Grid-shaped buckling-resistance shear wall assembled with built-in staggered steel plates

Abstract

Built-in staggered steel plates are assembled into a grid-shaped buckling-resistance shear wall, which relates to the field of civil engineering. The present invention aims to solve the problems of poor shear bearing capacity and poor ductility of existing shear walls. The present invention connects the built-in staggered steel plates assembled into a grid-shaped buckling-resistance shear wall to a steel frame through connection methods such as welding of the built-in steel plate ends. The floor shear force applied to the shear wall is borne by the built-in steel plates in the form of axial force. When the built-in staggered steel plates assembled into a grid-shaped buckling-resistance shear wall is working at a floor lateral displacement that does not exceed the corresponding axial yield displacement of the built-in steel plates, the built-in steel plates do not yield, and the entire shear wall is in elasticity; when the inter-story lateral displacement exceeds the inter-story lateral displacement corresponding to the axial yield displacement of the built-in steel plates, the built-in steel plates enter yield and energy dissipation. All components of the constraining members, the elastic sections of the built-in steel plates with stiffening ribs, and the high-strength bolts are always in elasticity. The present invention is a buckling-resistance shear wall for bearing floor shear force.

Description

Technical Field

[0001] The present invention relates to a shear wall, in particular to a grid-shaped buckling-restrained shear wall assembled with built-in staggered steel plates, belonging to the field of construction. Background Art

[0002] Current steel plate shear walls often use a single piece of steel plate for shear resistance, which is prone to shear buckling. While welding stiffeners to the shear plate to prevent shear wall buckling complicates the force transfer between the stiffeners and the shear plate, welding can easily damage the steel plate shear wall, affecting its shear bearing capacity and ductility.

[0003] Existing buckling-resistance shear walls provide lateral restraint for the shear plates by creating bolt holes in a single shear plate and bolting these holes to external restraining members. The heavy deadweight of the commonly used concrete restraining members makes them difficult to install and provide good seismic resistance. Furthermore, holes in the shear plates can easily lead to stress concentration, causing premature tearing and failure of the shear wall panels, thus degrading the ductility and energy dissipation capacity of the shear wall.

[0004] Currently, when separate steel sections are used to form steel grid shear walls, the separated steel sections are prone to compressive instability, which cannot fully utilize the steel's compressive bearing capacity and energy dissipation capacity. When welding or bolting is used at the intersection of bidirectional steel sections to limit the steel sections' significant compressive instability and out-of-plane deformation, the openings in the welded or bolted connections will lead to sudden cross-sectional changes and stress concentration, which will degrade the shear wall's ductility and energy dissipation capacity.

[0005] Current steel plate shear walls used in steel frame structures, whether they are solid steel plates or gridded shear walls, are often connected to the steel frame beams and columns on all sides to improve their load-bearing performance. This makes it difficult to create openings between shear wall spans, complicates the loads on the columns, and complicates the design of strong columns and weak beams, as required for structural seismic resistance.

[0006] In the actual analysis of large steel plate shear wall structures, discrete bidirectional tension and compression rods are often used to simulate the shear wall's tensile and compressive properties in two directions to simplify shear wall modeling and improve computational efficiency. Even for buckling-resistance steel plate shear walls, the mutual influence of forces acting on various regions of a single shear plate makes it difficult for simplified models to accurately reflect the shear wall's mechanical properties. For shear walls constructed from a single, buckling shear plate or from separately arranged steel sections, the shear wall's mechanical properties under reciprocating horizontal shear forces are even more complex, making it difficult for simplified models to accurately reflect the shear wall's seismic performance.

[0007] The above content analyzes the problems existing in the existing technology one by one from the perspectives of existing steel plate shear walls, buckling-resisting shear walls, steel grid shear walls formed by separately set steel sections, steel plate shear walls and large steel plate shear walls.

[0008] In summary, existing shear walls have problems of poor shear bearing capacity and poor ductility. Summary of the Invention

[0009] The purpose of the present invention is to solve the problems of poor shear bearing capacity and poor ductility of existing shear walls, and further provide a grid-shaped buckling-resistance shear wall assembled with built-in staggered steel plates.

[0010] The technical solution of the present invention is: a grid-shaped buckling-resisting shear wall is assembled with built-in staggered steel plates, which includes a built-in staggered steel plate component and an external assembled steel constraint member, and the external assembled steel constraint member is installed on the built-in staggered steel plate component through a number of high-strength bolts; wherein, the built-in staggered steel plate component includes at least two first built-in steel plates, at least two second built-in steel plates and multiple stiffening ribs, the first built-in steel plates and the second built-in steel plates are both inclined and arranged at equal intervals, and the first built-in steel plates and the second built-in steel plates are staggered and stacked, and a stiffening rib is installed on both sides of the first built-in steel plate and the second built-in steel plate along the length direction, and the stiffening rib is arranged perpendicular to the first built-in steel plate and the second built-in steel plate, the part with the stiffening rib is an elastic section, and the section between the two elastic sections is a yield section.

[0011] Furthermore, when the external assembled steel constraint member is a seven-layer constraint member, the external assembled steel constraint member includes the first and second layers of full-length perforated plates, the first and second layers of perforated plates, the first and third layers of perforated plates, the first and fourth layers of perforated plate strips, the first and fifth layers of perforated plates, the first and sixth layers of perforated plates and the first and seventh layers of full-length perforated plates. The first and second layers of full-length perforated plates are installed on the first and second layers of perforated plates, which are then installed on the second built-in steel plates. The first and second layers of perforated plates, the first and third layers of perforated plates, the first and fourth layers of perforated plate strips, the first and fifth layers of perforated plates and the first and sixth layers of perforated plates are installed in sequence from top to bottom, and the built-in staggered steel plate assembly is wrapped in the middle. The first and seventh layers of full-length perforated plates are installed on the next layer of the first and sixth layers of perforated plates located on the side of the first built-in steel plate; wherein the first built-in steel plate and the first and fifth layers of perforated plates are on the same layer, and the second built-in steel plate and the first and third layers of perforated plates are on the same layer.

[0012] Furthermore, the first two layers of perforated plates include two layers of perforated plates disconnected along the direction of the second built-in steel plate and two layers of full-length perforated plates along the direction of the first built-in steel plate, and the two layers of perforated plates and the two layers of full-length perforated plates are arranged alternately.

[0013] Furthermore, the first three-layer perforated plate includes three layers of perforated plate strips extending along the direction of the second built-in steel plate and three layers of disconnected perforated plates disconnected along the direction of the first built-in steel plate, and the three layers of perforated plate strips and the three layers of disconnected perforated plates are arranged alternately.

[0014] Furthermore, the first four layers of perforated sheet strips include four layers of first perforated sheet strips broken along the direction of the second built-in steel plate and four layers of second perforated sheet strips broken along the direction of the first built-in steel plate, and the four layers of first perforated sheet strips and the four layers of second perforated sheet strips are arranged alternately.

[0015] Furthermore, the first five-layer perforated plate includes five layers of first perforated plates that are disconnected along the direction of the second built-in steel plate and five layers of second perforated plate strips that are continuous along the direction of the first built-in steel plate. The five layers of first perforated plates and the five layers of second perforated plate strips are arranged alternately.

[0016] Furthermore, the first six-layer perforated plate includes six layers of first perforated plates extending along the direction of the second built-in steel plate and six layers of second perforated plates disconnected along the direction of the first built-in steel plate, and the six layers of first perforated plates and the six layers of second perforated plates are arranged alternately.

[0017] Furthermore, when the external assembled steel constraint member is a five-layer constraint member, the external assembled steel constraint member includes the second first layer of perforated plates, the second second layer of perforated plates, the second third layer of perforated plate strips, the second fourth layer of perforated plates and the second fifth layer of perforated plates. The second first layer of perforated plates, the second second layer of perforated plates, the second third layer of perforated plate strips, the second fourth layer of perforated plates and the second fifth layer of perforated plates are connected in sequence from top to bottom and the built-in staggered steel plate assembly is clamped in the middle.

