Built-in staggered steel plate assembled grid-shaped buckling-restrained shear wall

Abstract

The invention discloses a grid-shaped buckling-restrained shear wall assembled by built-in staggered steel plates, and relates to the field of civil engineering. The problems that an existing shear wall is poor in shear bearing capacity and ductility performance are solved. The built-in staggered steel plate assembled grid-shaped buckling-restrained shear wall is connected with the steel frame in a connecting mode that the ends of the built-in steel plates are welded and the like. Floor shear force applied to the shear wall is borne by the built-in steel plate in an axial stress mode. When the built-in staggered steel plate assembled grid-shaped buckling-restrained shear wall works on a floor which does not exceed the axial yield displacement of the corresponding built-in steel plate in a lateral displacement mode, the built-in steel plate does not yield, and the whole shear wall is elastic; and when the inter-floor lateral displacement exceeds the inter-floor lateral displacement corresponding to the axial yield displacement of the built-in steel plate, the built-in steel plate yields and consumes energy. All components for restraining the components, the built-in steel plate elastic sections provided with the stiffening ribs and the high-strength bolts are always elastic. The invention relates to a buckling-restrained shear wall for bearing floor shear force.

Description

Technical Field

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

[0002] At present, steel plate shear walls often use a whole steel plate to resist shear, which is prone to shear buckling. When the buckling of the shear wall is avoided by welding stiffeners on the shear steel plate, the force transmission between the stiffeners and the shear steel plate is complicated, and welding is easy to damage the steel plate shear wall, affecting the shear bearing capacity and ductility of the shear wall;

[0003] The existing buckling-resistance shear wall provides lateral restraint for the shear steel plate by opening bolt holes in a whole piece of shear steel plate and connecting the outer restraint members with bolts. The commonly used concrete restraint members have a large deadweight, which is not conducive to installation and earthquake resistance. In addition, the holes in the shear steel plate are prone to stress concentration, which will cause the shear wall panel to tear and damage early, deteriorating the ductility and energy dissipation capacity of the shear wall;

[0004] At present, when steel grid shear walls are formed by separately arranged steel sections, the separated steel sections are prone to compression instability and cannot give full play to the compressive bearing capacity and energy dissipation capacity of steel. When welding or bolting is used at the intersection of bidirectionally arranged steel sections to limit the large compression instability and out-of-plane deformation of the steel sections, welding or bolting openings will lead to cross-sectional mutations and stress concentration, which deteriorates the ductility and energy dissipation capacity of the shear wall;

[0005] At present, steel plate shear walls are used in steel frame structures. Whether it is a whole steel plate or a grid shear wall, in order to improve the stress performance of the shear wall, the shear wall is often connected to the steel frame beams and columns on all sides. This makes it difficult to set up the openings between the spans of the shear wall, and the stress of the column is complex, which also complicates the design of strong columns and weak beams required for structural seismic resistance;

[0006] In the actual analysis of large steel plate shear wall structures, in order to simplify the shear wall modeling and improve the calculation efficiency, discrete two-way tension and compression rods are often used to simulate the tension and compression performance of the shear wall along the two directions. Even for the buckling-resistant steel plate shear wall, due to the mutual influence of the forces in various regions of a whole piece of shear steel plate, it is difficult for the simplified model to truly reflect the force performance of the shear wall. For a shear wall composed of a whole piece of shear steel plate or a separately set steel section that can buckle, the force of the shear wall under the action of reciprocating horizontal shear force is more complicated, which makes it difficult for the simplified model to truly reflect the seismic performance of the shear wall.

[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 arranged 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 performance. 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 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 plurality 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 a plurality of 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 arranged in a staggered and stacked manner, 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, the stiffening rib is arranged perpendicular to the first built-in steel plate and the second built-in steel plate, the portion installed with the stiffening rib is an elastic section, and the portion between the two elastic sections is a yield section.

[0011] Further, when the external assembled steel constraint component is a seven-layer constraint component, the external assembled steel constraint component includes a first layer of full-length perforated plates, a first and second layer of perforated plates, a first and third layer of perforated plates, a first and fourth layer of perforated plate strips, a first and fifth layer of perforated plates, a first and sixth layer of perforated plates and a first and seventh layer of full-length perforated plates, the first and second layer of full-length perforated plates are installed on the first and second layer of perforated plates, the first and second layer of perforated plates are then installed on the second built-in steel plates, the first and second layer of perforated plates, the first and third layer of perforated plates, the first and fourth layer of perforated plate strips, the first and fifth layer of perforated plates and the first and sixth layer of perforated plates are installed in sequence from top to bottom, and the built-in staggered steel plate assembly is wrapped in the middle, and 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-layer perforated plate includes a two-layer perforated plate disconnected along the direction of the second built-in steel plate and a two-layer full-length perforated plate along the direction of the first built-in steel plate, and the two-layer perforated plate and the two-layer full-length perforated plate are arranged alternately.

[0013] Furthermore, the first three-layer perforated plate includes three-layer perforated plate strips extending along the direction of the second built-in steel plate and three-layer disconnected perforated plates disconnected along the direction of the first built-in steel plate, and the three-layer perforated plate strips and the three-layer 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 disconnected along the direction of the second built-in steel plate and five layers of second perforated plate strips extending along the direction of the first built-in steel plate, and 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 component is a five-layer constraint component, the external assembled steel constraint component 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 layer of segmented perforated plates and the layer of 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 plates 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 plates 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 arranged alternately and welded at the intersection.

