An inner-arch steel frame-composite steel plate shear wall and a method for installing the same

Abstract

The application discloses an inner-arch type steel frame-combined steel plate shear wall and a mounting method thereof, which comprises a column, a beam and a shear wall. The column is arranged at the left and right ends of the shear wall, and the beam is arranged at the upper and lower ends of the shear wall. The shear wall comprises a butterfly-shaped plate, the butterfly-shaped plate is mounted between the columns arranged oppositely on the same layer, energy dissipation members are mounted on the front and back sides of the center of the butterfly-shaped plate, respectively, a beam connecting plate is mounted between the butterfly-shaped plate and the beam, and the beam connecting plate adopts a sandwich plate structure. The application can improve the pinch phenomenon of the hysteresis curve caused by the out-of-plane buckling of the steel plate by utilizing the inner-arch effect, and can transfer the plastic hinge of the steel frame-combined steel plate shear wall from the steel frame beam to the inside of the combined steel plate shear wall, thereby significantly improving the bearing capacity, energy dissipation capacity and post-earthquake repairability of the steel frame-combined steel plate shear wall. Meanwhile, the energy dissipation members, the beam connecting plate and the combined steel plate shear wall form multiple defense lines under small earthquakes, medium earthquakes and large earthquakes in sequence, thereby significantly improving the seismic performance of the structure.

Description

Technical Field

[0001] This invention relates to a shear wall and its installation method, and more particularly to an internally arched steel frame-composite steel plate shear wall and its installation method. Background Technology

[0002] Under seismic forces, prefabricated steel plate shear walls transform the horizontal seismic loads they bear into oblique tensile and compressive forces on thin steel plates or shear forces on thick steel plates. Ultimately, the shear wall yields under load, dissipating the horizontal seismic load and forming the first line of defense against seismic forces for the main structural system. Existing research indicates that out-of-plane buckling of the steel plates is a key factor causing pinching of the hysteresis curve of steel plate shear walls, thus affecting their energy dissipation performance. Therefore, it is necessary to develop new prefabricated steel plate shear wall structural systems to improve the pinching phenomenon of the hysteresis curve of steel plate shear walls. In addition, to increase the seismic performance of steel frames, existing research designs energy-dissipating beam segments in steel frame beams to achieve the purpose of structural plastic hinge transfer. However, the appearance of plastic hinges in frame beams will lead to severe damage to the floor slabs, greatly increasing the difficulty and cost of structural repair. Green buildings throughout their entire life cycle should simultaneously meet the needs of human safety during earthquakes and the need for rapid recovery of structural function after earthquakes. Therefore, it is urgent to develop steel plate shear wall structural systems that combine high load-bearing capacity and recoverability. Summary of the Invention

[0003] Purpose of the invention: The purpose of this invention is to propose an internally arched steel frame-composite steel plate shear wall and its installation method, which can improve the hysteresis curve pinching phenomenon caused by out-of-plane buckling of the steel plate and significantly improve the load-bearing capacity of the steel frame-composite steel plate shear wall.

[0004] Technical solution: The present invention includes columns, beams and shear walls. The columns are set at the left and right ends of the shear wall, and the beams are set at the upper and lower ends of the shear wall. The shear wall includes a butterfly plate, which is installed between the columns arranged opposite each other on the same floor. Energy dissipation components are installed on the front and rear sides of the center of the butterfly plate. A beam connecting plate is installed between the butterfly plate and the beam. The beam connecting plate adopts a sandwich panel structure.

[0005] The butterfly plate includes a wing plate and a ring plate. The ring plate is located in the center of the butterfly plate, and energy-consuming components are installed on its front and rear sides respectively. A sealing plate is installed on the outside of the energy-consuming components.

[0006] The energy-dissipating components are made of low-yield-strength steel plates, and can serve as the first line of defense for steel frame composite steel plate shear walls under minor earthquakes.

[0007] The beam connecting plate is a sandwich panel made of double-layer steel plates and sandwich panels bonded together, and a reserved groove is provided at the intersection of the beam connecting plate and the butterfly plate.

[0008] The beam connecting plate and the butterfly plate are connected by a T-shaped stiffener.

[0009] The T-shaped stiffener is located at the intersection of the beam connecting plate and the flange of the butterfly plate.