[0018] Furthermore, the second layer of perforated plates includes a layer of segmented perforated plates along the direction of the second built-in steel plate and a layer of full-length perforated plates along the direction of the first built-in steel plate, and the segmented perforated plates and the full-length perforated plates are alternately arranged and welded at the intersection;

[0019] The second two-layer perforated plate includes two layers of full-length perforated plate strips along the direction of the second built-in steel plate and two layers of disconnected perforated plate strips along the direction of the first built-in steel plate, and the two layers of full-length perforated plate strips and the two layers of disconnected perforated plate strips are arranged alternately;

[0020] The second three-layer perforated sheet strips include three layers of disconnected first perforated sheet strips along the direction of the second built-in steel plate and three layers of disconnected second perforated sheet strips along the direction of the first built-in steel plate, and the three layers of disconnected first perforated sheet strips and the three layers of disconnected second perforated sheet strips are arranged alternately;

[0021] The second four-layer perforated plate includes four layers of disconnected perforated plates along the direction of the second built-in steel plate and four layers of full-length perforated plate strips along the direction of the first built-in steel plate, and the four layers of disconnected perforated plates and the four layers of full-length perforated plate strips are arranged alternately;

[0022] The second five-layer perforated plate includes five layers of full-length perforated plates along the direction of the second built-in steel plate and five layers of segmented perforated plates along the direction of the first built-in steel plate. The five layers of full-length perforated plates and the five layers of segmented perforated plates are staggered and welded at the intersection.

[0023] Preferably, the second five-layer perforated plate and the second first-layer perforated plate both further include channel steels, and the ends of the five-layer full-length perforated plate and the five-layer segmented perforated plate and the connections between the two are welded with channel steels, and the channel steels at the connections between the two are welded together;

[0024] Channel steels are welded to the ends of one layer of segmented perforated plate and one layer of full-length perforated plate as well as to the connection between the two, and the channel steels at the connection between the two are welded to each other.

[0025] Compared with the prior art, the present invention has the following effects:

[0026] 1. The present invention adopts an assembled structure, with steel plates staggered in two directions inside, and restraining members are set outside the steel plates to form a grid-shaped buckling-resistance shear wall. The internal steel plates resist the floor shear force borne by the shear wall through axial tension and compression, which can prevent the internal steel plates from buckling under compression. The internal steel plates have higher lateral resistance efficiency and can fully utilize the load-bearing and energy-dissipating capacity of the internal steel plates. The cross-sectional width of the internal steel plates is uniform, and the external restraining members only provide lateral restraint for the internal steel plates. The restraining members are not used to bear floor shear forces. An appropriate gap is left between the restraining members and the internal steel plates, and the division of labor and force between the two are clear, which can better exert the shear bearing capacity and ductility performance of the shear wall.

[0027] 2. The present invention arranges staggered built-in steel plates, and the cross-sections of the yield sections of the staggered steel plates in two directions are uniform, without sudden changes or weakening of the cross-sections. Since the restraining members are assembled as one, the staggered steel plates in two directions can support each other along the outside of the plane, which reduces the demand for the bending resistance of the restraining steel members and makes the design of the restraining members more economical. The assembled restraining members adopted have a small deadweight and are also beneficial to the installation of the shear wall panels and the earthquake resistance of the structure. The yield sections of the built-in staggered steel plates in two directions are staggered in the intersection area without being connected. Even if the built-in steel plates in one direction yield significantly and then fatigue and fracture under the action of a large earthquake, it will not affect the stress of the built-in steel plates in the other direction, and can better exert the ductility and energy dissipation capacity of the grid-shaped buckling-resisting shear wall.

[0028] 3. The present invention adopts an assembled structure, where each internal steel plate can be laterally constrained by an external constraining member. The constraining members in both directions can support each other. When the restraining capacity of the external constraining member is sufficient, the internal steel plate can be prevented from buckling under pressure, and the compressive bearing capacity and energy dissipation capacity of the staggered steel plates can be fully utilized. In addition, at the intersection of the two-way staggered internal steel plates, the two directional steel plates are not connected to each other, which can further increase the yield section length of the internal steel plates without weakening the steel plate cross-section. This effectively avoids sudden changes in the steel plate cross-section and stress concentration, and can fully utilize the ductility and energy dissipation capacity of the grid-shaped buckling-restrained shear wall.

[0029] 4. Because the staggered steel plates in two directions are built-in and will not buckle under pressure, when used in steel frame structures, the ends of the staggered steel plates can be directly connected to the steel beams to bear the shear force of the floors, eliminating the need to connect the staggered load-bearing steel plates in the shear wall to the columns of the steel frame. This makes it easier to leave openings in the spans where the shear walls are set up. The built-in load-bearing steel plates are not connected to the columns, which avoids complex loads on the columns. The built-in steel plates are not welded to the columns, which also reduces the potential weakening of the column cross-section. This is more conducive to achieving the seismic design principle of strong columns and weak beams, and also makes the design links such as strong columns and weak beams required for structural seismic resistance easier to operate.

[0030] 5. Because the bidirectionally loaded steel plates within the grid-shaped buckling-resistance shear wall can yield without buckling under both compression and tension, each internal steel plate acts as a tension rod that can fully exert its strength and a compression rod that maintains stability under the reciprocating horizontal shear forces of the floors. Discrete two-way tension and compression rods can be used to conveniently, efficiently, and accurately directly simplify the simulation of the bidirectional tensile and compressive properties of the internal staggered steel plates. This facilitates accurate simplification of shear wall modeling and improves computational efficiency in the analysis of large-scale steel plate shear wall structures. Because the internal staggered steel plates are not directly connected at the intersection of the two directions, the shear wall's mechanical properties under reciprocating horizontal shear are clear, ensuring high consistency between the actual forces acting on the grid-shaped internal staggered steel plates and the simplified model of discrete tension and compression rods. This helps the simplified model accurately and effectively reflect the seismic performance of the shear wall. BRIEF DESCRIPTION OF THE DRAWINGS

[0031] Figure 1 It is a grid-shaped buckling-resistance shear wall assembled with built-in staggered steel plates installed in a steel frame (using the first type of restraint member, which refers to the case where the external assembled steel restraint member is a seven-story restraint member, hereinafter referred to as the first type of restraint member). Figure 2 This is a schematic diagram of a structure in which two built-in steel plates are used in each direction. The so-called two built-in steel plates refer to the number of the first built-in steel plate 1 and the number of the second built-in steel plate 2 being two. Figure 3 This is a schematic diagram of the structure using four built-in steel plates in each direction. Figure 4 This is the front view of the built-in staggered steel plate assembly using 3 built-in steel plates in each direction. Figure 5 yes Figure 4 Side view at AA. Figure 6 This is a front view of the second built-in steel plate 2. Figure 7 This is a front view of the first built-in steel plate 1.

[0032] Figure 8 This is a schematic diagram of the shear wall when the present invention uses externally assembled steel restraining members as five-layer restraining members. At this time, the second type of restraining members are used, and the structure does not have channel steel.

[0033] Figure 9 yes Figure 8 Cross-sectional view along CC. Figure 10 yes Figure 8Cross-sectional view along BB. Figure 11 yes Figure 8 Cross-sectional view along EE. Figure 12 yes Figure 8 Cross-sectional view along DD. Figure 13 yes Figure 8 Cross-sectional view along FF. Figure 14 It is a structural diagram of the second layer of perforated plate 11. Figure 15 Schematic diagram of the structure of the second second-layer perforated plate 12. Figure 16 It is a schematic structural diagram of the second and third layers of perforated strips 13. Figure 17 It is a structural diagram of the second four-layer perforated plate 14. Figure 18 It is a schematic structural diagram of the second five-layer perforated plate 15. Figure 19 yes Figure 18 Cross-sectional view along GG.

[0034] Figure 20 This is a schematic diagram of the shear wall when the present invention uses externally assembled steel restraining members as five-layer restraining members. At this time, the second type of restraining members are used, and the structure has channel steel.

[0035] Figure 21 yes Figure 20 Cross-sectional view along II. Figure 22 yes Figure 20 Cross-sectional view along HH. Figure 23 yes Figure 20 Cross-sectional view along KK. Figure 24 yes Figure 20 Cross-sectional view along JJ. Figure 25 yes Figure 20 Sectional view along LL. Figure 26 It is a structural diagram of the second and fifth perforated plates 15 with channel steel.

