A viscoelastic steel frame-shear wall structure

Abstract

This invention provides a viscoelastic steel frame-shear wall structure, comprising: a steel frame including multiple steel columns perpendicular to the ground, multiple floor slabs with openings perpendicular to the steel columns, and steel beams disposed below the floor slabs; a shear wall vertically disposed within the openings; and multiple viscoelastic connection nodes disposed between the shear wall and the steel beams for connecting the shear wall and the steel beams, each node including an embedded plate anchored in the shear wall, an overhanging plate connected to the embedded plate, a beam end force transmission plate connected to the steel beam, and a viscoelastic damping interlayer connected to both the beam end force transmission plate and the overhanging plate.

Description

Technical Field

[0001] This invention belongs to the field of civil engineering structural engineering technology, specifically relating to a viscoelastic steel frame-shear wall structure. Background Technology

[0002] Frame-shear wall structures, exhibiting a combined bending-shear deformation pattern, combine the advantages of both bending and shear deformation modes and are widely used in practice. In most cases, the shear deformation unit (steel frame portion) in the combined bending-shear system bears most of the vertical load. Under seismic loading, the floor acceleration response of this load-bearing unit is the main cause of structural inertial forces. Under normal circumstances, the horizontal inertial force of the shear deformation unit is transferred to the bending deformation unit (shear wall portion) through the rigid floor slab, causing the latter to bear most of the equivalent lateral force in the elastic stage. For general frame-shear wall structures, the base shear force borne by the shear wall in the elastic stage often exceeds 95% of the total bottom shear force, constituting a controlling factor in its structural design. Furthermore, since both bending and shear deformation units rely on the rigid floor slab to transfer horizontal forces, the connection stiffness (integrity) between the floor slab and the two lateral resisting units must be ensured during structural construction. This requirement presents two problems: firstly, it is not conducive to improving the prefabrication and assembly degree of the structure; secondly, under a major earthquake, excessive rotation at the ends of the shear wall coupling beams can easily cause uncontrollable damage to the coupling beams and floor slabs. Scholars both domestically and internationally have proposed a separated load-bearing and lateral-resistance structural system. Typical implementations include: hinged connections at the ends of the frame beams connected to the shear walls; and the use of low-stiffness, high-damping "weak structures" such as "buckling-restrained braces + lateral rubber bearings" or "friction dampers + lateral rubber bearings" to achieve the connection between the shear walls and the frame. Currently, existing implementations generally suffer from three problems: 1) they cannot effectively reduce the internal force requirements of the shear walls under minor earthquakes; 2) the shear walls cannot bear the vertical loads of the floors, leading to an increased structural design burden on the floor system; and 3) the separated connection between the shear walls and the frame is prone to residual deformation after earthquakes. To solve these problems, there is an urgent need to develop a frame-shear wall structural system with a novel connection method. Summary of the Invention

[0003] This invention was made to solve the above-mentioned problems, and its purpose is to provide a viscoelastic connection steel frame-shear wall structure.

[0004] This invention provides a viscoelastic steel frame-shear wall structure, characterized by: a steel frame including multiple steel columns perpendicular to the ground, multiple floor slabs with openings perpendicular to the steel columns, and steel beams disposed below the floor slabs; a shear wall vertically disposed within the openings; and multiple viscoelastic connection nodes disposed between the shear wall and the steel beams for connecting the shear wall and the steel beams, each including an embedded plate anchored in the shear wall, an overhanging plate connected to the embedded plate, a beam end force transmission plate connected to the steel beam, and a viscoelastic damping interlayer connected to both the beam end force transmission plate and the overhanging plate.

[0005] In the viscoelastic connection steel frame-shear wall structure provided by the present invention, it may also have the following feature: wherein the beam end force transmission plate includes a fixed plate connected to the steel beam and three beam end extension plates vertically arranged on the fixed plate, the extension plates including two wall end extension plates.

[0006] The viscoelastic connection steel frame-shear wall structure provided by the present invention may also have the following features: the beam end overhang plate and the wall end overhang plate are provided with matching elongated holes, the viscoelastic damping interlayer is filled between the beam end overhang plate and the wall end overhang plate, and the shear bolts pass through the elongated holes for through-hole connection.

