KR101539577B1

KR101539577B1 - Slit Type Steel Hysteresis Damper

Info

Publication number: KR101539577B1
Application number: KR1020150053904A
Authority: KR
Inventors: 박상태
Original assignee: 씨티에스엔지니어링 주식회사
Priority date: 2015-04-16
Filing date: 2015-04-16
Publication date: 2015-07-28

Abstract

The present invention provides a pair of steel frame members 100 formed of a web 101 and a flange 102 and two arranged in a line spaced apart from each other by a predetermined distance and having a plurality of concrete through holes 110 formed along the web 101, ; Wherein a plurality of slit holes (210) cut in the longitudinal direction are arranged in parallel in the concave portion (201) in parallel to each other, and the metal member (100 A pair of slit steel members 200 bolted to both front and back sides of the steel frame member 100 and spaced apart from the steel frame members 100; A steel member reinforcing plate 300 having a steel member receiving groove 310 formed in a shape corresponding to the sectional shape of the steel member 100 and inserted into each of the steel member 100; And an upper connecting plate 410 coupled to left and right ends of the upper ends of the steel member reinforcing plates 300 to connect the steel member reinforcing plates 300 together. To a slit steel material history damper.

Description

[0001] Slit Type Steel Hysteresis Damper [0002]

The present invention is applied to a connection beam center of a reinforced concrete shear wall structure to form a plastic hinge so that when a wind load or an earthquake energy acts on a target structure, the shear is absorbed prior to the target structure to absorb seismic energy, thereby minimizing loss of valuable lives and property The present invention relates to a shear-breakdown type slit steel material history damper.

Recently, due to the rapid industrialization of our country, the concentration of population in the city has intensified so that many of the general buildings including the apartment buildings are being built up due to the environmental impact of narrow urban papers (residential papers and commercial papers).

These high-rise buildings are generally sized by the load acting in the horizontal direction of the building. The horizontal load acting on the building has seismic load and wind load, and the building should have adequate rigidity and strength against these horizontal loads, so that it can be expected to use the building effectively and to have sufficient safety.

In addition, wind loads and seismic loads acting on the buildings cause dynamic behavior in buildings with unpredictable directionality, so it is necessary to secure structural safety.

Therefore, a variety of vibration control technologies including a conventional method through securing rigidity and strength are required.

Most of the high-rise buildings including the domestic apartment houses use the reinforced concrete shear wall as the main lateral resistance structural element. This is because the transverse stiffness is superior to that of the frame system and the displacement due to the main horizontal force of the building such as wind load and seismic load can be reliably controlled.

However, since it is difficult to control the horizontal displacement only by the lateral resistance of the cantilever type shear walls of the reinforced concrete building, it is difficult to control the horizontal displacement. Therefore, Shaped front and rear wall type structures are used.

Therefore, it is necessary to overcome the problems of economic and construction inherent in ordinary shear wall structure and special shear wall structure, which are indispensably required by openings in domestic high-rise buildings, and to secure structural stability against earthquake load and wind load, It is urgent to develop a technology for shear wall connection.

[Prior art document] Registration No. 10-1132837

The technical problem to be solved by the present invention is as follows.

Firstly, it is an object of the present invention to provide a shearing-and-breakdown type vibration damper which is installed at a central portion of a connecting beam where a bending moment hardly occurs in a connecting beam and in which maximum shear deformation occurs, do.

Another object of the present invention is to provide a shear-breakdown-type vibration damper capable of securing an energy dissipating capacity for reducing vibrations of buildings due to earthquake load and wind load.

Thirdly, it is another object of the present invention to provide a shear-breakdown type vibration damper which is excellent in economy and workability.

Fourth, it is an object of the present invention to provide a shearing-and-breakdown type vibration damper capable of continuously maintaining the frame action without reducing the strength until the plastic hinge induction and plastic hinges are formed at the main corner of the shear wall, For other purposes.

Technical features of the present invention are as follows.