[0036] Figure 27 This is a schematic diagram of the shear wall when the present invention uses externally assembled steel restraining members as seven-story restraining members.

[0037] Figure 28 yes Figure 27 Sectional view along NN. Figure 29 yes Figure 27 Cross-sectional view along MM. Figure 30 yes Figure 27 Cross-sectional view along PP. Figure 31 yes Figure 27 Cross-sectional view along OO. Figure 32 yes Figure 27 Sectional view along QQ. Figure 33 It is a structural diagram of the first layer of the full-length perforated plate 4. Figure 34 It is a structural diagram of the first and second layer perforated plates 5. Figure 35It is a schematic structural diagram of the first three-layer perforated plate 6. Figure 36 It is a schematic structural diagram of the first four layers of perforated strips 7. Figure 37 It is a structural diagram of the first five-layer perforated plate 8. Figure 38 It is a structural diagram of the first six-layer perforated plate 9. Figure 39 It is a structural diagram of the first seven-layer full-length perforated plate 10. DETAILED DESCRIPTION

[0038] Specific implementation method 1: Combination Figures 1 to 39 The present embodiment is described. The present embodiment includes a built-in staggered steel plate assembly and an external assembled steel constraint member. The external assembled steel constraint member is installed on the built-in staggered steel plate assembly by a number of high-strength bolts; wherein, the built-in staggered steel plate assembly includes at least two first built-in steel plates 1, at least two second built-in steel plates 2 and a plurality of stiffening ribs 3. The first built-in steel plates 1 and the second built-in steel plates 2 are both inclined and arranged at equal intervals, and the first built-in steel plates 1 and the second built-in steel plates 2 are arranged in a staggered and stacked manner. A stiffening rib 3 is installed on both sides of the first built-in steel plate 1 and the second built-in steel plate 2 along the length direction. The stiffening rib 3 is arranged perpendicular to the first built-in steel plate 1 and the second built-in steel plate 2. The portion where the stiffening rib 3 is installed is an elastic section, and the portion between the two elastic sections is a yield section.

[0039] The composition of the grid-shaped buckling-restrained shear wall assembled with built-in staggered steel plates in this embodiment is shown in Figure 1-Figure 39 Its main components include: several internal staggered steel plates (internal staggered steel plate assembly), external assembly steel restraint members, and high-strength bolts. Stiffening ribs are welded to the front and back ends of each internal steel plate. Half of the second internal steel plate 2 is arranged in one direction, and the other half of the first internal steel plate 1 is arranged in the other direction. The two directions can be perpendicular or non-perpendicular to each other.

[0040] The present invention adopts two types of external assembled steel restraint members (five layers and seven layers respectively), and each type of restraint member is composed of several layers of steel restraint members on the front and back sides. In the first type of external restraint members (seven layers), the restraint members on the front and back sides adopt assembled restraint members in which each layer is not welded; in the second type of external restraint members (five layers), the restraint members on the front and back sides adopt assembled restraint members with the outermost layer welded, and the outer layer welded restraint members are further divided into restraint members welded with perforated steel plates and restraint members welded with channel steel on perforated steel plates. In both types of restraint members, full-length perforated plate strips of the same thickness as the built-in steel plates are set on both sides of each built-in steel plate in each direction, and disconnected perforated thin plate strips are laid between the built-in steel plates in both directions. Along the thickness direction of the entire shear wall, the shear wall of the first type of external restraint members consists of 7 layers; the second type consists of 5 layers. The disconnected perforated sheet strips laid coplanarly are used as the middle layer, while the coplanar built-in steel plate 2, the full-length perforated sheet strips arranged along the built-in steel plate 2, and the disconnected perforated sheet plate arranged along the first built-in steel plate 1, as well as the coplanar first built-in steel plate 1, the full-length perforated sheet strips arranged along the first built-in steel plate 1, and the disconnected perforated sheet plate arranged along the second built-in steel plate 2 are used as two adjacent layers next to the middle layer. In the first type of restraint component structure, except for the layer containing the middle perforated sheet strips and the two layers containing the adjacent built-in steel plates (i.e., the three middle layers), each outer side of the front or back side only contains two layers of restraint components; in the second type of restraint component structure, except for the three middle layers, each outer side of the front or back side corresponds to one layer.

[0041] Specific implementation method 2: Combination Figures 27 to 39 In this embodiment, when the externally assembled steel restraint member is a seven-layer restraint member, the externally assembled steel restraint member includes a first-layer full-length perforated plate 4, a first-layer second-layer perforated plate 5, a first-layer third-layer perforated plate 6, a first-layer fourth-layer perforated plate strip 7, a first-layer fifth-layer perforated plate 8, a first-layer sixth-layer perforated plate 9, and a first-layer seventh-layer full-length perforated plate 10.

[0042] The first layer of full-length perforated plate 4 is installed on the first and second layer of perforated plate 5, which is then installed on the second built-in steel plate 2. The first and second layer of perforated plate 5, the first and third layer of perforated plate 6, the first and fourth layer of perforated plate strips 7, the first and fifth layer of perforated plate 8 and the first and sixth layer of perforated plate 9 are installed in sequence from top to bottom, and the built-in staggered steel plate assembly is wrapped in the middle. The first and seventh layer of full-length perforated plate 10 is installed on the next layer of the first and sixth layer of perforated plate 9 located on the side of the first built-in steel plate 1;

[0043] The first internal steel plate 1 and the first five-layer perforated plate 8 are located on the same layer, and the second internal steel plate 2 and the first three-layer perforated plate 6 are located on the same layer. Other components and connection methods are the same as those in the first embodiment.

[0044] This embodiment is a first type of constraint member. Each layer of constraint members of the first and seventh layers is the outermost constraint member. Only a full-length perforated plate along one direction is provided in each layer of constraint members. Bolt holes are provided on the full-length perforated plate and slots are opened at the ends. The bolt holes are for high-strength bolts to pass through and connect. The end slots are for the end stiffening ribs of the built-in steel plate to move freely along the axial direction of the built-in steel plate. The end stiffening ribs and the ends of the slots leave the required gap along the axial direction of the built-in steel plate, so as to avoid the stiffening ribs squeezing the slots.

[0045] Each layer of restraining members on the second and sixth floors features both continuous perforated plates running in one direction and disconnected perforated plates running in the other direction, with the perforated plates in the two directions unconnected. Similar to the continuous perforated plates, the disconnected perforated plates are notched at the corresponding internal steel plate stiffeners. The disconnected perforated plates and the continuous perforated plates have the same plate thickness. Each layer of restraining members on the third and fifth floors features both continuous perforated plate strips running in one direction and disconnected perforated plates running in the other direction, with the continuous perforated plate strips and the disconnected perforated plates unconnected. The continuous perforated plate strips only have holes, while the disconnected perforated plates are notched at the corresponding internal steel plate stiffeners. The disconnected perforated plates and the continuous perforated plate strips have the same plate thickness. The fourth layer is the intermediate layer, featuring both continuous perforated thin plate strips running in two directions, with the perforated thin plate strips unconnected and all having the same thickness.

[0046] The built-in staggered steel plate assembly is not connected to the externally assembled steel restraint members. The perforated plates, perforated plate strips, and perforated thin plate strips on the front and back sides are connected by high-strength bolts, encapsulating the built-in staggered steel plates in both directions. All restraint plates in the first type of restraint members are not welded. The outermost restraint members in the second type of restraint members are connected by welding, that is, the outermost layers of the full-length perforated plates on the front and back sides (or full-length channel steel welded at the same time) are welded to the segmented perforated plates (or segmented channel steel welded at the same time). There is no welding between the internal layers of restraint members. The built-in steel plates (referring to the built-in staggered steel plate assembly) are welded to the stiffening ribs on the front and back sides.

[0047] For the construction of 7-layer restraint components, within the intersection area of ​​the built-in steel plates in two directions (i.e., the overlapping area), the restraint components are divided into 7 layers along the thickness direction of the entire shear wall. Outside the intersection area, except for the plate layer where the built-in steel plates in one direction are located and the layer where the disconnected perforated thin plate strips are located, the built-in steel plates in this direction have two layers of restraint components on the front or back side.