[0010] Concrete slabs are symmetrically arranged on the front and rear sides of the butterfly-shaped plate and the beam connecting plate, and are fixedly connected by anchor bolts. The beam connecting plate can serve as a second line of defense against moderate earthquakes in the steel frame combined steel plate shear wall.

[0011] The gap between the T-shaped stiffener and the concrete slab is filled with caulking tape, preferably using filler with negative Poisson's ratio.

[0012] The beam is a steel frame beam, and the column is a steel frame column. Both ends of the steel frame beam are connected to the steel frame column through beam-column joints.

[0013] An installation method for an internally arched steel frame-composite steel plate shear wall includes the following steps:

[0014] S1. Assemble the steel frame columns on both sides, the butterfly plate and the energy-consuming components: Install the steel frame columns on both sides to the design position, install the butterfly plate between the steel frame columns on both sides, and arrange the energy-consuming components in pairs on both sides of the ring plate of the butterfly plate.

[0015] S2. Install beam connecting plates, T-shaped stiffeners and steel frame beams: Install the beam connecting plates to the upper and lower sides of the butterfly plate ring plate respectively, and make the butterfly plate embed into the reserved groove of the beam connecting plate. Install the T-shaped stiffeners in pairs at the intersection of the beam connecting plate and the butterfly plate wing plate. Install the steel frame beam on the top of the beam connecting plate.

[0016] S3. Install concrete slabs, sealing plates and caulking tape: Arrange concrete slabs symmetrically on both sides of the butterfly plate and beam connection plate, and fix them with anchor bolts. After installing the sealing plates symmetrically on both sides of the ring plate of the butterfly plate, install the caulking tape.

[0017] S4. After the installation of the structure on the same floor is completed, the next floor structure is installed on top of the structure on that floor, and the steel frame columns of the next floor structure are fixedly connected to the steel frame columns of the structure on that floor.

[0018] Beneficial effects:

[0019] (1) The present invention can promote the composite steel plate shear wall to achieve the ideal stress state of pure tension of steel plate and pure compression of concrete through the internal arch effect. It can improve the hysteresis curve pinching phenomenon caused by out-of-plane buckling of steel plate and significantly improve the bearing capacity of steel frame-composite steel plate shear wall.

[0020] (2) The beam connection plate in this invention has both energy dissipation capacity and load-bearing capacity and is easy to replace. It can transfer the plastic hinge of the steel frame-composite steel plate shear wall from the steel frame beam to the composite steel plate shear wall, avoiding the floor slab damage caused by the deformation of the steel frame beam, and significantly improving the post-earthquake recoverability of the overall structure.

[0021] (3) The energy-dissipating components in this invention are low-yield-strength steel plates. In addition to being easy to replace and improving the energy dissipation capacity of the shear wall, they can also form the first line of defense of the steel frame-composite steel plate shear wall against minor earthquakes. The beam connection plate can form the second line of defense of the steel frame-composite steel plate shear wall against moderate earthquakes. The butterfly plate and the steel frame work together to ensure that the steel frame-composite steel plate shear wall does not collapse under strong earthquakes. Therefore, the steel frame-steel plate shear wall has multiple defense features of "replacing energy-dissipating components in minor earthquakes, replacing beam connection plates in moderate earthquakes, and replacing composite steel plate shear walls in major earthquakes", which can significantly improve the seismic toughness of the prefabricated steel plate shear wall structure.

[0022] (4) All components of the internal arch steel frame-combined steel plate shear wall designed in this invention can be prefabricated in the factory and are easy to assemble on site. Attached Figure Description

[0023] Figure 1 This is a schematic diagram of the overall structure of the present invention;

[0024] Figure 2 This is a schematic diagram of the butterfly plate of the present invention;

[0025] Figure 3 This is a structural schematic diagram of the beam connection plate of the present invention;

[0026] Figure 4 This is a schematic diagram of the connection between the beam connecting plate and the butterfly plate of the present invention;

[0027] Figure 5 This is a structural schematic diagram of the beam-column joint of the present invention;

[0028] Figure 6 This is a schematic diagram of the connection between the steel frame beam and the beam connecting plate of the present invention;

[0029] Figure 7 This is a schematic diagram of the connection between the steel frame column and the butterfly plate of the present invention;

[0030] Figure 8 This is a schematic diagram of the concrete slab structure of the present invention;

[0031] Figure 9 This is a schematic diagram showing the connection between the energy-consuming component and the butterfly plate of the present invention. Detailed Implementation

[0032] The invention will now be further described with reference to the accompanying drawings.