[0023] Preferably, the second five-layer perforated plate and the second one-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 connection between the two are welded with channel steels, and the channel steels at the connection between the two are welded together;

[0024] Channel steels are welded to the ends of a layer of segmented perforated plate and a layer of full-length perforated plate as well as 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 components are arranged outside the steel plates to form a grid-shaped buckling-resistant shear wall. The built-in steel plates resist the floor shear force borne by the shear wall through axial tension and compression, which can avoid the compressive buckling of the built-in steel plates. The built-in steel plates have higher lateral resistance efficiency and can give full play to the bearing and energy dissipation capacity of the built-in steel plates. The cross-sectional width of the built-in steel plates is uniform, and the external restraining components only provide lateral restraints for the built-in steel plates. The restraining components are not used to bear the floor shear force. An appropriate gap is left between the restraining components and the built-in steel plates, and the division of labor and force between the two are clear, which can better exert the shear bearing capacity and ductility 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. Because the restraining components are assembled as one, the staggered steel plates in two directions can support each other along the outside of the plane, reducing the demand for the bending resistance of the restraining steel components, and the design of the restraining components is more economical. The adopted assembled restraining components have a small deadweight, which is 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, so the ductility and energy dissipation capacity of the grid-shaped buckling-resistant shear wall can be better exerted;

[0028] 3. The present invention adopts an assembly structure, and each built-in steel plate can be laterally constrained by an external constraint member. The constraint members in two directions can support each other. When the constraint capacity of the external constraint member is sufficient, the built-in steel plate can be prevented from being instability due to compression, and the compressive bearing capacity and energy dissipation capacity of the staggered steel plate can be fully utilized. In addition, at the intersection of the built-in staggered steel plates arranged in two directions, the steel plates in the two directions are not connected to each other, which can further increase the yield section length of the built-in steel plate without weakening the cross section of the steel plate, effectively avoiding sudden changes in the cross section of the steel plate and stress concentration, and fully utilizing the ductility and energy dissipation capacity of the grid-shaped buckling-resistance shear wall;

[0029] 4. Since the staggered steel plates in two directions will not be destabilized by 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, without the need to connect the staggered stress-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 stress-bearing steel plates are not connected to the columns to avoid complex stress on the columns. The built-in steel plates are not welded to the columns, which also reduces the possible weakening of the column cross-section, which is more conducive to realizing the seismic design principle of strong columns and weak beams, and also makes the design links such as strong columns and weak beams required by the seismic resistance of the structure easy to operate;

[0030] 5. Because the steel plates in the grid-shaped buckling-resistance shear wall can yield without buckling under compression and tension, each built-in steel plate is a tension rod that can fully exert its strength and a compression rod that does not lose stability under the action of the reciprocating horizontal shear force of the floor. It is convenient, efficient and accurate to use discrete tension and compression rods in two directions to directly simplify and simulate the tension and compression performance of the built-in staggered steel plates in two directions. This facilitates accurate simplification of shear wall modeling and improves calculation efficiency in the actual analysis of large-scale steel plate shear wall structures. Because the built-in staggered steel plates are not directly connected at the intersection of the two directions, the shear wall's force performance under the action of reciprocating horizontal shear force is clear, making the actual force of the grid-shaped built-in staggered steel plates highly consistent with the simplified model of discrete tension and compression rods, which is conducive to the simplified model accurately and effectively reflecting 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 by built-in staggered steel plates installed in a steel frame (using the first type of restraint member, which means 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 It 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 that the number of the first built-in steel plate 1 and the number of the second built-in steel plate 2 are both two. Figure 3 This is a schematic diagram of the structure using 4 built-in steel plates in each direction. Figure 4 It is the front view of the built-in staggered steel plate assembly with 3 built-in steel plates in each direction. Figure 5 yes Figure 4 Side view at AA. Figure 6 It is a front view of the second built-in steel plate 2. Figure 7 It is a front view of the first built-in steel plate 1.

[0032] Figure 8 It is a schematic diagram of the shear wall when the external assembled steel restraining member is used as a five-layer restraining member in the present invention. At this time, the second type of restraining member is used, and the structure without channel steel is provided.

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

[0034] Fig. 20 It is a schematic diagram of the shear wall when the external assembled steel restraining member is a five-layer restraining member in the present invention. At this time, the second type of restraining member is adopted, and the structure with channel steel is adopted.

[0035] Fig.21 yes Fig. 20 Sectional view along II. Fig. 22 yes Fig. 20 Sectional view along HH. Fig.23 yes Fig. 20 Sectional view along KK. Fig.24 yes Fig. 20 Sectional view along JJ. Fig.25 yes Fig. 20 Sectional view along LL. Fig.26 It is a schematic diagram of the structure of the second five-layer perforated plate 15 with channel steel.

[0036] Fig. 27 It is a schematic diagram of the shear wall when the external assembled steel restraining member is used as the seven-story restraining member in the present invention.