[0007] In the viscoelastic connection steel frame-shear wall structure provided by the present invention, it may also have the following features: wherein the viscoelastic damping interlayer includes four parallel filling plates, the filling plates are made of viscoelastic damping material, and the filling plates are provided with elongated holes for through-hole connection with the beam end overhang plates and the wall end overhang plates. Each wall end overhang plate is placed between two adjacent beam end overhang plates, and four filling spaces are formed between the three beam end overhang plates and the two wall end overhang plates. Each filling space is filled with a filling plate, and then through-hole connection is made by shear bolts passing through the elongated holes on the beam end overhang plates, the wall end overhang plates and the filling plates.

[0008] The viscoelastic connection steel frame-shear wall structure provided by the present invention may also have the following feature: deformation space is left between the shear wall and both ends of the opening.

[0009] The viscoelastic connection steel frame-shear wall structure provided by the present invention may also have the following feature: wherein the beam end force transmission plate is connected to the steel beam by bolts.

[0010] The viscoelastic connection steel frame-shear wall structure provided by the present invention may also have the following feature: the embedded plate and the overhang plate are connected by bolts.

[0011] The role and effect of invention

[0012] According to the viscoelastic connection steel frame-shear wall structure of the present invention, the shear wall and the steel frame are connected by viscoelastic connection nodes. During an earthquake, a relative horizontal displacement occurs between the shear wall and the steel frame under seismic loading. This relative horizontal displacement causes shear deformation in the viscoelastic connection nodes, thereby achieving shear hysteresis energy dissipation. The viscoelastic connection nodes between the shear wall and the steel frame can release structural flexibility and increase structural damping, while significantly controlling the floor acceleration response of the structure under seismic loading, reducing seismic damage to non-structural components, especially acceleration-sensitive non-structural components. Furthermore, it can reduce the displacement response of the structure under seismic loading to a certain extent, coordinating the seismic internal force requirements of the steel frame and the shear wall. In addition, in this invention, the floor slab is not integrally cast with the shear wall, and the steel beams are not anchored within the shear wall. Therefore, the shear wall, steel beams, steel columns, floor slabs, and viscoelastic connection nodes of this invention can all be prefabricated in the factory and installed on-site, effectively improving the efficiency of structural fabrication and installation and the precision of the finished product. Attached Figure Description

[0013] Figure 1 This is a schematic diagram of the overall structure of the viscoelastic connected steel frame-shear wall structure in an embodiment of the present invention;

[0014] Figure 2 This is a schematic diagram of the steel frame structure in an embodiment of the present invention;

[0015] Figure 3 This is a front view of the connection structure between steel beams, floor slabs, shear walls and viscoelastic connection nodes in an embodiment of the present invention;

[0016] Figure 4 This is a top view of the connection structure between steel beams, floor slabs, shear walls and viscoelastic connection nodes in an embodiment of the present invention;

[0017] Figure 5 This is a 3D view of the connection structure between steel beams, floor slabs, shear walls and viscoelastic connection nodes in an embodiment of the present invention;

[0018] Figure 6 This is a schematic diagram of the composition structure of the viscoelastic connection node in an embodiment of the present invention;

[0019] Figure 7 This is a schematic diagram of the beam-end force transmission plate in an embodiment of the present invention;

[0020] Figure 8 This is a schematic diagram of the structure of the embedded plate and the extended plate in an embodiment of the present invention. Detailed Implementation

[0021] To make the technical means, creative features, objectives and effects of the present invention easy to understand, the following embodiments, in conjunction with the accompanying drawings, specifically illustrate the viscoelastic connection steel frame-shear wall structure of the present invention.

[0022] <Example>

[0023] Figure 1 This is a schematic diagram of the overall structure of the viscoelastic connected steel frame-shear wall structure in an embodiment of the present invention. Figure 2 This is a schematic diagram of the steel frame structure in an embodiment of the present invention.

[0024] like Figure 1 and Figure 2 As shown, the viscoelastic connected steel frame-shear wall structure 100 of this embodiment includes a steel frame 10, a shear wall 20, and a viscoelastic connection node 30.

[0025] The steel frame 10 includes multiple steel columns 11 perpendicular to the ground, multiple floor slabs 12 with openings 40 perpendicular to the steel columns 11, and steel beams 13 located below the floor slabs 12.