[0033] like Figures 1 to 9 As shown, the present invention includes steel frame columns 1, steel frame beams 2, beam-column joints 3, and composite steel plate shear walls 4. The steel frame columns 1 are located at the left and right ends of the composite steel plate shear walls 4; the steel frame beams 2 are located at the upper and lower ends of the composite steel plate shear walls 4. The two ends of the steel frame beams 2 are respectively connected to the steel frame columns 1 through beam-column joints 3. The composite steel plate shear walls 4 are connected to the steel frame columns 1 and the steel frame beams 2 through connecting accessories.

[0034] like Figures 2 to 4 As shown, the composite steel plate shear wall 4 includes a butterfly plate 41, energy-dissipating components 42, beam connection plates 43, T-shaped stiffeners 44, a concrete slab 45, caulking strips 46, and sealing plates 47. The butterfly plates 41 are arranged between the steel frame columns 1 arranged opposite each other on the same floor, and are fixedly connected to the flanges of the steel frame columns 1 by angle steel, as shown. Figure 7 As shown; the butterfly-shaped plate 41 includes a wing plate and a ring plate, and energy-dissipating components 42 are installed on the front and rear sides of the ring plate, such as... Figure 9 As shown, the energy-consuming component 42 is made of low-yield-strength steel plate. A beam connection plate 43 is installed between the butterfly plate 41 and the steel frame beam 2. The beam connection plate 43 and the butterfly plate 41 are connected by T-shaped stiffeners 44 and bolts. The beam connection plate 43 and the steel frame beam 2 are fixedly connected by bolts and angle steels arranged in pairs on both sides of the beam connection plate 43. Figure 6 As shown, concrete plates 45 are symmetrically arranged on the front and rear sides of the butterfly plate 41 and the beam connecting plate 43, and are fixedly connected by anchor bolts. The sealing plate 47 is located on both sides of the ring plate of the butterfly plate 41 and is fixedly connected to the energy dissipation component 42 by bolts.

[0035] like Figure 3 As shown, the beam connecting plate 43 is a sandwich panel made of double-layer cold-formed thick-walled steel plate 431 and sandwich plate 432 bonded together. A pre-reserved groove 433 is provided at the intersection of the beam connecting plate 43 and the butterfly plate 41. Furthermore, for ease of installation, the corners at both ends of the beam connecting plate 43 are cut off, with the cut width b and depth t matching the flange width and thickness of the T-shaped stiffener 44, respectively. The T-shaped stiffener 44 is located at the intersection of the flanges of the beam connecting plate 43 and the butterfly plate 41, and is fixedly connected to the flanges of the butterfly plate 41 with bolts. The gap between the T-shaped stiffener 44 and the concrete slab 45 is filled with a sealant 46. The sealant 46 preferably uses fillers with negative Poisson's ratio properties, such as... Figure 8 As shown.

[0036] like Figure 5As shown, the steel frame columns 1 and steel frame beams 2 can be made of hot-rolled I-beams, hot-rolled H-beams, or H-shaped or I-shaped cross-section members formed by combining steel and other materials; bolt holes are pre-drilled in the flanges and webs of both steel frame columns 1 and steel frame beams 2. Adjacent steel frame columns 1 in the same vertical direction are connected by connecting plates 34. The beam-column joint 3 includes a T-shaped plate 31, which is located at the upper and lower flanges of the steel frame beam 2, and the flanges of the T-shaped plate 31 are tightly attached to the flanges of the steel frame beam 2 and fixedly connected by bolts; angle steels are arranged in pairs on both sides of the webs of the T-shaped plate 31 and the steel frame beam 2, and the steel frame columns 1, T-shaped plates 31 and steel frame beams 2 are fixedly connected by bolts.

