shown: The double steel plate concrete coupled composite shear wall system includes the energy dissipation beam section 1 with corrugated web, the H-shaped steel girder section 2, the box steel girder section 3, the double steel plate concrete composite shear wall 4 with end columns, the flange connecting plate 5, and the web connecting plate 6; the double steel plate concrete composite shear wall 4 is provided with end columns; box steel girder sections 3 are respectively arranged at the same height position on the double steel plate concrete composite shear wall 4, and the H-shaped steel girder section 2 is connected perpendicular to the double steel plate concrete composite shear wall 4; the energy dissipation beam sections 1 with corrugated web are connected between the H-shaped steel girder sections 2; a variable cross-section H-shaped steel girder 7 for the wall limb to swing is provided at the bottom of the double steel plate concrete composite shear wall.

[0051] As Figure 2As shown in the figure: The corrugated web energy dissipating beam segment 1 is composed of a first flange plate 11, a corrugated web 12, and a first end plate 13. The first flange plate 11 is made of low-alloy high-strength structural steel, the corrugated web 12 is made of construction steel with a low yield point. End plates 13 are provided at both ends of the beam segment. An isosceles triangle connector protruding outward is provided in the middle of the first end plate 13. The vertex of the isosceles triangle connector coincides with the midpoint on the vertical side of the end plate, and the base coincides with the other vertical side of the end plate. The isosceles triangle connectors on both end plates face in opposite directions and are in an asymmetric relationship. In addition, circular holes for bolt connection are provided in the upper and lower parts of the end plates.

[0052] As Figure 3 shown: The H-shaped steel beam segment 2 is composed of a second flange plate 21, a first web 22, and a second end plate 23. A slot for embedding an isosceles triangle connector is provided in the middle of the end plate 23, and circular holes for bolt connection are provided in the upper and lower parts.

[0053] As Figure 4a 、 Figure 4b shown: The box-shaped steel beam segment 3 is composed of a third flange plate 31, a second web 32, and a chevron-shaped connecting plate 33. Circular holes for pouring concrete are provided on one side of the flange plate 31, and circular holes for bolt connection are provided on the other side. Circular holes for bolt connection are provided on the chevron-shaped connecting plate 33.

[0054] As Figure 5 shown: The double steel plate concrete composite shear wall 4 with end columns is composed of end columns 41 and a double steel plate composite shear wall 42. A slot for embedding the box-shaped steel beam segment is provided in the middle of the end column 41 on the side close to the beam segment. At the slot, only the flange plate on the side close to the double steel plate concrete composite shear wall 42 is retained on the end column 41. The connectors of the double steel plate concrete composite shear wall 42 can adopt stud connectors, truss connectors, etc.

[0055] At the bottom of the end columns 41 on two double steel plate concrete composite shear walls 4, a notch for embedding a variable cross-section H-shaped steel beam 7 is also provided. An upper end plate 43 and a lower end plate 44 are provided in the upper part of the notch. The upper end plate 43 extends perpendicular to the two side edges of the double steel plate composite shear wall 42 to the outside of the end column 41, and long circular holes for bolt penetration are provided on the two side edges respectively;

[0056] The two sides of the lower end plate 44 extend perpendicular to the two side edges of the double steel plate composite shear wall 42 to the outside of the end column 41 and are flush with the same-side edges of the upper end plate 43; The lower end plate 44 is provided with circular holes for bolt connection.

[0057] The two sides of the lower end plate 44 extend perpendicular to the two side edges of the double steel plate composite shear wall 42 to the outside of the end column 41 and are flush with the same-side edges of the upper end plate 43; The lower end plate 44 is provided with circular holes for bolt connection.