The present invention provides a pair of steel frame members 100 formed of a web 101 and a flange 102 and two arranged in a line spaced apart from each other by a predetermined distance and having a plurality of concrete through holes 110 formed along the web 101, ; Wherein a plurality of slit holes (210) cut in the longitudinal direction are arranged in parallel in the concave portion (201) in parallel to each other, and the metal member (100 A pair of slit steel members 200 bolted to both front and back sides of the steel frame member 100 and spaced apart from the steel frame members 100; A steel member reinforcing plate 300 having a steel member receiving groove 310 formed in a shape corresponding to the sectional shape of the steel member 100 and inserted into each of the steel member 100; And an upper connecting plate 410 coupled to upper ends of the steel member reinforcing plates 300 to connect the steel member reinforcing plates 300 together.

Technical effects of the configuration of the present invention are as follows.

First, it is installed at the center of the connecting beam where maximum shear deformation occurs, so that the damping efficiency of the horizontal load can be maximized.

Second, it is possible to reduce the vibration of buildings due to seismic loads.

In other words, plastic deformation (displacement) of the concave portion 201 occurs when an external force equal to or larger than the threshold value is applied, and the plastic deformation is repeated, thereby gradually dissipating the external force and reducing the vibration of the building. It is possible to stably secure a space for the dampers to move due to the plastic displacement of the upper connecting plate 410, the rubber plate 420, the concrete inflow preventing member 610 and the elastic filler 620, The damage of the slab on the upper damper can be minimized.

Thirdly, it is possible to provide a shear-breakdown type vibration damper having excellent economy and workability.

Fourth, the frame action can be maintained continuously without decreasing the strength until the plastic deformation occurs. If the seismic load and the wind load exceed the limit, the plastic deformation of the slit steel member can be prevented, and the sudden collapse of the building can be prevented.

Figure 1 shows a specific embodiment of the present invention.
Fig. 2 shows another specific embodiment of the present invention.
Figure 3 shows another specific embodiment of the present invention.
Figure 4 shows another specific embodiment of the present invention.
FIG. 5 is a projection view according to the present invention. FIG.
FIG. 6 is another projection view according to the present invention. FIG.
7 schematically illustrates the operation principle of a shear-yielding slit steel hysteretic damper according to the present invention.

DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS Reference will now be made in detail to the preferred embodiments of the present invention, examples of which are illustrated in the accompanying drawings.

1, a steel member 100, a slit steel member 200, a steel member reinforcing plate 300, and an upper connecting plate 410 are formed as a concrete example of the present invention.

The steel member 100 is formed of a web 101 and a flange 102, and two of them are arranged in a line spaced apart by a certain distance.

A plurality of concrete through holes 110 are formed along the web 101 of the pair of steel members 100 to enhance the integrity with the concrete cured when the concrete is laid.

The slit steel member 200 is a metal member having a concave portion 201 at a central portion thereof. A plurality of slit holes 210 cut in the longitudinal direction are arranged in parallel in the concave portion 201.

The pair of slit steel members 200 are respectively bolted to both the front and rear sides of the steel frame member 100. The recess 201 of the slit steel member 200 is spaced apart from the space between the two steel frame members 100, .

The steel member reinforcing plate 300 is formed with a steel member receiving groove 310 in a shape corresponding to the sectional shape of the steel member 100 and is inserted into each of the steel member 100. That is, the steel member reinforcing plate 300 is welded (welded) in a direction across the steel member 100 to increase the strength of the steel member 100, As shown in Fig. 3B, the web 101 of the region where the slit steel member 200 is not attached is vertically crossed.

Each of the right and left ends of the upper connection plate 410 is welded to the upper end of each of the steel member reinforcing plates 300 to connect the steel member reinforcing plates 300 together, A rubber plate 420 is attached to the upper surface of the upper connection plate 410. The rubber plate 420 is attached to the upper surface of the upper connection plate 410 with an adhesive agent The adhesion between the upper connecting plate 410 and the rubber plate 420 is cut off when plastic deformation of the concave portion 201 occurs due to the application of a wind load or seismic energy exceeding the limit value after the concrete is poured, The plate 410 moves along the rubber plate 420 fixed in a state of being buried in the concrete while moving together with the steel member 100. Therefore, repetitive plastic deformation of the concave portion 201 can be induced while minimizing damage to the slab on the rubber plate 420. When the upper connecting plate 410 is moved in accordance with the plastic displacement of the concave portion 201, the rubber plate 420 is compressed in a certain range, and the moving space of the upper connecting plate 410, which moves together with the steel member 100, It may be acceptable. Therefore, it is preferable that the rubber plate 420 has appropriate thickness and elasticity.