[0037] The energy-dissipating component 42 in this invention can serve as the first line of defense for the steel frame composite steel plate shear wall under minor earthquakes. The beam connection plate 43 can serve as the second line of defense for the steel frame composite steel plate shear wall against moderate earthquakes. It can also transfer the plastic hinge of the steel frame composite shear wall from the frame beam to the composite shear wall, avoiding floor damage caused by the deformation of the frame beam and significantly improving the post-earthquake repairability of the steel frame composite steel plate shear wall. The butterfly plate 41 serves as the third line of defense for the steel frame composite steel plate shear wall. Its synergistic effect with the steel frame columns and steel frame beams can ensure that the structure will not collapse under strong earthquakes.

[0038] The installation method of the present invention includes the following steps:

[0039] S1. Assemble the steel frame columns 1 on both sides, the butterfly plate 41 and the energy-consuming component 42;

[0040] S11. Install the two steel frame columns 1 into the designed positions and make the flanges of the two steel frame columns 1 face each other;

[0041] S12. After installing the butterfly plate 41 between the two steel frame columns 1, arrange the angle steel in pairs on both sides of the butterfly plate 41, and fix the butterfly plate 41 to the flanges of the two steel frame columns 1 with bolts.

[0042] S13. The energy-consuming components 42 are arranged in pairs on both sides of the ring plate of the butterfly plate 41 and fixedly connected by bolts;

[0043] S2, mounting beam connecting plate 43, T-shaped stiffener 44 and steel frame beam 2;

[0044] S21. Install the two beam connecting plates 43 onto the upper and lower positions of the butterfly plate 41 ring plate, respectively, and embed the butterfly plate 41 into the reserved groove 433 of the beam connecting plate 43. Install the T-shaped stiffeners 44 in pairs at the intersection of the beam connecting plate 43 and the wing plate of the butterfly plate 41, and fix the T-shaped stiffeners 44, the beam connecting plate 43 and the wing plate of the butterfly plate 41 with bolts.

[0045] S22. Install the T-shaped plate 31 in the designed position, and after fixing the web of the T-shaped plate 31 to the beam connecting plate 43 and the flange of the butterfly plate 41 with bolts, install the steel frame beam 2 above the T-shaped plate 31.

[0046] S23. Arrange the angle steels in pairs on both sides of the beam connecting plate 43, and fix the beam connecting plate 43 to the flange of the steel frame beam 2 with bolts.

[0047] S3. Install angle steel, concrete slab 45, sealing plate 47 and joint tape 46;

[0048] S31. After arranging the angle steel in pairs on both sides of the web of the T-shaped plate 31, the bolts are then passed through the web of the T-shaped plate 31, the cold-formed thick-walled steel plate 431 on one side of the reserved groove 433 of the beam connecting plate 43, the wing plate of the butterfly plate 41, and the cold-formed thick-walled steel plate 431 on the other side of the reserved groove 433 and then fixedly connected.

[0049] S32. Concrete slabs 45 are symmetrically arranged on both sides of the butterfly plate 41 and the beam connection plate 43, and fixedly connected by anchor bolts.

[0050] S33. Arrange the sealing plate 47 symmetrically on both sides of the ring plate of the butterfly plate 41, and fix it to the energy dissipation component 42 with bolts, and then install the caulking tape 46.

[0051] S4. Install connecting plate 34 and angle steel;

[0052] S41. After installing the upper steel frame column to the design position, install the connecting plate 34 at the bottom of the upper steel frame column and the top of the lower steel frame column, and connect the upper and lower steel frame columns 1 with bolts.

[0053] S42. Arrange the angle steels in pairs on both sides of the web of the steel frame beam 2, and fix the adjacent steel frame columns 1 and steel frame beam 2 with bolts. Complete the installation of beam-column node 3 based on steps S2 and S3.

[0054] This invention utilizes the internal arching effect to mitigate the hysteresis curve pinching phenomenon caused by out-of-plane buckling of the steel plate, and transfers the plastic hinge of the steel frame composite steel plate shear wall from the steel frame beam to the interior of the composite steel plate shear wall, significantly improving the load-bearing capacity, energy dissipation capacity, and post-earthquake repairability of the steel frame composite steel plate shear wall. Simultaneously, the energy dissipation components, beam connection plates, and composite steel plate shear walls in this invention sequentially form multiple lines of defense for the steel frame composite steel plate shear wall under minor, moderate, and major earthquakes, significantly improving the seismic toughness of the prefabricated steel plate shear wall structure. Furthermore, all components in the internal arched steel frame composite steel plate shear wall designed in this invention can be prefabricated in the factory, simplifying on-site assembly.