[0058] As Figure 6As shown in the figure: The variable cross-section H-shaped steel beam 7 includes an upper flange plate 71, a lower flange plate 72, and a variable cross-section web plate 73; the upper flange plate 71 and the lower flange plate 72 are fixed to each other through the variable cross-section web plate 73; circular holes for bolt connection are provided on the upper flange plate 71 and the lower flange plate 72; the cross-section of the variable cross-section web plate 73 gradually decreases from the outside to the inside along the beam length direction. The width of the variable cross-section H-shaped steel beam 7 matches the widths of the end plate three 43 and the end plate four 44; the inclination angle of the upper flange plate 71 of the variable cross-section H-shaped steel beam 7 matches the inclination angle of the end plate three 43

[0059] During construction, first install the double steel plate concrete composite shear walls with end columns, and embed the variable cross-section H-shaped steel beam into the bottom fracture of the end column to complete the installation. At the upper grooved part of one side end column, horizontally slide a box-shaped steel beam section into the grooved part from the side without the chevron-shaped connecting plate, and ensure that the flange plates of the box-shaped steel beam section and the end column on the side close to the double steel plate concrete composite shear wall are completely fitted

[0060] At the same time, align the web edge of the box-shaped steel beam section with the web edge of the end column. After the embedding is completed, apply butt welds between the flange plates of the box-shaped steel beam section, the web of the end column, and the flange plates of the end column on the side of the box-shaped steel beam section. Then, bolt-connect the chevron-shaped connecting plate of the box-shaped steel beam section and the web of the H-shaped steel beam section without an end plate on one side with a web connecting plate, and bolt-connect the flange plates with a flange plate connecting plate. On the side of the H-shaped steel beam section with an end plate, slowly slide the isosceles triangle connecting piece on the end plate of the corrugated web energy dissipation beam section horizontally along the groove on the end plate of the H-shaped steel beam section to ensure that the two end plates are completely fitted, and then use bolts at the upper and lower parts of the end plate to ensure reliable connection. On the other side of the corrugated web energy dissipation beam section, completely buckle the groove with the opposite direction on the side of the H-shaped steel beam section with an end plate and the isosceles triangle connecting piece on the end plate of this side, and then use bolts at the upper and lower parts of the end plate to ensure reliable connection. Then, bolt-connect the web of the H-shaped steel beam section without an end plate on one side and the chevron-shaped connecting plate of another box-shaped steel beam section with a web connecting plate, and use a flange plate connecting plate for bolt connection between the flange plates. Finally, place the box-shaped steel beam section on the other side into the upper grooved part of the other side end column, ensure that the web of the box-shaped steel beam section in the grooved part on this side is aligned with the web edges on both sides of the end column, and apply butt welds between the flange plates of the box-shaped steel beam section, the web of the end column, and the flange plates of the end column on the side of the box-shaped steel beam section

[0061] The corrugated web energy dissipation beam section dissipates energy by undergoing a large amount of plastic deformation during an earthquake and usually fails. After the earthquake, the bolts on the end plates on both sides of the beam section can be disassembled first, and then the isosceles triangle connecting piece can be horizontally drawn out along the groove to complete the disassembly of the entire beam section. Finally, a new corrugated web energy dissipation beam section can be replaced to realize the concept of repairable design

[0062] As described above, it is only a preferred specific embodiment of the present invention, but the protection scope of the present invention is not limited thereto. Any changes or substitutions that can be easily conceived by those skilled in the art within the technical scope disclosed by the present invention should be covered within the protection scope of the present invention. Therefore, the protection scope of the present invention should be subject to the protection scope of the claims.