Although not shown in the accompanying drawings, the concrete inflow preventing member 610 as shown in FIG. 2 may be added to the case of FIG.

FIG. 2 shows another embodiment of the present invention, in which the shape of the steel member reinforcing plate 300 is different from that of FIG. 1, and a concrete inflow preventing member 610 can be added.

1, the steel member 100 is formed of a web 101 and a flange 102, and two steel members 100 are arranged in a line with a predetermined distance therebetween. The web of the steel frame member 100 is provided with a plurality of concrete through holes 110.

As shown in Fig. 2, the steel member reinforcing plate 300 is a plate-shaped member having the shape and size corresponding to the space between the upper and lower flanges 102 and the web 101, And welded to the upper and lower flanges 102 (welded). That is, the web 101 in the region where the slit steel member 200 is not attached.

The rubber plate 420 is joined to the upper flange 102 of each of the spaced steel members 100 to weld the separated steel members 100 together. The adhesion between the upper flange 102 and the rubber plate 420 can be suppressed when the plastic deformation of the concave portion 201 occurs due to a wind load or seismic energy exceeding the limit after the concrete is poured, The upper flange 102 of the steel frame member 100 is caused to slide along the rubber plate 420 which is cut and fixed in a state buried in concrete. Therefore, repetitive plastic deformation of the concave portion 201 can be induced while minimizing damage to the slab on the rubber plate 420. In addition, when the steel member 100 is moved in accordance with the plastic displacement of the concave portion 201, the rubber plate 420 may be compressed in a certain range to allow a space for the movement of the steel member 100. Therefore, it is preferable that the rubber plate 420 has appropriate thickness and elasticity.

As shown in FIG. 2, the concrete inflow preventing pieces 610 are attached to the front and rear surfaces of both side surface recesses 201 of the slit steel member 200, and the concrete flows into the slit holes 210 formed in the recesses 201 .

Such a concrete inflow preventing piece 610 may be made of various types of adhesive tapes (reinforcing fibers or synthetic vinyl) having an adhesive force, and in some cases, a double-sided tape may be used.

When the concrete inflow preventing piece 610 is provided, the concrete inserted into the slit hole 210 is prevented from flowing, and when the wind load or the earthquake energy above the threshold is applied, the plastic displacement of the concave portion 201 is not disturbed Can be induced smoothly.

The elastic filler 620 is a member having an elastic shape and is attached to each of the upper and lower spaces of the concave portion 201 of the slit steel member 200 to fill the void space.

When the plastic displacement of the concave portion 201 occurs due to the action of the wind pressure or the earthquake energy above the threshold value, the elastic filler 620 is properly deformed, And serves to secure a space for the movement of the portion 201.

3 shows another embodiment of the present invention in which a spacer plate 510 is further provided and a pair of slit steel members 200 are further added, unlike the embodiment of FIG.

The spacing plates 510 are coupled to both the left and right side surfaces of each of the pair of slit steel members 200 attached to both front and rear sides of the steel frame member 100 so as to face each other. The spacing plate 510 may be made of a thin material and may be stacked as many times as necessary. Alternatively, the spacing plate 510 corresponding to a predetermined thickness may be used as it is. Further, the spacer plate 510 may be a general steel plate, or may be a frictional pad or the like which generates frictional force.

A pair of slit steel members 200 are further added to the surfaces of the spacer plates 510 to be bolted together.

4, another embodiment of the present invention is different from FIG. 2 in that a spacer plate 510 is further provided and a pair of slit steel members 200 are further added. The structure of the pair of slit steel members 200 is the same as that of FIG. 3, and a duplicate description thereof will be omitted.

FIGS. 5 and 6 illustrate the construction expectancy using the present invention. In the case of FIG. 6, there is a difference that a concrete inflow prevention piece 610 is provided.

As shown in FIG. 5 or 6, reinforcing bars are arranged in accordance with specifications prepared on both left and right side regions except for the reinforcing plate 300 and the upper connecting plate 410 surrounding the concave portion 201, The left and right side ends of the steel member 100 constituting the invention span the front end wall area and are bound together with the reinforcing bars constituting the front end wall.