[0037] Fig.28 yes Fig. 27 Sectional view along NN. Fig.29 yes Fig. 27 Sectional view along MM. Fig.30 yes Fig. 27 Cross-sectional view along PP. Fig.31 yes Fig. 27 Section view along OO. Fig.32 yes Fig. 27 Section view along QQ. Fig.33 It is a schematic structural diagram of the first layer of the through-length perforated plate 4. Fig.34 It is a schematic diagram of the structure of the first and second perforated plates 5. Fig.35It is a schematic structural diagram of the first three-layer perforated plate 6. Fig.36 It is a schematic diagram of the structure of the first four-layer perforated strips 7. Fig.37 It is a schematic diagram of the structure of the first five-layer perforated plate 8. Fig.38 It is a schematic structural diagram of the first six-layer perforated plate 9. Fig.39 It is a schematic 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 restraint member, wherein the external assembled steel restraint member is mounted on the built-in staggered steel plate assembly by a plurality 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, wherein 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, and 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, and the stiffening rib 3 is arranged perpendicular to the first built-in steel plate 1 and the second built-in steel plate 2, and the portion on which 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-resistance shear wall assembled with built-in staggered steel plates in this embodiment is shown in Figure 1-Figure 39 . Its composition mainly includes: several built-in staggered steel plates (built-in staggered steel plate components), external assembly steel restraint components and high-strength bolts. Stiffening ribs are welded on the front and back sides of both ends of each built-in steel plate. Half of the second built-in steel plate 2 is arranged in one direction, and the other half of the first built-in steel plate 1 is arranged in another 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 components (five layers and seven layers respectively), and each type of restraint components is composed of several layers of steel restraint components on the front and back sides. In the first type of external restraint components (seven layers), the restraint components on the front and back sides adopt assembled restraint components without welding in each layer; in the second type of external restraint components (five layers), the restraint components on the front and back sides adopt assembled restraint components with the outermost layer welded, and the outer layer welded restraint components are divided into two types: restraint components welded with perforated steel plates and restraint components with channel steel welded on perforated steel plates. In the two types of restraint components, full-length perforated plate strips of the same thickness as the built-in steel plates are arranged 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 components consists of 7 layers; the second type consists of 5 layers. The disconnected perforated thin plate strips laid in the same plane are used as the middle layer, and the built-in steel plate 2 arranged in the same plane, the full-length perforated plate strips arranged along the built-in steel plate 2 and the disconnected perforated plate arranged along the first built-in steel plate 1, and the first built-in steel plate 1 arranged in the same plane, the full-length perforated plate strips arranged along the first built-in steel plate 1 and the disconnected perforated plate arranged along the second built-in steel plate 2 are used as the adjacent two layers next to the middle layer. In the first type of restraint component structure, except for the layer where the middle perforated thin plate strips are located and the two layers where the adjacent built-in steel plates are located (i.e. the three layers in the middle), each 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 layers in the middle, each side of the front or back side corresponds to one layer.

[0041] Specific implementation method 2: Combination Figures 27 to 39 To illustrate this embodiment, when the externally assembled steel restraint member of this embodiment is a seven-layer restraint member, the externally assembled steel restraint member includes a first-layer full-length perforated plate 4, a first-layer full-length perforated plate 5, a first-layer full-length perforated plate 6, a first-layer full-length perforated plate 7, a first-layer full-length perforated plate 8, a first-layer full-length perforated plate 9, and a first-layer full-length perforated plate 10.

[0042] The first one-layer full-length perforated plate 4 is installed on the first two-layer perforated plate 5, and the first two-layer perforated plate 5 is installed on the second built-in steel plate 2. The first two-layer perforated plate 5, the first three-layer perforated plate 6, the first four-layer perforated plate strip 7, the first five-layer perforated plate 8 and the first six-layer 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 seven-layer full-length perforated plate 10 is installed on the next layer of the first six-layer perforated plate 9 located on the side of the first built-in steel plate 1;

[0043] 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. Other components and connection methods are the same as those in the first embodiment.

[0044] The present embodiment is a first type of constraint member. Each layer of constraint members between the first layer and the seventh layer is the outermost constraint member. Only a full-length perforated plate along one direction is arranged in each layer of constraint members. Bolt holes are arranged on the full-length perforated plate and slots are opened at the ends. The bolt holes are provided for high-strength bolts to pass through and connect. The end slots are provided 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] In each layer of constraint components of the second and sixth layers, a full-length perforated plate along one direction and a disconnected perforated plate along another direction are set simultaneously, and the perforated plates in the two directions are not connected. Similar to the full-length perforated plate, in addition to the opening, the disconnected perforated plate is notched at the corresponding built-in steel plate stiffening rib. The plate thickness of the disconnected perforated plate is strictly the same as that of the full-length perforated plate. In each layer of constraint components of the third and fifth layers, a full-length perforated plate strip along one direction and a disconnected perforated plate along another direction are set simultaneously, and the full-length perforated plate strip and the disconnected perforated plate are not connected. The full-length perforated plate strip only has holes, and the disconnected perforated plate is notched at the corresponding built-in steel plate stiffening rib. The plate thickness of the disconnected perforated plate is strictly the same as that of the full-length perforated plate strip. The fourth layer is the middle layer, and perforated thin plate strips are set simultaneously in two directions, and the perforated thin plate strips are not connected, and all perforated thin plate strips have the same thickness.

[0046] The built-in staggered steel plate assembly is not connected to the external assembled steel restraint member. The perforated plates, perforated plate strips and perforated thin plate strips on the front and back sides are connected by high-strength bolts to encapsulate 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 front and back sides are welded with the full-length perforated plates (or the full-length channel steels are welded at the same time) and the segmented perforated plates (or the segmented channel steels are welded at the same time), and the internal layers of restraint members are also not welded. The built-in steel plate (referring to the built-in staggered steel plate assembly) is 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), along the thickness direction of the entire shear wall, the restraint components are divided into 7 layers. 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 construction of 5-layer restraint components, within and outside the intersection area of ​​the built-in steel plates in two directions, along the thickness direction of the entire shear wall, the restraint components are divided into 5 layers, 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 plate in this direction has one layer of restraint components on one side and two layers of restraint components on the other side. All perforated plates and perforated plate strips are connected by high-strength bolts. The inner ends of the upper and lower notches of all full-length and disconnected perforated plates and the ends of the built-in steel plate stiffening ribs are left with gaps along the axial direction of the built-in steel plate to avoid the built-in steel plate from squeezing and damaging the restraint components after the lateral movement. The entire grid-shaped restraint component is in contact with the intersection area of ​​the staggered steel plates in two directions, so that the built-in steel plate bears and transmits the deadweight of the restraint component and limits the restraint component through the built-in steel plate, preventing the restraint component from being biased more toward the upper or lower end of the built-in steel plate after the initial installation of the entire shear wall and during the force process. 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 flanges of the steel beams in the steel frame through welds.