[0026] In this embodiment, an eight-story steel frame 10 is composed of four steel columns 11 and eight floor slabs 12. The steel frame 10 corresponds to the main building space, bears the vertical (floor) load, and has a large lateral flexibility.

[0027] Figure 3 This is a front view of the connection structure between steel beams, floor slabs, shear walls, and viscoelastic connection nodes in an embodiment of the present invention. Figure 4 This is a top view of the connection structure between steel beams, floor slabs, shear walls, and viscoelastic connection nodes in an embodiment of the present invention. Figure 5 This is a 3D view of the connection structure between steel beams, floor slabs, shear walls and viscoelastic connection nodes in an embodiment of the present invention.

[0028] like Figures 3-5 As shown, the shear wall 20 is vertically installed within the opening 40. In this embodiment, the shear wall is a reinforced concrete shear wall, which has a large lateral stiffness and serves as the main lateral resisting unit of the structure.

[0029] The floor slab 12 and the shear wall 20 are not integrally cast, and deformation space 41 is left at both ends of the opening 40 on the shear wall 20 and the floor slab 12.

[0030] Figure 6 This is a schematic diagram of the composition structure of the viscoelastic connection node in an embodiment of the present invention.

[0031] like Figure 6As shown, multiple viscoelastic connection nodes 30 are disposed between the shear wall 20 and the steel beam 13 to connect the shear wall 20 and the steel beam 13. Each node includes an embedded plate 31 anchored in the shear wall 20, an overhang plate 32 connected to the embedded plate 31, a beam end force transmission plate 33 connected to the steel beam 13, and a viscoelastic damping interlayer 34 connected to both the beam end force transmission plate 33 and the overhang plate 32.

[0032] Figure 7 This is a schematic diagram of the beam end force transmission plate in an embodiment of the present invention.

[0033] like Figure 7 As shown, the beam end force transmission plate 33 includes a fixed plate 331 and three beam end extension plates 332 vertically arranged on the fixed plate 331. The fixed plate 331 is provided with screw holes, and the fixed plate 331 is fixedly connected to the steel beam 13 through the screw holes and bolts 333.

[0034] In this embodiment, the embedded plate 31 and the extended plate 32 are disposed on one side of the shear wall 20 as shear-resistant components. Figure 8 This is a schematic diagram of the structure of the embedded plate and the extended plate in an embodiment of the present invention.

[0035] like Figure 8 As shown, in this embodiment, the embedded plate 31 includes a first fixed filling plate 311 and two wall filling plates 312 vertically arranged on the first fixed filling plate 311 for anchoring within the shear wall 20. The extended plate 32 includes a second fixed filling plate 321 and two wall end extended plates 322 vertically arranged on the second fixed filling plate 321. The first fixed filling plate 311 and the second fixed filling plate 321 are each provided with corresponding screw holes. The embedded plate 31 and the extended plate 32 are fixedly connected by bolts 323 through the screw holes.

[0036] Both the beam end overhang plate 332 and the wall end overhang plate 322 are provided with matching elongated holes 50. The viscoelastic damping interlayer 34 is filled between the beam end overhang plate 332 and the wall end overhang plate 322, and is connected by shear bolts 60 passing through the elongated holes 50.

[0037] The viscoelastic damping interlayer 34 includes four parallel filler plates 341. The filler plates 341 are made of viscoelastic damping material. The filler plates 341 are provided with elongated holes 50 for through-connection with the beam end overhang plate 332 and the wall end overhang plate 322. The elongated holes 50 on the filler plates 341, the beam end overhang plate 332, and the wall end overhang plate 322 are matched with each other.

[0038] Each wall end overhang plate 322 is placed between two adjacent beam end overhang plates 332. The three beam end overhang plates 322 and the two wall end overhang plates 322 form four filling spaces. Each filling space is filled with a filling plate 341. Shear bolts 60 are then used to pass through the elongated holes 50 on the beam end overhang plates 332, the wall end overhang plates 322 and the filling plate 341 for perforation connection.

[0039] In this embodiment, the working principle of the viscoelastic connected steel frame-shear wall structure 100 is as follows:

[0040] Deformation space 41 is left between both ends of the shear wall 20 and the opening 40. When vibration occurs, the wall end overhang plate 322 and the beam end overhang plate 332 can generate horizontal relative displacement, which in turn drives the viscoelastic damping interlayer 34 to undergo shear deformation and provide energy dissipation.