5 shows the case where the shear-breakdown type slit steel hysteresis damper shown in FIG. 1 or 3 is used as the exposure type, FIG. 6 shows the case where the shear-breakdown type slit steel hysteresis damper shown in FIG. 2 or FIG. Respectively.

FIG. 7 briefly illustrates the working principle of a shear-yielding slit steel hysteretic damper according to the present invention. When the concave portion 201 of the two slit steel members 100 arranged in a line is positioned at the center of the front end wall connection beam connecting the shear walls and the wind load or seismic energy reaches the limit, Plastic deformation of the structural member 201 is generated and the structural member is prevented from sudden collapse by restraining the external force repeatedly to withstand the external force for a sufficient period of time.

While the present invention has been particularly shown and described with reference to exemplary embodiments thereof, it is clearly understood that the same is by way of illustration and example only and is not to be taken by way of limitation, Addition or deletion of a technique, and limitation of a numerical value are included in the protection scope of the present invention.

100: Steel member
101: web 102: flange
110: Concrete passing hole
200: slit steel member
201: concave portion
210: Slit hole
300: steel member reinforcing plate
310: Steel housing member receiving groove
410: upper connection plate
420: Rubber plate
510: spacer plate
610: Prevention of concrete inflow
620: Elastic filler

Claims

A pair of steel frame members 100 formed of a web 101 and a flange 102, two of which are arranged in a line spaced by a predetermined distance and in which a plurality of concrete through holes 110 are formed along the web 101;
Wherein a plurality of slit holes (210) cut in the longitudinal direction are arranged in parallel in the concave portion (201) in parallel to each other, and the metal member (100 A pair of slit steel members 200 bolted to both front and back sides of the steel frame member 100 and spaced apart from the steel frame members 100;
A steel member reinforcing plate 300 having a steel member receiving groove 310 formed in a shape corresponding to the sectional shape of the steel member 100 and inserted into each of the steel member 100; And
An upper connection plate 410 coupled to the upper end of each of the steel member reinforcing plates 300 to connect the steel member reinforcing plates 300 to each other;
A rubber plate 420 attached to an upper surface of the upper connection plate 410;
A concrete inflow prevention piece 610 attached to the front and back surface side recessed surfaces 201 of the slit steel member 200 to prevent the concrete from flowing into the slit holes 210 formed in the recessed portions 201; And
An elastic filling material 620 which is attached to each of the upper and lower spaces of the concave portion 201 of the slit steel member 200 to fill the void space;
Wherein the shear-yielding type slip steel material hysteresis damper comprises a shear-breaking type slip steel material history damper.

A pair of steel frame members 100 formed of a web 101 and a flange 102, two of which are arranged in a line spaced by a predetermined distance and in which a plurality of concrete through holes 110 are formed along the web 101;
Wherein a plurality of slit holes (210) cut in the longitudinal direction are arranged in parallel in the concave portion (201) in parallel to each other, and the metal member (100 A pair of slit steel members 200 bolted to both front and back sides of the steel frame member 100 and spaced apart from the steel frame members 100;
A steel member reinforcing plate 300 attached to front and rear opposite side webs 101 and upper and lower flanges 102 of each of the steel members 100;
A rubber plate 420 attached to the upper flange 102 of each of the steel members 100 spaced apart to connect the steel members 100 spaced apart from each other to one another;
A concrete inflow prevention piece 610 attached to the front and back surface side recessed surfaces 201 of the slit steel member 200 to prevent the concrete from flowing into the slit holes 210 formed in the recessed portions 201; And
An elastic filling material 620 which is attached to each of the upper and lower spaces of the concave portion 201 of the slit steel member 200 to fill the void space;
Wherein the shear-yielding type slip steel material hysteresis damper comprises a shear-breaking type slip steel material history damper.

3. The method according to claim 1 or 2,
A spacer plate 510 coupled to both left and right surfaces of each of the slit steel members 200;
Respectively,
And a pair of slit steel members (200) are added and bolted to the surface of each of the spacer plates (510).

3. The method according to claim 1 or 2,
Wherein the concrete inflow preventing member (610) is an adhesive tape.

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