[0048] For the five-layer restraint structure, within and outside the intersection of the two intersecting steel plates, the restraint is divided into five layers along the entire thickness of the shear wall. Except for the layer containing the intersecting steel plates and the layer containing the disconnected perforated thin strips, one layer of restraint is used on one side of the intersecting steel plate and two layers on the other. All perforated plates and perforated strips are connected with high-strength bolts. A gap is left between the inner ends of the upper and lower notches of all full-length and disconnected perforated plates and the ends of the internal steel plate stiffeners along the internal steel plate to prevent lateral displacement of the internal steel plate from squeezing and damaging the restraint. The entire grid-like restraint, through contact with the intersection of the two intersecting steel plates, allows the internal steel plates to bear and transfer the restraint's deadweight. This also limits the restraint's position, preventing it from deflecting disproportionately toward the upper or lower ends of the internal steel plates after initial installation and during load-bearing. At the upper and lower ends of the built-in steel plate, the built-in steel plate together with the stiffening ribs welded thereon are connected to the steel beam flanges in the steel frame through welds.

[0049] Specific implementation method three: Combination Figure 34 In this embodiment, the first and second perforated panels 5 comprise two perforated panels 5-1 that are interrupted along the second inner steel plate 2, and two continuous perforated panels 5-2 that extend along the first inner steel plate 1. The two perforated panels 5-1 and the two continuous perforated panels 5-2 are arranged alternately. The remaining components and connection methods are the same as those in the first and second embodiments.

[0050] Specific implementation method four: Combination Figure 35 In this embodiment, the first three-layer perforated plate 6 includes three-layer perforated plate strips 6-1 extending continuously along the second inner steel plate 2 and three-layer disconnected perforated plates 6-2 disconnected along the first inner steel plate 1. The three-layer perforated plate strips 6-1 and the three-layer disconnected perforated plates 6-2 are arranged alternately. The remaining components and connection method are the same as those in the first, second, or third embodiments.

[0051] Specific implementation method five: Combination Figure 36 To illustrate this embodiment, the first four layers of perforated sheet strips 7 of this embodiment include four layers of first perforated sheet strips 7-1 broken along the direction of the second built-in steel plate 2 and four layers of second perforated sheet strips 7-2 broken along the direction of the first built-in steel plate 1. The four layers of first perforated sheet strips 7-1 and the four layers of second perforated sheet strips 7-2 are arranged alternately.

[0052] Specific implementation method six: combination Figure 37In this embodiment, the first five-layer perforated plate 8 comprises five layers of first perforated plates 8-1 that are interrupted along the second inner steel plate 2, and five layers of second perforated plate strips 8-2 that extend along the first inner steel plate 1. The five layers of first perforated plates 8-1 and five layers of second perforated plate strips 8-2 are arranged in an alternating pattern. The remaining components and connection methods are the same as those in the first, second, third, fourth, or fifth embodiments.

[0053] Specific implementation method seven: combination Figure 38 In this embodiment, the first six-layer perforated plate 9 includes six layers of first perforated plates 9-1 extending in the direction of the second inner steel plate 2 and six layers of second perforated plates 9-2 interrupted in the direction of the first inner steel plate 1. The six layers of first perforated plates 9-1 and six layers of second perforated plates 9-2 are arranged in an alternating pattern. The remaining components and connection methods are the same as those in the first, second, third, fourth, fifth, or sixth embodiments.

[0054] Specific implementation methods three to seven describe the first type of restraint member structure (referring to externally assembled steel restraint members). In the first type of restraint member structure, no bolts are provided in the overlapping areas of the restraint members in both directions. By providing a gap between a disconnected perforated plate in one direction and a coplanar full-length perforated plate or full-length perforated plate strip in the other direction in the same layer where the restraint members are provided in the same plane, it is ensured that the restraint members in both directions can rotate relative to each other within a certain range of inter-layer lateral displacement angles. The two-directional built-in steel plates in all structures are not connected in the overlapping areas, and the required gaps are left between the built-in steel plates and the restraint members along the width and thickness directions of the built-in steel plates, which can naturally realize the mutual rotation of the built-in steel plates in both directions within a certain range of inter-layer lateral displacement angles. The above-mentioned measures allowing mutual rotation structures can avoid squeezing and damaging the restraint members due to factors such as the increase in the cross-section of the compressed built-in steel plates and the change in the angle between the built-in steel plates in both directions after the floors shift laterally.

[0055] The transmission relationship of the first type of restraining member structure in this embodiment is as follows: under horizontal wind or earthquake conditions, when adjacent upper and lower floors experience relative horizontal lateral displacement, the upper and lower ends of the internal steel plates undergo relative displacement. This, in turn, drives the entire grid-shaped restraining member through the intersection of the staggered internal steel plates in both directions, causing the grid-shaped buckling-restrained shear wall assembled with the internal staggered steel plates to shift horizontally. When the internal steel plates in one direction shift horizontally, they are compressed and shortened axially, while the internal steel plates in the other direction are stretched and lengthened. When the internal steel plates are compressed, the gaps between the ends of the stiffening ribs at the upper and lower ends of the internal steel plates and the ends of the slotted perforated plates allow the internal steel plates to deform freely axially relative to the restraining member. Furthermore, the entire grid-shaped restraining member is laid on the staggered internal steel plates in both directions, with gaps remaining between them. When the internal steel plates shift horizontally, they drive the grid-shaped restraining member in both translational and rotational motion. The internal steel plates in both directions are designed to withstand the entire horizontal shear force borne by the shear wall. Components within the grid-shaped restraining structure act as flexural members to provide lateral restraint for the internal steel plates. When the grid-shaped restraining structure provides sufficient lateral restraint for the internal steel plates, it ensures that the internal steel plates do not experience overall or significant localized instability under compression. Under horizontal reciprocating loads, the internal steel plates yield under both tension and compression, yet continue to bear loads.

[0056] Steel frame with grid-type buckling-resistance shear wall (see Figure 1 ), when the steel frame undergoes horizontal lateral displacement, the axial force of the internal steel plates is transmitted to the steel frame via the following pathways: the axial force in the yielding section of the internal steel plates is transmitted through the internal steel plates and welded stiffeners at the ends to the welded steel beams, which then transmit their internal forces to the steel frame columns. Because the shear walls are arranged vertically continuously along the entire steel frame, on adjacent floors, the horizontal and vertical components of the axial force of the internal steel plates are balanced by the internal steel plates on adjacent floors or between the internal steel plates within the same floor. These components are then transmitted to the steel beams, which then transmit their internal forces to the columns.

[0057] Specific implementation method eight: combination Figures 8 to 26 In this embodiment, the externally assembled steel restraint member of this embodiment is a five-layer restraint member, comprising a second-first perforated plate 11, a second-second perforated plate 12, a second-third perforated plate strip 13, a second-fourth perforated plate 14, and a second-fifth perforated plate 15. The second-first perforated plate 11, the second-second perforated plate 12, the second-third perforated plate strip 13, the second-fourth perforated plate 14, and the second-fifth perforated plate 15 are sequentially connected from top to bottom, with the internal staggered steel plate assembly sandwiched in the middle. Other components and connection methods are the same as those in the first, second, third, fourth, fifth, or sixth embodiments.

[0058] Specific implementation method nine: combination Figures 8 to 26To illustrate this embodiment, the second layer of perforated plate 11 of this embodiment includes a layer of segmented perforated plate 11-1 along the direction of the second built-in steel plate 2 and a layer of full-length perforated plate 11-2 along the direction of the first built-in steel plate 1. The segmented perforated plate 11-1 and the full-length perforated plate 11-2 are alternately arranged and welded at the intersection.

[0059] The second two-layer perforated plate 12 includes two layers of full-length perforated plate strips 12-1 along the direction of the second built-in steel plate 2 and two layers of disconnected perforated plates 12-2 along the direction of the first built-in steel plate 1. The two layers of full-length perforated plate strips 12-1 and the two layers of disconnected perforated plates 12-2 are arranged alternately.