[0049] Specific implementation method three: Combination Fig.34 To explain this embodiment, the first two-layer perforated plate 5 of this embodiment includes a two-layer perforated plate 5-1 that is disconnected along the direction of the second built-in steel plate 2 and a two-layer full-length perforated plate 5-2 along the direction of the first built-in steel plate 1, and the two-layer perforated plate 5-1 and the two-layer full-length perforated plate 5-2 are arranged alternately. Other components and connection methods are the same as those of the first and second embodiments.

[0050] Specific implementation method four: Combination Fig.35 To explain this embodiment, the first three-layer perforated plate 6 of this embodiment includes three-layer perforated plate strips 6-1 extending along the direction of the second built-in steel plate 2 and three-layer disconnected perforated plates 6-2 disconnected along the direction of the first built-in steel plate 1, and the three-layer perforated plate strips 6-1 and the three-layer disconnected perforated plates 6-2 are arranged alternately. Other components and connection methods are the same as those of the first, second or third embodiments.

[0051] Specific implementation method five: Combination Fig.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, and 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 Fig.37To explain this embodiment, the first five-layer perforated plate 8 of this embodiment includes 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, and the five layers of first perforated plates 8-1 and the five layers of second perforated plate strips 8-2 are arranged alternately. Other components and connection methods are the same as those of the first, second, third, fourth or fifth embodiments.

[0053] Specific implementation method seven: Combination Fig.38 To explain this embodiment, the first six-layer perforated plate 9 of this embodiment includes six-layer first perforated plates 9-1 extending along the direction of the second built-in steel plate 2 and six-layer second perforated plates 9-2 disconnected along the direction of the first built-in steel plate 1, and the six-layer first perforated plates 9-1 and the six-layer second perforated plates 9-2 are arranged alternately. Other components and connection methods are the same as those of the specific embodiments one, two, three, four, five or six.

[0054] The first type of constraint member structure (referring to externally assembled steel constraint members) is described in the specific implementation modes three to seven. In the first type of constraint member structure, no bolts are set in the overlapping area of ​​the constraint members in the two directions. By setting a gap between the disconnected perforated plate in one direction and the full-length perforated plate or full-length perforated plate strip in the same layer where the constraint members are set in the same plane, it is ensured that the constraint members in the two directions can rotate with each other within a certain range of inter-layer lateral displacement angle. The built-in steel plates in the two directions in all structures are not connected in the overlapping area, and the required gaps are left between the built-in steel plates and the constraint 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 the two directions within a certain range of inter-layer lateral displacement angle. The above-mentioned measures allowing mutual rotation can avoid the 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 the two directions after the lateral displacement of the floors, which squeeze and damage the constraint members.

[0055] The transmission relationship of the first type of constraint member structure in this embodiment is: under the action of horizontal wind force or earthquake, when the adjacent upper and lower floors have relative horizontal displacement, the upper and lower ends of the built-in steel plate have relative displacement, and then the entire grid-shaped constraint member is driven through the intersection area of ​​the staggered built-in steel plates in two directions, so that the built-in staggered steel plates assemble the grid-shaped buckling-resistance shear wall to move horizontally. When the built-in steel plates in one direction move horizontally, the built-in steel plates are compressed and shortened along the axial direction, and the built-in steel plates in the other direction are stretched and lengthened. When the built-in steel plates are compressed and shortened, the built-in steel plates can be freely deformed along the axial direction of the built-in steel plates relative to the constraint member because there is a gap between the ends of the stiffening ribs at the upper and lower ends of the built-in steel plates and the ends of the slotted perforated plates with slots at the ends. And the entire grid-shaped constraint member is laid on the staggered built-in steel plates in two directions and a gap is left between the staggered steel plates and the constraint member. When the built-in steel plates move horizontally to the side, the built-in steel plates drive the grid-shaped constraint member to move horizontally and rotate. The built-in steel plates in two directions are used to bear all the horizontal shear forces borne by the shear wall. The components in the grid-shaped constraint member provide lateral constraints for the built-in steel plate in the form of bending members. When the grid-shaped constraint member can provide sufficient lateral constraints for the built-in steel plate, it can ensure that the built-in steel plate will not be unstable as a whole or locally unstable under pressure. Under horizontal reciprocating action, the built-in steel plate can enter yield under tension and compression and continue to bear the load.

[0056] Steel frame with grid-shaped buckling-resistance shear walls (see Figure 1 ), when the steel frame shifts horizontally, the axial force of the built-in steel plate is transmitted to the steel frame in the following way: the axial force of the yielding section of the built-in steel plate is transmitted to the steel beam welded to it through the built-in steel plate at the end and the welded stiffening ribs, and the steel beam then transmits its internal force to the column of the steel frame. Because the shear wall is arranged vertically continuously along the entire steel frame, in adjacent floors, the horizontal or vertical components of the axial force of the built-in steel plate will be transmitted to the steel beam in addition to being balanced by the built-in steel plates of the adjacent floors or the built-in steel plates in the same floor, and these components will be transmitted to the steel beam, and the steel beam will then transmit its internal force to the column.