Claims

1. Double steel plate concrete coupled shear wall system, characterized in that: It includes double steel plate concrete composite shear walls (4), H-shaped steel beam segments (2), box-shaped steel beam segments (3), corrugated web energy dissipation beam segments (1), flange connection plates (5), web connection plates (6), and variable cross-section H-shaped steel beams (7); Box-shaped steel beam segments (3) are arranged at the same height on two relatively positioned double steel plate concrete composite shear walls (4); The box-shaped steel beam segments (3) are respectively fixedly connected to the H-shaped steel beam segments (2), and the box-shaped steel beam segments (3) are fixed to the H-shaped steel beam segments (2) through flange connection plates (5) and web connection plates (6); A corrugated web energy dissipation beam segment (1) is arranged between the H-shaped steel beam segments (2); At the connection of the corrugated web energy dissipation beam segment (1) and the H-shaped steel beam segment (2), there is a protruding connection part; At the connection of the H-shaped steel beam segment (2) and the corrugated web energy dissipation beam segment (1), there is a slotted part matching the protruding connection part; The variable cross-section H-shaped steel beam (7) is located at the bottom of both sides of the double steel plate concrete composite shear wall (4) to realize the sway of the wall limb; The double steel plate concrete composite shear wall (4) includes end columns (41) and double steel plate composite shear walls (42); End columns (41) are respectively arranged on both sides of the double steel plate composite shear wall (42); On the end columns (41) on the side close to the beam segment of the two double steel plate concrete composite shear walls (4), there are slots for embedding the box-shaped steel beam segments (3); At the bottom of the end columns (41) of the two double steel plate concrete composite shear walls (4), there are also slots for embedding the variable cross-section H-shaped steel beam (7). At the upper part of the slot, there is end plate three (43), and at the lower part, there is end plate four (44). End plate three (43) extends perpendicular to the two side edges of the double steel plate composite shear wall (42) to the outside of the end column (41). Long circular holes for bolt penetration are respectively arranged on the two side edges; Both sides of end plate four (44) extend perpendicular to the two side edges of the double steel plate composite shear wall (42) to the outside of the end column (41) and are flush with the same-side edges of end plate three (43); End plate four (44) is provided with round holes for bolt connection.

2. The double steel plate concrete coupled wall system according to claim 1, characterized in that: The corrugated web energy dissipation beam segment (1) includes flange plate one (11), corrugated web (12), and end plate one (13); The corrugated web (12) is placed vertically. Flange plate one (11) parallel to the corrugated web (12) is arranged at the upper and lower ends of the vertically placed corrugated web (12). End plate one (13) is respectively arranged at both ends of the flange plate one (11) and the corrugated web (12) in the length extension direction; On the outer side surfaces of the end plates one (13) at both ends of the flange plate one (11), there are protruding connection parts fixed to the H-shaped steel beam segment (2).

3. The double-steel-plate concrete coupled shear wall system according to claim 1 or 2, wherein: The H-shaped steel beam segment (2) includes flange plate two (21), web one (22), and end plate two (23); The web one (22) is assembled with two flange plates two (21) to form an H-shaped steel beam; End plate two (23) is arranged at one end of the H-shaped steel beam along the length direction; One end face of the end plate two (23) relative to the end plate one (13) in the corrugated web energy dissipation beam segment (1) is provided with a slotted part matching the protruding connection part.

4. The double steel plate concrete coupled wall system according to claim 1, wherein: The described box steel girder section (3) includes flange plate three (31), web plate two (32), and chevron connecting plate (33); the web plate two (32) is respectively located on both sides of the two outwardly extending ends of the chevron connecting plate (33), and the web plates two (32) on both sides are arranged parallel to each other; There are two flange plates three (31), and the two flange plates three (31) are placed horizontally and parallel to each other. Between the two flange plates three (31), there are arranged the web plate two (32) perpendicular to the flange plate three (31) and the chevron connecting plate (33).

5. The double steel plate concrete coupled shear wall system according to claim 1, wherein: The described variable cross-section H-shaped steel girder (7) includes an upper flange plate (71), a lower flange plate (72), and a variable cross-section web plate (73); the upper flange plate (71) and the lower flange plate (72) are fixed to each other through the variable cross-section web plate (73); circular holes for bolt connection are provided on the upper flange plate (71) and the lower flange plate (72); the cross-section of the variable cross-section web plate (73) gradually decreases from the outside to the inside along the beam length direction.

6. The double-steel-plate concrete coupled shear wall system according to claim 2, characterized in that: The protruding connecting part is an isosceles triangle connecting piece protruding outward; The isosceles triangle connecting piece is located on the two end plates one (13) on both sides of the corrugated web energy dissipation beam section (1); the isosceles triangle connecting pieces on the two end plates one (13) face in opposite directions, and circular holes for bolt connection are also provided on the end plates one (13).