[0060] The second three-layer perforated sheet strip 13 includes three layers of disconnected first perforated sheet strips 13-1 along the direction of the second built-in steel plate 2 and three layers of disconnected second perforated sheet strips 13-2 along the direction of the first built-in steel plate 1, and the three layers of disconnected first perforated sheet strips 13-1 and the three layers of disconnected second perforated sheet strips 13-2 are arranged alternately;

[0061] The second four-layer perforated plate 14 includes four layers of disconnected perforated plates 14-1 along the direction of the second built-in steel plate 2 and four layers of full-length perforated plate strips 14-2 along the direction of the first built-in steel plate 1. The four layers of disconnected perforated plates 14-1 and the four layers of full-length perforated plate strips 14-2 are arranged alternately.

[0062] The second five-layer perforated plate 15 includes five layers of full-length perforated plates 15-1 extending along the second inner steel plate 2 and five layers of segmented perforated plates 15-2 extending along the first inner steel plate 1. The five layers of full-length perforated plates 15-1 and the five layers of segmented perforated plates 15-2 are arranged alternately and welded at their intersections. The remaining components and connection methods are the same as those in the first, second, third, fourth, fifth, or sixth embodiments.

[0063] The technical solution described in this embodiment is the second type and the first type of constraint member (the case where the externally assembled steel constraint member is a five-layer constraint member without channel steel), in which each layer of constraint members of the first and fifth layers is the outermost constraint member, and each layer of constraint members is provided with a full-length perforated plate in one direction and a segmented perforated plate in another direction. The perforated plates in the two directions are connected in the same plane by welding, and it is ensured that the weld surface is flush with the outer surface of the perforated plate after welding, so as to facilitate the close combination of each layer of constraint members along the thickness direction of the shear wall when they are assembled. In addition to the bolt holes, all perforated plates have slots at the corresponding built-in steel plate stiffeners. The bolt holes are for high-strength bolts to pass through and connect, and the end slots are for the end stiffeners of the built-in steel plate to move freely along the axial direction of the built-in steel plate. The end stiffeners and the ends of the slots leave the required gap along the axial direction of the built-in steel plate, thereby avoiding the stiffeners squeezing the slots. The plate thickness of all perforated plates is strictly the same.

[0064] Each restraining member layer on the second and fourth floors features continuous perforated strips running in one direction and disconnected perforated plates running in the other direction. The continuous perforated strips and disconnected perforated plates are not connected. The continuous perforated strips only have holes, while the disconnected perforated plates must also have notches corresponding to the internal steel plate stiffeners. The disconnected perforated plates must have the same thickness as the continuous perforated strips.

[0065] The third layer is the middle layer, and the open-pore thin plate strips are arranged in two directions at the same time. The open-pore thin plate strips are not connected, and all the open-pore thin plate strips have the same thickness.

[0066] Specific implementation method ten: Combination Figures 20 to 26 In this embodiment, the second fifth-layer perforated plate 15 and the second first-layer perforated plate 11 of this embodiment also include channel steel 16.

[0067] The ends of the five-layer full-length perforated plate 15-1 and the five-layer segmented perforated plate 15-2 and the connection between the two are welded with channel steels 16, and the channel steels 16 at the connection between the two are welded together;

[0068] The ends of the segmented perforated plate 11-1 and the continuous perforated plate 11-2 and their joints are welded with channel steels 16, and the channel steels 16 at their joints are welded together. Other components and connection methods are the same as those of the first, second, third, fourth, fifth or sixth embodiments.

[0069] This embodiment is the second type of constraint member (the case where the externally assembled steel constraint member is a five-layer constraint member with channel steel). Each layer of constraint members of the first and fifth layers is the outermost constraint member. Each layer of constraint members is provided with a full-length perforated plate in one direction and a segmented perforated plate in another direction. The perforated plates in the two directions are connected by welding to be coplanar, and the weld surface is ensured to be flush with the outer surface of the perforated plate after welding. The full-length channel steel and segmented channel steel are then welded along the outer sides of the full-length and segmented perforated plates, respectively. The full-length channel steel is welded to the full-length perforated plate. In addition to being welded to the segmented perforated plate, the segmented channel steel is also welded to the full-length perforated plate and the full-length channel steel. In addition to the bolt holes, all perforated plates have notches corresponding to the built-in steel plate stiffening ribs. Bolt holes allow for the insertion and connection of high-strength bolts. End slots allow for the free movement of the internal steel plate end stiffeners along the internal steel plate. The required clearance between the end stiffeners and the slot ends is maintained along the internal steel plate to prevent the stiffeners from squeezing the slots. All perforated plates have a strictly uniform thickness, and all channel steels are of uniform specifications, with flush outer surfaces. Each restraining member in the second and fourth layers features continuous perforated plate strips running in one direction and disconnected perforated plate strips running in the other direction. The continuous perforated plate strips and disconnected perforated plate strips are not connected. The continuous perforated plate strips only have holes, while the disconnected perforated plate strips also have slots at the corresponding internal steel plate stiffeners. The disconnected perforated plate strips and the continuous perforated plate strips have a strictly uniform thickness. The third layer is the intermediate layer, featuring disconnected perforated sheet strips running in both directions. The perforated sheet strips are not connected, and all perforated sheet strips have uniform thickness.

[0070] The working principle of the present invention is:

[0071] The present invention aims to improve the seismic performance of steel plate shear walls and facilitate the analysis model to accurately and efficiently reflect the working performance of buckling-resistance shear walls. It proposes the construction and assembly precautions of grid-shaped buckling-resistance shear walls assembled with built-in staggered steel plates, which are applied to the field of structural engineering in civil engineering. The problems and improvements in stress performance are as follows: The currently commonly used practice of connecting buckling-resistance constraint components to the openings of the shear wall shear plate through bolts often leads to stress concentration at the edge of the hole, which is prone to tearing damage and deteriorates the ductility and energy dissipation capacity of the shear wall. In addition, the analytical model in which the entire buckling-resistance shear steel plate is discretized into tension and compression rods in two directions makes the actual stress of the shear wall inconsistent with the assumptions of the analytical model, making it difficult to effectively reflect the stress performance of the shear wall. The stress of the whole plate shear wall is complex, especially it is often necessary to connect all four sides to the steel frame to obtain better edge constraints to exert its shear performance. This makes the stress of the frame column complex and also complicates the related seismic design and verification process. The present invention uses built-in steel plates separated and staggered in two directions to resist the shear force of the floors. The grid-type restraining members provide sufficient lateral restraints for the staggered built-in steel plates, ensuring that the built-in steel plates can enter yield and stable bearing and deformation under tension and compression. The actual force of the shear wall is highly consistent with the simplified analysis model of separated tension and compression rods, which is expected to accurately design the shear wall and give full play to its force performance. At the same time, the cross-section of the yield section of the built-in steel plate is uniform and has no adverse effects such as openings, which can give full play to the bearing capacity, ductility and energy dissipation capacity of the built-in steel plate. The use of an assembled assembly structure facilitates post-earthquake maintenance and replacement of built-in steel plates, and also facilitates the reuse of intact restraining members. The restraining members are made of pure steel members. Compared with restraining members such as whole pieces of reinforced concrete, the restraining members have a smaller dead weight, which facilitates the installation and earthquake resistance of the shear wall.

[0072] The buckling-restrained shear wall, assembled with internal staggered steel plates, is essentially a new type of buckling-restrained shear wall that uses the yielding energy of the internal steel plates and the lateral restraint provided by prefabricated grid-shaped restraining members. It can be connected to the steel frame through connection methods such as welding the internal steel plate ends.

[0073] The floor shear forces applied to the shear wall are borne axially by the internal steel plates. When the inter-story lateral displacement of the buckling-resistance shear wall, assembled from internal staggered steel plates, does not exceed the corresponding axial yield displacement of the internal steel plates, the internal steel plates do not yield, and the entire shear wall is in an elastic state. When the inter-story lateral displacement exceeds the corresponding axial yield displacement of the internal steel plates, the internal steel plates begin to yield, dissipating energy through the cumulative plastic development of the yielding sections of the internal steel plates. All restraining member components, the elastic sections of the internal steel plates with stiffening ribs, and the high-strength bolts remain in an elastic state.