[0057] Specific implementation method eight: Combination Figures 8 to 26 To explain this embodiment, when the externally assembled steel restraint member of this embodiment is a five-layer restraint member, the externally assembled steel restraint member includes a second first layer perforated plate 11, a second second layer perforated plate 12, a second third layer perforated plate strip 13, a second fourth layer perforated plate 14, and a second fifth layer perforated plate 15. The second first layer perforated plate 11, the second second layer perforated plate 12, the second third layer perforated plate strip 13, the second fourth layer perforated plate 14, and the second fifth layer perforated plate 15 are sequentially connected from top to bottom and the internal staggered steel plate assembly is clamped in the middle. Other components and connection methods are the same as those of 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, and the layer of segmented perforated plate 11-1 and the layer of 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, and 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-layer disconnected first perforated sheet strips 13-1 along the direction of the second built-in steel plate 2 and three-layer disconnected second perforated sheet strips 13-2 along the direction of the first built-in steel plate 1, and the three-layer disconnected first perforated sheet strips 13-1 and the three-layer 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, and 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 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 alternately and welded at the intersection. Other components and connection methods are the same as those of the first, second, third, fourth, fifth or sixth embodiments.

[0063] The technical solution described in this embodiment is that in the second category and the first type of constraint components (the case where the externally assembled steel constraint components are five-layer constraint components without channel steel), each layer of constraint components of the first and fifth layers is the outermost constraint component, and each layer of constraint components is provided with a full-length perforated plate in one direction and a segmented perforated plate in another direction at the same time. 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 tight combination of each layer of constraint components along the thickness direction of the shear wall when they are assembled. In addition to the bolt holes, all perforated plates have notches at the corresponding built-in steel plate stiffening ribs. The bolt holes are for high-strength bolts to pass through and connect, and the end notches 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 notches leave the required gap along the axial direction of the built-in steel plate, thereby avoiding the stiffening ribs from squeezing the notches. The plate thickness of all perforated plates is strictly the same.

[0064] In each layer of the second and fourth layers of the restraining components, a full-length perforated plate strip along one direction and a disconnected perforated plate along another direction are set at the same time, and the full-length perforated plate strip and the disconnected perforated plate are not connected. The full-length perforated plate strip only has holes, and the disconnected perforated plate needs to have notches at the corresponding built-in steel plate stiffening ribs in addition to the holes. The plate thickness of the disconnected perforated plate is strictly the same as that of the full-length perforated plate strip.

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

[0066] Specific implementation method ten: Combination Figure 20 to Figure 26 To illustrate this embodiment, the second fifth-layer perforated plate 15 and the second first-layer perforated plate 11 of this embodiment both 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 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. Other components and connection methods are the same as those of the specific embodiments one, two, three, four, five or six.

[0069] This implementation method is the second type and second kind of constraint components (the case where the externally assembled steel constraint components are five-layer constraint components with channel steel), in which each layer of constraint components of the first and fifth layers is the outermost constraint component, and each layer of constraint components is provided with a full-length perforated plate in one direction and a segmented perforated plate in another direction at the same time. 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, and then the full-length channel steel and the segmented channel steel are 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, and the segmented channel steel is welded to the segmented perforated plate, and 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 at the corresponding built-in steel plate stiffening ribs. The bolt holes are used for high-strength bolts to pass through and connect, and the end notches are used 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 end of the notches leave the required gap along the axial direction of the built-in steel plate, so as to avoid the stiffeners squeezing the notches. The plate thickness of all perforated plates is strictly the same, and all channel steels are of uniform specifications, and the outer surfaces of the channel steels are flush. In each layer of the constraint components of the second and fourth layers, a full-length perforated plate strip along one direction and a disconnected perforated plate along the other direction are set at the same time, and the full-length perforated plate strip and the disconnected perforated plate are not connected. The full-length perforated plate strip only has holes, and the disconnected perforated plate needs to have notches at the corresponding built-in steel plate stiffeners in addition to the holes. The plate thickness of the disconnected perforated plate is strictly the same as that of the full-length perforated plate strip. The third layer is the middle layer, and disconnected perforated thin plate strips are set along two directions at the same time, and the perforated thin plate strips are not connected, and all perforated thin plate strips have the same thickness.

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

[0071] The present invention aims at improving the seismic performance of steel plate shear walls and facilitating the analysis model to accurately and efficiently reflect the working performance of buckling-resistance shear walls. The present invention 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 the force performance are as follows: The current commonly used method of connecting the buckling-resistance constraint components with 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, deteriorating the ductility and energy dissipation capacity of the shear wall, and the analysis model in which the entire buckling-resistance shear steel plate is discretized into tension and compression rods in two directions makes the actual force of the shear wall inconsistent with the assumptions of the analysis model, making it difficult to effectively reflect the force performance of the shear wall. The whole plate shear wall is subjected to complex forces, especially it is often necessary to connect the four sides to the steel frame to obtain better edge constraints to exert its shear resistance, which makes the frame column force complex and also complicates the related seismic design and verification process. The present invention adopts built-in steel plates separated and staggered in two directions to resist the shear force of the floor, and provides sufficient lateral constraints for the staggered built-in steel plates through grid-type constraint components, ensuring that the built-in steel plates can enter yield and stable bearing and deformation under tension and compression, achieving a high degree of consistency between the actual force of the shear wall and the simplified separation tension and compression rod analysis model, and 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 is convenient for post-earthquake maintenance and replacement of built-in steel plates, and is also convenient for the reuse of intact constraint components. The constraint components are made of pure steel components. Compared with constraint components such as whole reinforced concrete, the constraint components have a smaller dead weight, which is convenient for the installation and earthquake resistance of the shear wall.

[0072] The grid-shaped buckling-resistance shear wall assembled with built-in staggered steel plates is essentially a new type of buckling-resistance shear wall that provides lateral constraints through the yielding energy dissipation of built-in steel plates and assembled grid-shaped restraining components. The grid-shaped buckling-resistance shear wall assembled with built-in staggered steel plates can be connected to the steel frame by connecting methods such as welding of the ends of the built-in steel plates.