[0041] The shear bolt 60 passes through the elongated hole 50 on the beam end overhang plate 332, the wall end overhang plate 322, and the filling plate 341 for through connection. The shear bolt 60 can limit the vertical relative displacement between the beam end overhang plate 332 and the wall end overhang plate 322, so that the shear force at the end of the steel beam 13 is transferred to the overhang plate 32 and the embedded plate 31, and then to the shear wall 20. The vertical shear force is transferred through the viscoelastic connection node 30, so that the shear wall 20 can bear part of the vertical load of the floor.

[0042] Under horizontal load, the relative displacement between the shear wall 20 and the steel frame 10 is released. This relative displacement corresponds to the shear deformation of the viscoelastic damping interlayer 34. Therefore, the overall flexibility of the viscoelastic connected steel frame-shear wall structure 100 in this embodiment is large, and the structural damping is significantly higher than that of the traditional frame-shear wall structure.

[0043] The role and effect of the embodiments

[0044] According to the viscoelastic steel frame-shear wall structure involved in this embodiment, the shear wall and the steel frame are connected by viscoelastic connection nodes. When an earthquake occurs, a relative horizontal displacement will occur between the shear wall and the steel frame under seismic action. This relative horizontal displacement will cause shear deformation of the viscoelastic connection nodes, thereby realizing shear hysteretic energy dissipation at the nodes. The viscoelastic connection nodes between the shear wall and the steel frame can release structural flexibility and increase structural damping. At the same time, it can significantly control the floor acceleration response of the structure under seismic action, reduce seismic damage to non-structural components, especially acceleration-sensitive non-structural components; and, to a certain extent, it can reduce the displacement response of the structure under seismic action and coordinate the seismic internal force requirements of the steel frame and the shear wall. In addition, in this embodiment, the floor slab is not integrally cast with the shear wall, and the steel beam is not anchored within the shear wall. Therefore, the shear wall, steel beam, steel column, floor slab, and viscoelastic connection nodes in this embodiment can all be prefabricated in the factory and installed on site, which can effectively improve the efficiency of structural fabrication and installation and the accuracy of finished products.

Claims

1. A viscoelastic connected steel frame-shear wall structure, characterized by, The steel frame comprises a plurality of steel columns arranged vertically to the ground, a plurality of floors provided with openings and arranged vertically to the steel columns, and a steel beam arranged below the floors; the shear wall is arranged vertically in the openings; a plurality of viscoelastic connecting nodes are arranged between the shear wall and the steel beam for connecting the shear wall and the steel beam, each of which comprises a pre-embedded plate anchored in the shear wall, an overhanging plate connected to the pre-embedded plate, a beam-end force transmission plate connected to the steel beam, and a viscoelastic damping interlayer connected to the beam-end force transmission plate and the overhanging plate at the same time. The beam-end force transmission plate comprises a fixed plate connected to the steel beam and three beam-end overhanging plates arranged vertically on the fixed plate. The overhanging plate comprises two wall-end overhanging plates. The beam-end overhanging plates and the wall-end overhanging plates are each provided with a matching long circular hole, and the viscoelastic damping interlayer is arranged between the beam-end overhanging plates and the wall-end overhanging plates and is connected by shear bolts passing through the long circular holes. The viscoelastic damping interlayer comprises four filler plates arranged in parallel, the filler plates are made of viscoelastic damping material, and the filler plates are provided with long circular holes for perforated connection with the beam-end overhanging plates and the wall-end overhanging plates. Each of the wall-end overhanging plates is arranged between two adjacent beam-end overhanging plates. The three beam-end overhanging plates and the two wall-end overhanging plates form four charging spaces, each of which is filled with one of the filler plates, and the shear bolts pass through the long circular holes of the beam-end overhanging plates, the wall-end overhanging plates, and the filler plates at the same time.

2. The viscoelastic connecting steel frame-shear wall structure according to claim 1, wherein: deformation spaces are left between the shear wall and both ends of the openings.

3. The viscoelastic connecting steel frame-shear wall structure according to claim 1, wherein: the beam-end force transmission plate is connected to the steel beam by bolts.

4. The viscoelastic connecting steel frame-shear wall structure according to claim 1, wherein: the pre-embedded plate and the overhanging plate are connected by bolts. ​ wherein ​ ​ wherein ​ ​ wherein ​

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