CN205653916U - Energy dissipation shock attenuation that allies oneself with limb shear force wall links beam construction - Google Patents

Abstract

The utility model discloses an energy-dissipating and shock-absorbing connecting beam structure of a combined-limb shear wall. The connecting beam structure includes two beam sections respectively extending from opposite sides of two adjacent wall limbs; The axes coincide, and there is a lead viscoelastic damper between them, and the two ends of the lead viscoelastic damper are fixedly connected to the ends of the two beam sections respectively; the lead viscoelastic damper includes a restraint steel plate , a shearing steel plate and at least one columnar lead core, the constrained steel plate and the shearing steel plate are stacked alternately in sequence, and a composite viscoelastic layer is arranged between each shearing steel plate and its adjacent constrained steel plate; the composite viscoelastic The layer is composed of viscoelastic material layers and thin steel plates that are alternately laminated and connected together. The constrained steel plate, the sheared steel plate and the composite viscoelastic layer.

Description

An energy-dissipating and shock-absorbing coupling-beam structure for combined shear walls

technical field

The utility model relates to a structural member of a building, in particular to an elongated structural member for load bearing.

Background technique

The shear wall structure is a common structural form in high-rise buildings. When the shear wall has one or more large openings along the vertical direction, the integrity of the shear wall section has been destroyed due to the large openings. The section deformation of the shear wall no longer conforms to the plane section assumption. At this time, the shear wall becomes a combined shear wall composed of a series of wall piers constrained by coupling beams. A joint wall with a row of openings is called a double-limb wall, and when there are multiple rows of openings, it is called a multi-limb wall. In order to ensure the ductility of the combined shear wall structure, it is required to follow the principle of "strong wall and weak connecting beam" in the design. The connecting beam and the wall will work together under normal use and frequent earthquakes, providing the combined shear wall structure with Sufficient lateral stiffness, the coupling beam enters the yield stage before the wall pier to dissipate seismic energy under fortification earthquakes or rare earthquakes, improving structural ductility and protecting the safety of the main structure.

The failure mode of the coupling beam under the earthquake is mainly divided into ductile failure and brittle failure. In order to ensure that the coupling beam can effectively play the role of ductility and energy consumption, the coordination of stiffness and ductility of the coupling beam increases the difficulty of design and construction. If the coupling beam fails brittle It will greatly reduce the lateral stiffness of the combined shear wall and bring safety hazards to the structure. In order to ensure the ductility of the traditional combined shear wall structure, it is necessary to sacrifice the connecting beams in the main structure. In actual engineering, the connecting beams have poor energy dissipation effect, and the post-earthquake repair is difficult and expensive.

With the development and application of energy dissipation and shock absorption technology, many scholars at home and abroad have installed energy dissipation and shock absorption devices in the shear wall coupling beams, and the bending deformation of the wall piers is transmitted to the coupling beams to cause corresponding deformation of the coupling beams. Furthermore, the shock absorbing device generates shear hysteretic deformation to dissipate the energy input by the earthquake into the main structure, and protect the safety of the main structure. At present, most of the damping devices installed at the coupling beams use metal shear type dampers. However, under the long-term reciprocating load, especially under the wind load, the metal shear damper has poor fatigue resistance, and the stress mechanism at the connecting beam is more complicated. It is easy to be unstable and damaged under the combined action of shearing.

Contents of the invention

The technical problem to be solved by the utility model is to provide an energy-dissipating and shock-absorbing coupling beam structure of a combined shear wall. The coupling beam structure has the advantages of high energy consumption efficiency and easy repair after an earthquake.

The technical scheme that the utility model solves the problems of the technologies described above is:

An energy-dissipating and shock-absorbing coupling beam structure of a joint shear wall, characterized in that, the coupling beam structure includes two beam sections respectively extending from the opposite sides of two adjacent wall columns; the two beam sections The axes coincide, and a lead viscoelastic damper is arranged between them, and the two ends of the lead viscoelastic damper are respectively fixedly connected to the ends of the two beam sections;

The lead-core viscoelastic damper includes restraint steel plates, shear steel plates and at least one columnar lead core, the restraint steel plates and the shear steel plates are stacked alternately in sequence, and each shear steel plate and its adjacent restraint steel plates are provided with There is a composite viscoelastic layer; the composite viscoelastic layer is composed of alternately stacked and connected viscoelastic material layers and thin steel plates, and the two sides of the composite viscoelastic layer are respectively connected to the adjacent constrained steel plate or sheared steel plate together; the columnar lead vertically traverses the constrained steel plate, the shear steel plate and the composite viscoelastic layer;

The restraining steel plate and the shearing steel plate of the lead core viscoelastic damper respectively extend in two opposite directions, and are respectively fixedly connected with the intermediate connectors arranged at the ends of the two beam sections through high-strength bolts.

The utility model has the following beneficial effects:

(1) The utility model utilizes the shearing and extrusion deformation of the columnar lead core of the lead core viscoelastic damper and the shear hysteresis deformation of the viscoelastic material to consume energy at the same time, and the energy consumption efficiency is higher.

(2) The lead core viscoelastic damper has good fatigue resistance under long-term wind load, and can generate shear deformation and dissipate energy under a small displacement, and has a good energy dissipation effect and can better Ensure the integrity of the structure and protect the safety of the main structure.

(3) The lead-core viscoelastic damper is connected to the two beam sections through high-strength bolts. Therefore, it is easy to install in actual engineering, does not affect the building function, and is easy to repair and replace after the earthquake.

Description of drawings

Fig. 1 is a structural schematic diagram of a specific embodiment of the present invention.