Claims

1. An inner-arch type steel frame-composite steel plate shear wall comprising a column, a beam and a shear wall, the column being provided at both left and right ends of the shear wall, and the beam being provided at both upper and lower ends of the shear wall, characterized in that, The shear wall comprises a butterfly-shaped plate, which is installed between columns arranged oppositely in the same layer, energy dissipation members are respectively installed on the front and back sides of the butterfly-shaped plate, and a beam connecting plate is installed between the butterfly-shaped plate and a beam, wherein the beam connecting plate adopts a sandwich plate structure; The butterfly-shaped plate comprises a wing plate and a ring plate, the ring plate is located in the center of the butterfly-shaped plate, energy dissipation members are respectively installed on the front and back sides of the ring plate, and a sealing plate is installed on the outside of the energy dissipation members; the energy dissipation members adopt low-yield-strength steel plates; the beam connecting plate adopts a sandwich plate formed by bonding double-layer steel plates and a sandwich plate, and a reserved groove is arranged at the intersection position of the beam connecting plate and the butterfly-shaped plate; The energy dissipation members serve as the first line of defense of the steel frame combined steel plate shear wall under the action of small earthquakes; the beam connecting plate serves as the second line of defense of the steel frame combined steel plate shear wall against medium earthquakes, and it shifts the plastic hinge of the steel frame combined shear wall from the frame beam to the combined shear wall; the butterfly-shaped plate serves as the third line of defense of the steel frame combined steel plate shear wall, which, in cooperation with the steel frame column and the steel frame beam, ensures that the structure will not collapse under the action of strong earthquakes.

2. The inner-arched steel frame-composite steel plate shear wall according to claim 1, characterized in that, The beam connecting plate and the butterfly-shaped plate are connected through a T-shaped stiffener.

3. The inner-arched steel frame-composite steel plate shear wall according to claim 2, characterized in that, The T-shaped stiffener is located at the intersection position of the beam connecting plate and the wing plate of the butterfly-shaped plate.

4. The inner-arched steel frame-composite steel plate shear wall according to claim 3, characterized in that, Concrete plates are symmetrically arranged on the front and back sides of the butterfly-shaped plate and the beam connecting plate and are fixedly connected through anchor bolts.

5. The inner-arched steel frame-composite steel plate shear wall according to claim 4, characterized in that, The gap between the T-shaped stiffener and the concrete plate is filled with a caulking tape.

6. The inner-arched steel frame-composite steel plate shear wall according to claim 1, wherein, The beam is a steel frame beam, the column is a steel frame column, and the two ends of the steel frame beam are respectively connected with the steel frame column through a beam-column joint.

7. The installation method of the inner-arch type steel frame-composite steel plate shear wall according to any one of claims 1-6, characterized in that, The method comprises the following steps: S1, assembling the steel frame columns on both sides, the butterfly-shaped plate and the energy dissipation members: installing the steel frame columns on both sides to the designed positions, installing the butterfly-shaped plate between the steel frame columns on both sides, and arranging the energy dissipation members on both sides of the ring plate of the butterfly-shaped plate; S2, installing the beam connecting plate, the T-shaped stiffener and the steel frame beam: installing the beam connecting plate to the upper and lower sides of the ring plate of the butterfly-shaped plate, respectively, embedding the butterfly-shaped plate in the reserved groove of the beam connecting plate, installing the T-shaped stiffener at the intersection position of the beam connecting plate and the wing plate of the butterfly-shaped plate, and installing the steel frame beam on the top of the beam connecting plate; S3, installing the concrete plate, the sealing plate and the caulking tape: symmetrically arranging the concrete plate on both sides of the butterfly-shaped plate and the beam connecting plate and fixedly connecting the same through anchor bolts, symmetrically installing the sealing plate on both sides of the ring plate of the butterfly-shaped plate, and then installing the caulking tape; S4, after the structure in the same layer is installed, continuing to install the structure in the next layer on the top of the structure in the layer, and fixedly connecting the steel frame columns of the structure in the next layer with the steel frame columns of the structure in the layer.

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