[0074] In addition, in the above structural introduction of the present invention, the structural description is given by taking the arrangement of 3 built-in steel plates in each direction and the built-in steel plates in two directions being perpendicular to each other as an example. In practical applications, according to factors such as the height-to-span ratio of the floors and the shear bearing capacity requirements, the structure of the grid-shaped buckling-resistance shear wall assembled with built-in staggered steel plates can flexibly adjust the number of built-in steel plates in each direction, the angle between the built-in steel plates in the two directions, and the number of intersection points of the restraining members in each direction as required. For example, the structure of the grid-shaped buckling-resistance shear wall assembled with built-in staggered steel plates with 2 or 4 built-in steel plates arranged in each direction is shown in FIG. Figure 2 and Figure 3 .

[0075] The invention is a grid-shaped buckling-restrained shear wall assembled with built-in staggered steel plates. In terms of production sequence, the implementation method mainly includes the following five aspects:

[0076] (1) Fabrication of internal steel plates with welded stiffening ribs at both ends;

[0077] (2) The production of perforated plates, perforated plate strips and channel steels, the size of the notches at the ends of the perforated plates, the diameter of the bolts and the setting of the corresponding bolt hole diameters;

[0078] (3) The gaps between the built-in steel plate and the restraining members along the width and thickness directions of the built-in steel plate, as well as the gaps between the upper and lower stiffening ribs of the built-in steel plate and the restraining members along the axial direction of the built-in steel plate;

[0079] (4) Assembly of grid-shaped buckling-resistance shear walls with built-in staggered steel plates.

[0080] The specific implementation process is as follows:

[0081] (1) Fabrication of built-in steel plates with welded stiffening ribs at both ends

[0082] Internal steel plates should be made of hot-rolled flat steel plates, preferably low-yield steel and Q235B steel. Cut the steel plates required for internal steel plates and stiffening ribs. In actual production, internal steel plates and stiffening ribs can be cut from the same piece of steel plate.

[0083] Plane the edges of the internal steel plate and straighten the edges of the stiffening ribs. First, perform precise positioning to ensure the axis of the stiffening ribs is coaxial with the axis of the internal steel plate. Then weld the internal steel plate and stiffening ribs. The section of the internal steel plate with stiffening ribs is the elastic section, and the section without stiffening ribs is the yield section.

[0084] To ensure the safe bearing capacity of the built-in steel plate, it is necessary to ensure that the design value of the yield bearing capacity of the cross section at the end of the built-in steel plate after welding the stiffening ribs is higher than the maximum axial bearing capacity of the yield section of the built-in steel plate after considering strain hardening and other strengthening, and it is necessary to ensure that the design value of the connection bearing capacity of the cross section at the end of the built-in steel plate and the steel beam of the steel frame is higher than the maximum axial bearing capacity of the yield section of the built-in steel plate after considering strain hardening and other strengthening.

[0085] In order to prevent local bending failure of the built-in steel plate in the elastic section, the length of the stiffening rib penetrating into the constraining member may be taken as the larger value of not less than twice the width of the built-in steel plate and 150mm.

[0086] (2) The production of perforated plates, perforated plate strips and channel steels, the size of the notches at the ends of the perforated plates, the diameter of the bolts and the setting of the corresponding bolt hole diameters.

[0087] If hot-rolled or cold-formed channel steel is used, the channel steel section can be cut directly to the required length. If the channel steel section is composed of three welded wall panels, the wall panels are first cut and beveled, and then welded into a channel section. The steel plates used for the full-length perforated plates, segmented perforated plates, and disconnected perforated plates are cut and blanked, with bolt holes drilled at the required spacing. Notches are then cut at the corresponding internal steel plate stiffener locations. The notch depth ensures that the stiffener does not squeeze the end of the notch axially along the internal steel plate when the corresponding shear wall experiences a 1 / 50 lateral displacement angle. The notch width is the thickness of the stiffener plus an additional width of twice the thickness of the stiffener. The additional width is the sum of the leg size of the fillet weld used to weld the stiffener to the internal steel plate and 5 mm. The diameters of the bolt holes on all panels and the diameters of the high-strength bolts used must meet the requirements for standard holes for friction-type high-strength bolts. Cut the steel plates used for the full-length perforated slats and the disconnected perforated thin slats, then drill bolt holes at the required spacing. The diameters of the bolt holes and the high-strength bolts used in all panels must meet the standard hole requirements for friction-type, high-strength bolts. Along the thickness of the shear wall, each perforated plate and perforated slat is connected with friction-type, high-strength bolts. The holes in all panels must be strictly concentric at the same high-strength bolting locations on the shear wall.

[0088] To ensure the safety of shear wall stress, the design values ​​of tensile and shear bearing capacity of high-strength bolts must meet the requirements of avoiding local tensile separation between each layer of plate members when the maximum axial bearing capacity corresponding to the yield section of the built-in steel plate after considering strain hardening and other strengthening, and avoiding shear sliding of each layer of constrained steel plates along the plate surface due to bending of the constrained components.

[0089] For the second category, the first type of constraint members, in order to facilitate the assembly of the front and back constraint members, the perforated steel plates are first cut, holes are punched, and slots are cut to form perforated plates with end slots. The outermost layer of the full-length perforated plate and the segmented perforated plate are then butt-welded to form a coplanar weld, and the weld surface is smoothed so that the weld surface is flush with the perforated plate surface. For the second category, the second type of constraint members, the perforated steel plates are first cut, holes are punched, and slots are cut to form perforated plates with end slots. The channel steel is then cut and cut. The full-length channel steel is first welded to the full-length perforated plate, and the segmented channel steel is welded to the segmented perforated plate. The portion of the segmented channel steel overlapped on the full-length perforated plate is then welded to both the full-length perforated plate and the full-length channel steel, thus forming the outermost layer of constraint members.

[0090] In the second type of constrained component structure, the cutting length of the segmented perforated plate only needs to meet the requirements for butt welding with the full-length perforated plate.

[0091] In the construction of first- and second-type restraint components, all plate members within a layer must have the same thickness. Furthermore, the thickness of the full-length perforated strips and the internal steel plates within the same layer must be the same. In actual production, the same steel plate can be used for blanking. The thickness of the disconnected perforated strips should be 0.4mm-0.5mm for every 10mm of internal steel plate thickness.

[0092] (3) The gaps between the built-in steel plate and the restraining members along the width and thickness directions of the built-in steel plate, as well as the gaps between the upper and lower stiffening ribs of the built-in steel plate and the restraining members along the axial direction of the built-in steel plate.

[0093] When the shear wall is subjected to floor shear forces, the internal steel plates resist horizontal shear forces by being subjected to axial compression or tension. Under compression, the Poisson effect causes lateral deformation along the width and thickness of the internal steel plates. To prevent the internal steel plates from increasing in cross section laterally and squeezing the restraining members, appropriate gaps are maintained between the internal steel plates and the restraining members in a direction perpendicular to the internal steel plates' axis. By controlling the widths of the full-length perforated slats and the disconnected perforated thin slats, a gap is maintained between each internal steel plate and the perforated slats along the plate width. For the first type of restraining member, the gap on each side of each internal steel plate can be calculated as the product of the axial strain at the yield section of the internal steel plate at a 1 / 50 shear wall slip angle and half the plate width. For the second type of restraining member, the gap on each side of each internal steel plate can be calculated as the product of the axial strain at the yield section of the internal steel plate at a 1 / 50 shear wall slip angle and half the plate width, plus the gap required for relative rotation between the internal steel plates at a 1 / 50 slip angle. By controlling the thickness of the perforated thin strips, a gap is maintained between each internal steel plate and the constraining member along the plate thickness direction. For a 10mm internal steel plate thickness, the thickness of the disconnected perforated thin strips can be 0.4mm-0.5mm to maintain this gap along the plate thickness direction. For other internal steel plate thicknesses, the thickness of the disconnected perforated thin strips varies linearly. To allow for free axial deformation of each internal steel plate and prevent the compressed internal steel plate from axially squeezing the constraining member, an axial gap is maintained at the upper and lower ends of the internal steel plate, along the axial direction of the internal steel plate, between the end of the internal steel plate stiffener and the inner end of the perforated plate end notch in the constraining member. At the upper or lower end of the internal steel plate, the axial gap is set to the axial deformation of the internal steel plate yield section at a shear wall drift angle of 1 / 50.