[0073] The floor shear force applied to the shear wall is borne by the built-in steel plate in the form of axial force. When the grid-shaped buckling-resistance shear wall assembled with built-in staggered steel plates works at a floor lateral displacement that does not exceed the corresponding axial yield displacement of the built-in steel plate, the built-in steel plate does 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 plate, the built-in steel plate enters yield, that is, energy is consumed through the accumulated plastic development of the yield section of the built-in steel plate. All components of the constrained members, the elastic section of the built-in steel plate with stiffening ribs, and the high-strength bolts are always in elasticity.

[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 are perpendicular to each other as an example. In practical applications, according to factors such as the height-to-span ratio of the floor 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 two directions, and the number of intersections 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 in which 2 or 4 built-in steel plates are arranged in each direction is shown in FIG. Figure 2 and Figure 3 .

[0075] The invention is a grid-shaped buckling-resistance shear wall assembled with internal staggered steel plates. According to the manufacturing 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 gap between the built-in steel plate and the restraining member along the width and thickness direction of the built-in steel plate, and the gap between the upper and lower stiffening ribs of the built-in steel plate and the restraining member along the axial direction of the built-in steel plate;

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

[0080] The specific implementation process is as follows:

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

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

[0083] Plane the edges of the built-in steel plate and straighten the edges of the stiffening ribs. First, perform precise positioning to ensure that the axis of the stiffening ribs is coaxial with the axis of the built-in steel plate, and then weld the built-in steel plate and the stiffening ribs. The section of the built-in steel plate where the stiffening ribs are set is the elastic section, and the section without stiffening ribs is the yield section.

[0084] To ensure the safe bearing 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 rib is higher than the maximum axial bearing capacity of the yield section of the built-in steel plate after strengthening such as strain hardening, 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 strengthening such as strain hardening.

[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 channel steel or cold-bent channel steel is used, the channel steel section can be directly cut into the required length. If the channel steel section is composed of three wall panels welded together, the wall panels are first cut and cut, and the wall panels are processed with edges such as bevels, 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 cut, and bolt holes are opened at the required spacing, and slots are opened at the corresponding internal steel plate stiffening rib positions. The depth of the slot meets the requirement that the stiffening rib does not squeeze the end of the slot along the axial direction of the internal steel plate when the corresponding shear wall has a 1 / 50 lateral displacement angle. The width of the slot is the thickness of the stiffening rib plus 2 times the additional width. The additional width is the sum of the weld leg size of the fillet weld used for welding the stiffening rib to the internal steel plate and 5mm. The diameter of the bolt holes on all plates and the diameter of the high-strength bolts used must meet the requirements of the 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, and then drill the bolt holes at the required spacing. The diameters of the bolt holes on all plates and the diameters of the high-strength bolts used must also meet the requirements of the standard holes for friction-type high-strength bolts. Along the thickness direction of the shear wall, each perforated plate and perforated slat are connected by friction-type high-strength bolts. At the position where the same high-strength bolts are inserted on the shear wall, the openings of all plates must be strictly concentric.

[0088] In order 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 layers of plate members when the maximum axial bearing capacity corresponding to the yield section of the built-in steel plate after strain hardening and other strengthening, and 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 and the first type of constraint components, in order to facilitate the assembly of the front and back constraint components, the perforated steel plates are first cut, holes are punched and grooved to make perforated plates with end grooves, and then the outermost layer of the full-length perforated plate and the segmented perforated plate are welded in the same plane by butt welding, and the weld surface is smoothed so that the weld surface is flush with the surface of the perforated plate. For the second category and the second type of constraint components, the perforated steel plates are first cut, holes are punched and grooved to make perforated plates with end grooves, and then the channel steel is cut and cut. First, the full-length channel steel is welded to the full-length perforated plate, and the segmented channel steel is welded to the segmented perforated plate, and then the part of the segmented channel steel overlapped on the full-length perforated plate is welded to the full-length perforated plate and the full-length channel steel, so that the outermost layer of constraint components is formed.

[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 the first and second types of restraint components, the plate thickness of all plates in the same layer is strictly the same, and the plate thickness of the full-length perforated plate strips and the built-in steel plate in the same layer is strictly the same. In actual production, it can be considered to use the same steel plate for cutting. The thickness of the disconnected perforated thin plate strips is configured to be 0.4mm-0.5mm for every 10mm thickness of the built-in steel plate.

[0092] (3) A gap is left between the built-in steel plate and the restraining member along the width and thickness direction of the built-in steel plate, and a gap is left between the upper and lower stiffening ribs of the built-in steel plate and the restraining member along the axial direction of the built-in steel plate.

[0093] When the shear wall is subjected to floor shear force, the built-in steel plate will resist the horizontal shear force by axial compression or tension. When under compression, there will be lateral deformation along the width and thickness direction of the built-in steel plate due to the Poisson effect. In order to avoid the built-in steel plate section from squeezing the constraining member after the lateral increase of the cross section, an appropriate gap is left between the built-in steel plate and the constraining member in the vertical direction of the built-in steel plate. By controlling the width of the full-length perforated plate strips and the disconnected perforated thin plate strips, a gap is left between each built-in steel plate and the perforated plate strip along the plate width direction of the built-in steel plate. In the construction of the first type of constraining member, the gap value on each side of each built-in steel plate can be taken as the product of the axial strain of the yield section of the built-in steel plate under the 1 / 50 side displacement angle of the shear wall and half of the width of the built-in steel plate; in the construction of the second type of constraining member, the gap value on each side of each built-in steel plate can be taken as the product of the axial strain of the yield section of the built-in steel plate under the 1 / 50 side displacement angle of the shear wall and half of the width of the built-in steel plate plus the gap required for the mutual rotation between the built-in steel plates under the 1 / 50 side displacement angle. By controlling the thickness of the perforated thin plate strips, a gap is left between each built-in steel plate and the constraining member along the thickness direction of the built-in steel plate. When the thickness of the built-in steel plate is 10mm, the thickness of the disconnected perforated thin plate strips can be 0.4mm-0.5mm to leave a gap in the thickness direction. When the thickness of the built-in steel plate is other values, the thickness of the disconnected perforated thin plate strips changes linearly. In order to achieve axial free deformation of each built-in steel plate and prevent the compressed built-in steel plate from axially squeezing the constraining member, an axial gap is left at the upper and lower ends of the built-in steel plate, along the axial direction of the built-in steel plate, between the end of the built-in steel plate stiffening rib and the inner end of the notch at the end of the perforated plate in the constraining member. At the upper or lower end of the built-in steel plate, the axial gap is taken as the axial deformation of the yield section of the built-in steel plate under the 1 / 50 side displacement angle of the corresponding shear wall.