Figures 2 to 4 are structural schematic diagrams of the junction of two beam sections in the embodiment shown in Figure 1, wherein Figure 2 is the main view, Figure 3 is the A-A sectional view of Figure 2, and Figure 4 is an enlarged view of part I in Figure 3.

Fig. 5 is a schematic structural diagram of another specific embodiment of the present invention.

Figures 6 to 7 are schematic structural views of the junction of two beam sections in the embodiment shown in Figure 5, wherein Figure 6 is a front view, and Figure 7 is a B-B sectional view of Figure 6 .

8-9 are schematic structural views of the lead core viscoelastic damper in the third specific embodiment of the present invention, wherein FIG. 8 is the main view, and FIG. 9 is the C-C sectional view of FIG. 8 .

detailed description

example 1

Referring to Fig. 1, the connecting beam structure in this example includes two beam sections 2 extending from the opposite sides of two adjacent wall piers 1 respectively; the two beam sections 2 shown are made of reinforced concrete, and are connected to the two walls Limb 1 masonry as a whole. The axes of the two beam sections 2 are coincident, and a lead viscoelastic damper 3 is arranged between them, and the two ends of the lead viscoelastic damper 3 are respectively fixedly connected to the ends of the two beam sections 2 .

Referring to Figures 2-4, the lead core viscoelastic damper 3 includes 3 restraining steel plates 3-1, 2 shearing steel plates 3-2 and 4 columnar lead cores 3-4. The restraining steel plates 3-1 and the shearing steel plates 3-2 are stacked alternately in sequence, and a shearing steel plate 3-2 is sandwiched between each adjacent two restraining steel plates 3-1, and each shearing steel plate 3-2 A composite viscoelastic layer 3-3 is provided between the adjacent constraining steel plates 3-1; the composite viscoelastic layer 3-3 is composed of five layers of viscoelastic material layers 3-6 and Composed of four thin steel plates 3-7, the two sides of the composite viscoelastic layer 3-3 are vulcanized and connected with the adjacent constrained steel plates 3-1 or shear steel plates 3-2; the four columnar lead cores 3 -4 all vertically traverse the constrained steel plate 3-1, the shear steel plate 3-2 and the composite viscoelastic layer 3-3, and are evenly distributed on both sides of the horizontal centerline of the composite viscoelastic layer 3-3; each The two ends of a columnar lead core 3-4 are respectively fixed by the cover 3-5, and the cover 3-5 is fixed on the two outermost restraining steel plates 3-1.

Referring to Figures 2 and 3, the two beam sections 2 described above, wherein the end of the beam section 2 connected to the left side of the wall is provided with an intermediate connector 4 embedded in the beam section 2, which is connected to the right side of the wall Another intermediate connecting piece 4-1 pre-embedded in the beam section 2 is provided at the end of the connected beam section 2 . The restraining steel plate 3-1 of the lead core viscoelastic damper 3 extends to the intermediate connector 4, and the two are fixedly connected together by high-strength bolts; the shear steel plate 3-1 of the lead core viscoelastic damper 3 2 extends to the other intermediate connecting piece 4-1, and the two are fixedly connected together by high-strength bolts. The composite viscoelastic layer 3-3 of the fixed lead core viscoelastic damper 3 is perpendicular to the horizontal plane.

Example 2

Referring to Fig. 5, the two beam sections 2 in this example are made of H-shaped steel, and the two beam sections 2 are fixedly connected with the concealed columns 1-1 of the two adjacent wall piers 1 through high-strength bolts.

Referring to Figures 6-7, the ends of the two beam sections 2 are welded with connecting end plates 2-1, and the intermediate connector 4 and the other intermediate connector 4-1 are respectively connected to the two beams through high-strength bolts. The connecting end plate 2-1 of segment 2 is fixedly connected. The two columnar lead cores 3-4 of the lead viscoelastic damper 3 are evenly distributed on both sides of the horizontal center line of the composite viscoelastic layer 3-3.

Other implementations of this example other than the above are the same as Example 1.

Example 3

Referring to Figures 8-9, the number of columnar lead cores 3-4 of the lead core viscoelastic damper 3 in this example is 1, and the columnar lead cores 3-4 are along the vertical centerline of the composite viscoelastic layer 3-3 Going through the constrained steel plate 3-1, the sheared steel plate 3-2 and the composite viscoelastic layer 3-3, the constrained steel plate 3-1 and the sheared steel plate 3-2 at both ends of the lead core viscoelastic damper 3 are provided with There are bolt holes 3-8.

Other implementations of this example other than the above are the same as Example 1.

Claims (1)

1. An energy-dissipating and shock-absorbing coupling beam structure of a joint shear wall is characterized in that, the coupling beam structure comprises two beam sections extending from the opposite sides of two adjacent wall limbs respectively; the two The axes of the beam sections coincide, and a lead-core viscoelastic damper is arranged between them, and the two ends of the lead-core viscoelastic damper are respectively fixedly connected to the ends of the two beam sections; The lead-core viscoelastic damper includes restraint steel plates, shear steel plates and at least one columnar lead core, the restraint steel plates and the shear steel plates are stacked alternately in sequence, and each shear steel plate and its adjacent restraint steel plates are provided with There is a composite viscoelastic layer; the composite viscoelastic layer is composed of alternately stacked and connected viscoelastic material layers and thin steel plates, and the two sides of the composite viscoelastic layer are respectively connected to the adjacent constrained steel plate or sheared steel plate together; the columnar lead vertically traverses the constrained steel plate, the shear steel plate and the composite viscoelastic layer; The restraining steel plate and the shearing steel plate of the lead core viscoelastic damper respectively extend in two opposite directions, and are respectively fixedly connected with the intermediate connectors arranged at the ends of the two beam sections through high-strength bolts.