[0094] In the construction of the first type of restraint members, the gap between all disconnected perforated plate ends and the full-length perforated plate is 10mm or the larger value of the gap required to satisfy the mutual rotation between the restraint members in two directions under the 1 / 50 lateral displacement angle of the shear wall. In the construction of the second type of restraint members, the gap between all disconnected perforated plate ends and the full-length perforated plate can be 5 to 10mm. In order to facilitate installation and take into account reasonable force, the vertical height between the restraint member and the steel beam at the upper or lower end of the shear wall is about 50mm ( Figure 10 ); On the left or right side of the shear wall, the net distance between the restraining member and the column shall not be less than 20mm.

[0095] (4) Assembly of grid-shaped buckling-resistance shear walls with built-in staggered steel plates

[0096] Figure 1 and Figures 27 to 39This is a structural diagram of a grid-shaped buckling-restrained shear wall assembled with built-in staggered steel plates using the first type of restraint components. The assembly sequence is from back to front. First, the outermost layer on the back, i.e., the seventh layer of full-length perforated plates along the direction of the first built-in steel plate 1, is placed coplanar on a horizontal plane. The sixth layer of coplanar perforated plates is then placed on the seventh layer, ensuring that the holes of the perforated plates on the seventh and sixth layers in the direction of the first built-in steel plate 1 are concentrically positioned. Finally, the fifth layer of built-in steel plates and full-length perforated strips along the direction of the first built-in steel plate 1, as well as the disconnected perforated strips along the direction of the second built-in steel plate 2, are placed coplanarly on the restraint components on the sixth layer. After initial correct positioning, ensure that the corresponding hole positions of the constraint plate along the direction of the first built-in steel plate 1 (i.e., the same high-strength bolt will be passed through during connection) are concentric, and the corresponding hole positions of the constraint plate along the direction of the second built-in steel plate 2 (i.e., the same high-strength bolt will be passed through during connection) are also kept concentric. Then continue to stack the intermediate layer, i.e., the fourth layer of disconnected perforated sheet strips, on top and correctly position them so that the hole positions of the perforated sheet strips are concentric with the corresponding bolt holes on the previously installed plates. Afterwards, the third layer of built-in steel plates and full-length perforated sheet strips along the direction of the second built-in steel plate 2, as well as the disconnected perforated sheet strips along the direction of the first built-in steel plate 1, are placed coplanarly on the disconnected perforated sheet strips. Then, the second layer of perforated plates in both directions are placed coplanarly on top and further initially positioned, ensuring that the hole centers of the corresponding hole positions of the perforated plates and perforated sheet strips along the direction of the first built-in steel plate 1 and along the direction of the second built-in steel plate 2 are collinear. Finally, a full-length perforated plate is placed coplanarly on the second layer along the direction of the second built-in steel plate 2 and further positioned to ensure that the centers of the corresponding holes of the perforated plates and perforated strips in each layer along the direction of the first built-in steel plate 1 or the second built-in steel plate 2 are collinear, and that the outer edges of the perforated plates and perforated strips in each layer along the direction of the first built-in steel plate 1 or the second built-in steel plate 2 are strictly aligned. After the gaps between the restraining members and the built-in steel plates have been checked and adjusted to be correctly positioned, high-strength bolts are gradually installed and tightened from the center of each built-in steel plate outward to the surrounding areas, thus completing the assembly of the grid-shaped buckling-restrained shear wall using the built-in staggered steel plates of the first type of restraining members.

[0097] Prior to assembly, the surfaces of the internal steel plates are first derusted and then coated with a high-temperature and aging-resistant grease to reduce friction between the internal steel plates and the restraining members and prevent corrosion of the internal steel plates. Furthermore, for shear walls employing the first type of restraining members, before stacking each layer of restraining members, a localized application of high-temperature and aging-resistant grease is applied to the steel plate surfaces at the intersection of the perforated plates in both directions and the perforated plate strips. This reduces friction between the stacked plates and ensures that the restraining members in both directions can smoothly rotate relative to each other at the intersection of the corresponding internal steel plates.

[0098] Figure 8-Figure 26The following diagram shows a grid-shaped buckling-restrained shear wall structure assembled using internal staggered steel plates with the second type of restraint members. Generally speaking, the assembly sequence for shear walls using the first and second types of restraint members in the second category is the same. The assembly process will be explained using the second type of restraint member in the second category as an example. Prior to assembly, the surface of the internal steel plates is derusted, and then a high-temperature and aging-resistant grease is applied to the surface. During assembly, the outermost layer of restraint members on the back, the fifth layer, which are coplanarly welded together, is first placed on a horizontal surface, with the channel steel at the bottom and the perforated plate at the top. The fourth layer of internal steel plates and the full-length perforated plate strips along the direction of the first internal steel plate 1, as well as the disconnected perforated plate strips along the direction of the second internal steel plate 2, are then coplanarly placed on the perforated plate of the fifth layer. After initial correct positioning, ensure that the corresponding holes of the restraining plates along the first built-in steel plate 1 or along the second built-in steel plate 2 remain concentric. Then, stack the intermediate layer (the third layer) of broken perforated sheet strips on top and position them correctly, ensuring that the holes of the perforated sheet strips are concentric with the corresponding bolt holes in the previously installed perforated plates. Next, coplanarly place the second layer of built-in steel plates and full-length perforated sheet strips along the second built-in steel plate 2, as well as the broken perforated sheet strips along the first built-in steel plate 1, on top of the broken perforated sheet strips. Finally, place the first layer of coplanar welded restraining members on top of the second layer, keeping the channel steel on top and the perforated plates on the bottom. Further preliminary positioning is carried out, ensuring that the centers of the corresponding holes of the perforated plates and perforated sheet strips along the first built-in steel plate 1 and along the second built-in steel plate 2 are collinear, and that the outer edges of the perforated plates and perforated sheet strips along the first built-in steel plate 1 or along the second built-in steel plate 2 are strictly aligned. After the gaps between the restraining members and the built-in steel plates have been checked and adjusted to the correct position, high-strength bolts are gradually installed and tightened from the middle of each built-in steel plate to the surrounding area. This completes the assembly of the grid-shaped buckling-resistance shear wall (with built-in staggered steel plates using the second type of restraining members) Figure 20 ).

[0099] If you need to dismantle the shear wall, you can unscrew the fixing nuts and bolts and remove the components in the reverse order of the above installation.

[0100] The assembled grid-shaped buckling-resistance shear wall is installed into a steel frame (usually formed by welding steel beams and steel columns) ( Figure 1), two methods can be used. First, if the steel beam is made of a whole beam, and the steel beam is connected and fixed on site with the columns on both sides through the beam end, the exposed built-in steel plate and built-in steel plate stiffeners at the upper end of each shear wall can be welded together with the lower flange of the upper steel beam of that layer. During installation, the upper steel beam of each layer and the welded shear wall are hoisted in as a whole for installation. After the shear wall and the upper steel beam are correctly in place, they are temporarily fixed. First connect the upper steel beam to the column of the steel frame, and then weld the exposed built-in steel plate and built-in steel plate stiffeners at the lower end of the shear wall to the upper flange of the lower steel beam to complete the installation of the shear wall of that layer. According to similar installation steps, gradually install from the lower floors to the upper floors to complete the installation of the shear walls of each floor. Secondly, if the steel beam is made in sections (for example, the short sections of the steel beam are connected to the columns in the factory, and the middle steel beam section is then spliced ​​with the short sections of the steel beams on both sides on site), the steel beam can be installed first, and then the assembled grid-shaped buckling-resistance shear wall can be hoisted into the steel frame. After the shear wall is correctly positioned relative to the upper and lower steel beams, it is temporarily fixed, and then the exposed internal steel plates and internal steel plate stiffeners at the upper and lower ends of the shear wall are connected to the steel beam flanges through welds ( Figure 1 In practical applications, considering the errors in the length of the built-in steel plate of the shear wall, in order to ensure that the shear wall and the steel beam can be correctly positioned, the vertical distance between the upper and lower ends of the built-in steel plate in the shear wall ( Figure 1 ) should be approximately 2-3mm less than the clear distance between the upper and lower steel beams of each layer. When installed, the mid-surface of the middle layer of the shear wall (i.e., the layer where the disconnected perforated thin strips are located) should coincide with the mid-surface of the upper and lower steel beam webs in the vertical plane.