[0094] In the construction of the first type of restraint components, the gap between all disconnected perforated plate ends and the full-length perforated plate is 10mm or the larger value of the gap required for the mutual rotation between the restraint components in two directions when the shear wall has a 1 / 50 lateral displacement angle. In the construction of the second type of restraint components, 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 component and the steel beam at the upper or lower end of the shear wall is about 50mm ( Fig.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 internal staggered steel plates

[0096] Figure 1 and Figures 27 to 39This is a structural diagram of a grid-shaped buckling-resistance shear wall assembled with built-in staggered steel plates of the first type of restraining components. In the order of assembly from the back to the front, when assembling, first place the outermost layer on the back, that is, the seventh layer of full-length perforated plates along the direction of the first built-in steel plate 1, on a horizontal plane in a coplanar manner, and then place the coplanar perforated plates of the sixth layer on the seventh layer, ensuring that the holes of the perforated plates of the seventh and sixth layers in the direction of the first built-in steel plate 1 are concentrically positioned, and the built-in steel plates and full-length perforated strips of the fifth layer along the direction of the first built-in steel plate 1 and the disconnected perforated strips along the direction of the second built-in steel plate 2 are successively placed coplanarly on the restraining components of the sixth layer. After the 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, and then continue to stack the middle layer, i.e., the fourth layer of disconnected perforated thin plate strips, and correctly position them so that the hole positions of the perforated thin plate strips are concentric with the corresponding bolt holes on the previously installed plate. After that, the third layer of built-in steel plates and full-length perforated plate strips along the direction of the second built-in steel plate 2 and the disconnected perforated plate strips along the direction of the first built-in steel plate 1 are successively placed coplanarly on the disconnected perforated thin plate strips. Then, the second layer of perforated plates in both directions are placed coplanarly on top, and further initially positioned to ensure that the hole centers of the corresponding hole positions of the perforated plates and perforated plate strips of each layer along the direction of the first built-in steel plate 1 and along the direction of the second built-in steel plate 2 are colinear. Finally, the full-length perforated plate along the direction of the second built-in steel plate 2 is placed coplanarly on the second layer, and further positioned to ensure that the hole centers of the corresponding holes of the perforated plates and perforated strips of each layer along the direction of the first built-in steel plate 1 or the second built-in steel plate 2 are colinear, and the outer edges of the perforated plates and perforated strips of each layer along the direction of the first built-in steel plate 1 or the second built-in steel plate 2 are strictly flush. After the gap between the restraining member and the built-in steel plate is checked and adjusted to be correctly positioned, high-strength bolts are gradually installed and tightened from the middle of each built-in steel plate to the surroundings, thus completing the assembly of the grid-shaped buckling-resistance shear wall using the built-in staggered steel plates of the first type of restraining member.

[0097] Before assembly, first remove the rust from the surface of the built-in steel plate, and then apply high temperature and aging resistant grease on its surface to reduce the friction between the built-in steel plate and the restraining member and prevent the built-in steel plate from rusting. At the same time, for shear walls using the first type of restraining members, before stacking each layer of restraining members, apply high temperature and aging resistant grease to the steel plate surface at the intersection of the perforated plates in both directions and the perforated plate strips, so as to reduce the friction between the stacked plates and ensure that the restraining members in both directions can smoothly rotate with each other at the corresponding intersection of the built-in steel plates.

[0098] Figure 8-Figure 26This is a structural diagram of a grid-shaped buckling-resistance shear wall assembled with built-in staggered steel plates using the second type of constraint members. In general, the assembly order of the shear wall using the first and second types of constraint members of the second type is the same. Take the second type of the second type as an example to illustrate its assembly process. Before assembly, first remove the rust on the surface of the built-in steel plate, and then apply high temperature and aging resistant grease on its surface. During assembly, first place the outermost layer of the back side, that is, the fifth layer of constraint members welded together in a coplanar manner, on a horizontal plane, keep the channel steel at the bottom and the perforated plate at the top, and then place the built-in steel plate and the full-length perforated plate strips of the fourth layer along the direction of the first built-in steel plate 1 and the disconnected perforated plate strips along the direction of the second built-in steel plate 2 in a coplanar manner on the perforated plate of the fifth layer. After the initial correct positioning, ensure that the corresponding hole positions of the constraint plate along the direction of the first built-in steel plate 1 or along the direction of the second built-in steel plate 2 remain concentric, and then continue to stack the middle layer, that is, the third layer of disconnected perforated thin plate strips, and correctly position them so that the hole positions of the perforated thin plate strips are concentric with the corresponding bolt holes on the previously installed perforated plate. After that, the second layer of built-in steel plates and full-length perforated plate strips along the direction of the second built-in steel plate 2 and the disconnected perforated plate strips along the direction of the first built-in steel plate 1 are successively placed coplanarly on the disconnected perforated thin plate strips. Finally, the constraint member welded together coplanarly on the outermost layer of the front, that is, the first layer, is placed on the second layer, keeping the channel steel on the top and the perforated plate on the bottom, and further preliminary positioning is ensured that the hole centers of the corresponding hole positions of the perforated plates and perforated plate strips of each layer along the direction of the first built-in steel plate 1 and along the direction of the second built-in steel plate 2 are colinear, and the outer edges of the perforated plates and perforated plate strips of each layer along the direction of the first built-in steel plate 1 or along the direction of the second built-in steel plate 2 are strictly flush. After the gap between the restraining member and the built-in steel plate is 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 ( Fig. 20 ).