7. The double steel plate concrete coupled wall system according to claim 3, characterized in that: The grooved part of the end plate two (23) is an isosceles triangle groove structure recessed inward; the shape of the isosceles triangle groove structure matches the shape of the isosceles triangle connecting piece of the end plate one (13); circular holes arranged opposite to each other are provided on both the end plate one (13) and the end plate two (23), and the end plate one (13) and the end plate two (23) are fixed to each other by bolts passing through the circular holes; the bottom end of the inwardly recessed groove structure is an open structure; the vertex of the isosceles triangle connecting piece of the upper end plate one (13) of the corrugated web energy dissipation beam section (1) coincides with the midpoint of the vertical side of the end plate, and the bottom side coincides with the other vertical side of the end plate.

8. The double steel plate concrete coupled shear wall system according to claim 1 or 4, characterized in that: The outwardly extending ends of the chevron connecting plate (33) and the embedded ends of the web plate two (32) in the box steel girder section (3) are embedded in the slots of the end column (41); and the flange plate two (21), the web plate one (22), and the end plate two (23) are longer than the length of this slot.

9. The installation method of the double steel plate concrete coupled shear wall system according to any one of claims 1 to 8, characterized in that: The steps are as follows Step 1: Measure the installation height of the corrugated web energy dissipation beam section (1) on the double steel plate concrete composite shear wall (4), and slot the three outer sides of the end column (41) at its height position; Open a break part at the bottom of the two end columns (41) in the double steel plate concrete composite shear wall (4); fix an end plate three (43) at the top end inside the break part at the bottom, and there is an end plate four (44) at the lower part; ensure that the oblong holes and circular holes on both sides of the end plate three (43) and the end plate four (44) are located outside the end column (41), The top end of the break at the bottom of the end column (41) is opened in a way that the break surface is inclined from the outside to the inside and from top to bottom; Place the grooved structure at the bottom of the end column (41) of the variable cross-section H-shaped steel girder (7) in this slot, connect the lower flange plate (72) of the variable cross-section H-shaped steel girder (7) and the lower end plate four (44) at the slot with bolts, and connect the upper flange plate (71) and the oblong holes of the upper end plate three (43) at the slot with bolts; Step 2: Install the box steel beam section (3) on the slot of the composite shear wall with double steel plates on one side (4). The vertex end of the chevron-shaped connecting plate (33) in the box steel beam section (3) faces the composite shear wall with double steel plates on the other side (4). Keep the two webs (32) in the box steel beam section (3) flush with the vertical surfaces of the two side plates of the end column (41). After the box steel beam section (3) in the slot is positioned, weld the upper and lower end faces to the end column (41) respectively. Step 3: After the box steel beam section (3) on one side of the composite shear wall with double steel plates (4) is fixed, install the H-shaped steel beam section (2) on this side of the box steel beam section (3). The upper and lower flange plates of the H-shaped steel beam section (2) are fixed to the upper and lower flange plates of the box steel beam section (3) through flange connecting plates (5). The vertex end of the chevron-shaped connecting plate (33) in the box steel beam section (3) is fixed to the web of the H-shaped steel beam section (2) through a web connecting plate (6). Step 4: After completing the H-shaped steel beam section (2) in Step 3, ensure that the second end plate (23) of the H-shaped steel beam section (2) faces outward. Determine the orientation of the slot on this second end plate (23), and slide the raised isosceles triangle connecting piece of the corrugated web energy dissipating beam section (1) that matches the slot into this slot. Ensure that the second end plate (23) of the H-shaped steel beam section (2) is aligned with the first end plate (13) of the corrugated web energy dissipating beam section (1), and fix them to each other through bolts. Step 5: Install the H-shaped steel beam section (2) first on the other side end of the corrugated web energy dissipating beam section (1) in the reverse order of Steps 2 to 4, and then install the box steel beam section (3). The orientation of the slot on this side of the H-shaped steel beam section (2) is opposite to that on the other side. After the installation of the corrugated web energy dissipating beam section (1) and the H-shaped steel beam sections (2) at both ends is completed, the raised isosceles triangle connecting piece is in a locked state with the slot on the H-shaped steel beam section (2). Step 6: After completing the installation of the box steel beam section (3) in Step 5, place the box steel beam section (3) on this side in the slot of the end column (41) on the other side. Ensure that the two webs (32) of the box steel beam section (3) in the slot on this side are flush with the vertical surfaces of the two side plates of the end column (41), and then carry out welding fixation.

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