[0101] The above description only describes the preferred embodiments of the present invention, but the present invention is not limited to the above-mentioned specific embodiments. Under the guidance of the present invention, those skilled in the art may make various modifications or equivalent substitutions to the features and embodiments of the present invention to adapt to specific circumstances without departing from the spirit of the present invention and the scope of protection of the claims.

Claims

1. A buckling-restrained shear wall assembled with a grid of internal staggered steel plates, characterized by: It includes an internal staggered steel plate assembly and an external assembled steel restraint member, wherein the external assembled steel restraint member is mounted on the internal staggered steel plate assembly through a plurality of high-strength bolts; The built-in staggered steel plate assembly comprises at least two first built-in steel plates (1), at least two second built-in steel plates (2) and a plurality of stiffening ribs (3); the first built-in steel plates (1) and the second built-in steel plates (2) are both inclined and arranged at equal intervals, and the first built-in steel plates (1) and the second built-in steel plates (2) are staggered and stacked; a stiffening rib (3) is installed on both sides of the first built-in steel plate (1) and the second built-in steel plate (2) along the length direction; the stiffening rib (3) is arranged perpendicular to the first built-in steel plate (1) and the second built-in steel plate (2); the portion where the stiffening rib (3) is installed is an elastic section, and the portion between the two elastic sections is a yield section.

2. The buckling-restrained shear wall assembled with built-in staggered steel plates according to claim 1 is characterized by: When the externally assembled steel restraint member is a seven-layer restraint member, the externally assembled steel restraint member comprises a first layer of full-length perforated plate (4), a first second layer of perforated plate (5), a first third layer of perforated plate (6), a first fourth layer of perforated plate strip (7), a first fifth layer of perforated plate (8), a first sixth layer of perforated plate (9) and a first seventh layer of full-length perforated plate (10). The first layer of the full-length perforated plate (4) is installed on the first and second layers of the perforated plate (5), which is then installed on the second built-in steel plate (2). The first and second layers of the perforated plate (5), the first and third layers of the perforated plate (6), the first and fourth layers of the perforated plate strips (7), the first and fifth layers of the perforated plate (8) and the first and sixth layers of the perforated plate (9) are installed in sequence from top to bottom, and the built-in staggered steel plate assembly is wrapped in the middle. The first and seventh layers of the full-length perforated plate (10) is installed on the next layer of the first and sixth layers of the perforated plate (9) located on the side of the first built-in steel plate (1); The first built-in steel plate (1) and the first five-layer perforated plate (8) are located on the same layer, and the second built-in steel plate (2) and the first three-layer perforated plate (6) are located on the same layer.

3. The buckling-restrained shear wall assembled with built-in staggered steel plates according to claim 2 is characterized by: The first and second perforated plates (5) include two perforated plates (5-1) that are disconnected along the direction of the second built-in steel plate (2) and two full-length perforated plates (5-2) that are arranged along the direction of the first built-in steel plate (1). The two perforated plates (5-1) and the two full-length perforated plates (5-2) are arranged in a staggered manner.

4. The buckling-restrained shear wall assembled with built-in staggered steel plates according to claim 3 is characterized by: The first three-layer perforated plate (6) comprises three layers of perforated plate strips (6-1) extending in the direction of the second built-in steel plate (2) and three layers of disconnected perforated plates (6-2) disconnected in the direction of the first built-in steel plate (1); the three layers of perforated plate strips (6-1) and the three layers of disconnected perforated plates (6-2) are arranged in a staggered manner.

5. The buckling-restrained shear wall assembled with built-in staggered steel plates according to claim 4 is characterized in that: The first four-layer perforated sheet strips (7) include four layers of first perforated thin sheet strips (7-1) that are broken along the direction of the second built-in steel plate (2) and four layers of second perforated thin sheet strips (7-2) that are broken along the direction of the first built-in steel plate (1). The four layers of first perforated thin sheet strips (7-1) and the four layers of second perforated thin sheet strips (7-2) are arranged in an alternating manner.

6. The buckling-restrained shear wall assembled with built-in staggered steel plates according to claim 5, characterized in that: The first five-layer perforated plate (8) comprises five layers of first perforated plates (8-1) that are disconnected along the direction of the second built-in steel plate (2) and five layers of second perforated plate strips (8-2) that are continuous along the direction of the first built-in steel plate (1); the five layers of first perforated plates (8-1) and the five layers of second perforated plate strips (8-2) are arranged in an alternating manner.

7. The buckling-restrained shear wall assembled with built-in staggered steel plates according to claim 6 is characterized by: The first six-layer perforated plate (9) comprises six layers of first perforated plates (9-1) extending in the direction of the second built-in steel plate (2) and six layers of second perforated plates (9-2) disconnected in the direction of the first built-in steel plate (1); the six layers of first perforated plates (9-1) and the six layers of second perforated plates (9-2) are arranged in a staggered manner.

8. The grid-shaped buckling-restrained shear wall assembled with built-in staggered steel plates according to claim 1 or 7, characterized in that: When the externally assembled steel restraint member is a five-layer restraint member, the externally assembled steel restraint member includes a second-layer perforated plate (11), a second-layer perforated plate (12), a second-layer perforated plate strip (13), a second-layer perforated plate (14) and a second-layer perforated plate (15); the second-layer perforated plate (11), the second-layer perforated plate (12), the second-layer perforated plate strip (13), the second-layer perforated plate (14) and the second-layer perforated plate (15) are sequentially connected from top to bottom and the built-in staggered steel plate assembly is clamped in the middle.

9. The buckling-restrained shear wall assembled with built-in staggered steel plates according to claim 8, characterized in that: The second layer of perforated plate (11) comprises a layer of segmented perforated plate (11-1) along the direction of the second built-in steel plate (2) and a layer of full-length perforated plate (11-2) along the direction of the first built-in steel plate (1), wherein the segmented perforated plate (11-1) and the full-length perforated plate (11-2) are arranged alternately and welded at the intersection; The second two-layer perforated plate (12) comprises two layers of continuous perforated plate strips (12-1) along the direction of the second built-in steel plate (2) and two layers of disconnected perforated plates (12-2) along the direction of the first built-in steel plate (1), and the two layers of continuous perforated plate strips (12-1) and the two layers of disconnected perforated plates (12-2) are arranged in a staggered manner; The second three-layer perforated sheet strip (13) comprises three layers of disconnected first perforated sheet strips (13-1) along the direction of the second built-in steel plate (2) and three layers of disconnected second perforated sheet strips (13-2) along the direction of the first built-in steel plate (1), and the three layers of disconnected first perforated sheet strips (13-1) and the three layers of disconnected second perforated sheet strips (13-2) are arranged alternately; The second four-layer perforated plate (14) comprises four layers of disconnected perforated plates (14-1) along the direction of the second built-in steel plate (2) and four layers of continuous perforated plate strips (14-2) along the direction of the first built-in steel plate (1), and the four layers of disconnected perforated plates (14-1) and the four layers of continuous perforated plate strips (14-2) are arranged in a staggered manner; The second five-layer perforated plate (15) comprises five layers of full-length perforated plates (15-1) along the direction of the second built-in steel plate (2) and five layers of segmented perforated plates (15-2) along the direction of the first built-in steel plate (1). The five layers of full-length perforated plates (15-1) and the five layers of segmented perforated plates (15-2) are arranged in an alternating manner and welded at the intersection.

10. The grid-shaped buckling-restrained shear wall assembled with built-in staggered steel plates according to claim 9, characterized in that: The second fifth layer of perforated plate (15) and the second first layer of perforated plate (11) both further include channel steel (16), The ends of the five-layer full-length perforated plate (15-1) and the five-layer segmented perforated plate (15-2) and the connection between the two are welded with channel steels (16), and the channel steels (16) at the connection between the two are welded together; Channel steels (16) are welded to the ends of a layer of segmented perforated plate (11-1) and a layer of full-length perforated plate (11-2) as well as to their connections, and the channel steels (16) at their connections are welded to each other.

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