[0099] If you need to dismantle the shear wall, 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 in 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 internal steel plate and internal steel plate stiffening ribs at the upper end of each shear wall can be welded together with the lower flange of the upper steel beam of this layer. During installation, the upper steel beam of each layer and the welded shear wall are hoisted and installed as a whole. After the shear wall and the upper steel beam are correctly positioned, they are temporarily fixed. First connect the upper steel beam to the column of the steel frame, and then weld the exposed internal steel plate and internal steel plate stiffening ribs at the lower end of the shear wall to the upper flange of the lower steel beam, and the installation of the shear wall of this layer is completed. According to similar installation steps, the installation of shear walls on each layer can be completed by gradually installing from the lower floor to the upper floor. Secondly, if the steel beam is made in sections (for example, the short section of the steel beam is connected to the column in the factory, and the middle steel beam section is spliced ​​with the short sections of the steel beam 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 about 2-3mm less than the net distance between the upper and lower steel beams of each layer. When installed in place, in the vertical plane, the middle 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 middle surface of the webs of the upper and lower steel beams.

[0101] The above 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 and without departing from the purpose of the invention, various modifications or equivalent substitutions made by technicians in this field to the features and embodiments of the present invention to adapt to specific circumstances will not depart from the spirit of the present invention and the scope of protection of the claims.

Claims

1. A buckling-resistance shear wall assembled with internal staggered steel plates, characterized in that: 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 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.

2. The buckling-resistance shear wall assembled with built-in staggered steel plates according to claim 1 is characterized by: When the externally assembled steel restraining member is a seven-layer restraining member, the externally assembled steel restraining member comprises a first-layer full-length perforated plate (4), a first-layer two-layer perforated plate (5), a first-layer three-layer perforated plate (6), a first-layer four-layer perforated plate strip (7), a first-layer five-layer perforated plate (8), a first-layer six-layer perforated plate (9) and a first-layer seven-layer full-length perforated plate (10), The first one-layer full-length perforated plate (4) is installed on the first two-layer perforated plate (5), and the first two-layer perforated plate (5) is then installed on the second built-in steel plate (2). The first two-layer perforated plate (5), the first three-layer perforated plate (6), the first four-layer perforated plate strip (7), the first five-layer perforated plate (8) and the first six-layer 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 seven-layer full-length perforated plate (10) is installed on the next layer of the first six-layer 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-resistance shear wall assembled with built-in staggered steel plates according to claim 2 is characterized by: The first two-layer perforated plate (5) comprises a two-layer perforated plate (5-1) disconnected along the direction of the second built-in steel plate (2) and a two-layer full-length perforated plate (5-2) along the direction of the first built-in steel plate (1); the two-layer perforated plate (5-1) and the two-layer full-length perforated plate (5-2) are arranged in a staggered manner.

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

5. The buckling-resistance 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 sheet strips (7-1) that are broken along the direction of the second built-in steel plate (2) and four layers of second perforated sheet strips (7-2) that are 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 in an alternating manner.

6. The buckling-resistance shear wall assembled with built-in staggered steel plates according to claim 5 is characterized by: The first five-layer perforated plate (8) comprises five layers of first perforated plates (8-1) disconnected along the direction of the second built-in steel plate (2) and five layers of second perforated plate strips (8-2) extending 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-resistance shear wall assembled with internal 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 an alternating manner.

8. The buckling-resistance shear wall assembled with built-in staggered steel plates according to claim 1 or 7, characterized in that: When the externally assembled steel restraint component is a five-layer restraint component, the externally assembled steel restraint component includes a second first layer perforated plate (11), a second second layer perforated plate (12), a second third layer perforated plate strip (13), a second fourth layer perforated plate (14) and a second fifth layer perforated plate (15); the second first layer perforated plate (11), the second second layer perforated plate (12), the second third layer perforated plate strip (13), the second fourth layer perforated plate (14) and the second fifth 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-resistance shear wall assembled with internal staggered steel plates according to claim 8 is characterized by: The second layer of perforated plates (11) comprises a layer of segmented perforated plates (11-1) along the direction of the second built-in steel plate (2) and a layer of full-length perforated plates (11-2) along the direction of the first built-in steel plate (1), wherein the layer of segmented perforated plates (11-1) and the layer of full-length perforated plates (11-2) are arranged alternately and welded at the intersection; The second two-layer perforated plate (12) comprises 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), and the two layers of full-length 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 full-length 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 full-length 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 buckling-resistance shear wall assembled with internal staggered steel plates according to claim 9 is characterized in that: The second fifth-layer perforated plate (15) and the second first-layer perforated plate (11) both further include channel steel (16), Channel steels (16) are welded to the ends of the five-layer full-length perforated plate (15-1) and the five-layer segmented perforated plate (15-2) and the joints between the two, and the channel steels (16) at the joints between the two are welded to each other; Channel steels (16) are welded to the ends of a layer of segmented perforated plate (11-1) and a layer of continuous perforated plate (11-2) as well as the connection between the two, and the channel steels (16) at the connection between the two are welded to each other.

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