KR102164646B1 - Column type hysteresis damper - Google Patents

Abstract

The present invention relates to a column type hysteresis damper which is installed on a column of a piloti type structure to dissipate energy caused by earthquakes. The column type hysteresis damper includes: a support frame vertically installed on the column of the piloti type structure; damper parts formed on the upper and lower surfaces of the support frame so that a plastic hinge is formed by external force applied to the structure; and a fixing part formed on one end of the damper parts to be connected to a lower surface of the structure or the ground by a fixing member.

Description

Column type hysteresis damper

The disclosed content relates to a column type hysteresis damper installed on a pillar of a piloti structure to dissipate energy received by the structure when an earthquake occurs.

Unless otherwise indicated herein, the content described in this section is not prior art to the claims of this application, and inclusion in this section is not admitted to be prior art.

In recent years, due to the rapid industrialization of Korea, the phenomenon of urban concentration of the population has intensified. As a result of the environmental impact of narrow urban lands (residential lands, commercial lands), a large number of general buildings, including apartment houses, are rising.

In such high-rise buildings, the size of structural members is generally determined by the load acting in the horizontal direction of the building.

The horizontal load acting on the building includes earthquake load and wind load, and the building can expect efficient usability and sufficient safety only when appropriate stiffness and strength are secured against these horizontal loads.

In addition, since wind loads and earthquake loads acting on a building cause dynamic behavior in the building with unpredictable directionality, it is necessary to secure certain structural safety.

Therefore, various vibration control technologies including traditional methods through securing stiffness and strength are required.

The majority of high-rise buildings, including domestic apartment houses, use reinforced concrete shear walls as a major lateral force resistance structural element.

This is because it can reliably control displacement caused by major horizontal directional forces such as wind load and earthquake load with superior lateral stiffness compared to the frame system.

However, it is difficult to control the horizontal displacement with only the transverse resistance capability of the cantilever-shaped shear wall of a high-rise reinforced concrete building. The shape of the shear wall structure is being used.

Therefore, it overcomes the problems inherent in the economical and constructability inherent in the connecting beams of the ordinary shear wall structure and the special shear wall structure, which are required by openings in high-rise domestic buildings, while securing structural safety against earthquake and wind loads and improving housing performance. There is an urgent need to develop technology for shear wall connecting beams for the purpose.

In addition, the recent rapid increase in urbanization, the rapid increase in demand for housing, the improvement of the demand level for improving the quality and utilization of aging inventory buildings, the need for environmentally friendly buildings, and the prevention of land development caused by reckless building construction. From the standpoint, remodeling is recommended.

Accordingly, interest in remodeling continues to increase as an alternative to the demolition and new construction of existing reinforced concrete buildings.

In addition, the reflection of the design according to the building law differs from each other depending on the construction time of the existing old building and the newly built building. Unlike the new building, the seismic design is not reflected at all in the case of the old building. There was a risk of causing a lot of personal injury.

In addition, as interest in the environment increases and the government has a rehabilitation policy stance that reduces environmental waste and enables the frame of existing apartments to improve economic efficiency, the number of apartments that choose to remodel other than new construction or reconstruction will increase. It is expected.

In particular, remodeling of a building does not need to obtain permission from the relevant agency again, and remodeling construction is possible with only a simple procedure, so it has the advantage of being able to construct a modern building with more freedom than a new building. The problem was that piloti structures such as beams were weak.

As a method of remodeling such old buildings, there is a method of reinforcing with cast-in-place concrete by reinforcing reinforcement around the existing pillars and installing a formwork. .

The content published in Korean Patent Application Publication No. 10-2015-0030061 is that a concrete structure is arranged with a steel base at each corner where the plane part of the structure and the other plane part adjacent thereto meet each other, and any one of a plurality of plane parts of the concrete structure A steel fixing part is placed on the steel material support part, and at least one bent part with a middle length bent is placed on the steel support part, and both ends are connected to the steel fixing part, respectively, and including a fixed steel material connected to and exposed to the steel fixing part. It is reinforced by applying a binding force acting in the direction of the center of the section perpendicular to the concrete structure through an external force applied to the steel material by a nut member that is fastened to the end of the steel material to be coupled.

However, if the shape of the corners of the concrete structure is not constant in the right-angled cross-section and is larger or smaller than 90 degrees during on-site construction, the cross-sectional shape of the steel bearings arranged at each corner can be varied according to the shape of the corners. Since it must be prepared in advance, and the middle length of the steel material to be combined with such a steel support part must be prepared in advance to match the steel support parts of various sizes, the construction work to reinforce the concrete structure according to the preliminary preparation is lengthened and the work productivity is increased. On the other hand, there is a problem of increasing the manufacturing cost due to the component parts that are not standardized and made to order.

In order to solve this problem, Korean Patent Registration No. 10-1887979 discloses an earthquake-resistant reinforcing device for piloti structures.

Looking at this, a pair of supports, each of which is arranged so that one side of the flat portion forming the corner portion of the concrete structure and the other flat portion adjacent thereto, makes an interview, and a pair of first connections in contact with each end of the pair of supports at the corner portion. A plurality of edge support portions provided for each of a plurality of edge portions formed in the concrete structure, including a first connector whose surface faces the outside of the corner portion at an open angle, and any one of the plurality of edge support portions, It includes a steel material of a predetermined length that is fixed by connecting both ends to another edge support portion adjacent thereto.

However, even in this case, a plurality of supports and a first connector are required, and a steel material for fastening them is coupled through a bolt-type fastening member, which still lengthens the construction work and reduces work productivity.

The following is a description of the concept of a plastic hinge to aid understanding of the invention disclosed in the present specification.

When an object is stimulated from outside, such as force or heat, its shape changes, causing deformation.

When an object is stimulated from the outside, it has two opposite properties: the property to resist deformation and the property to maintain the deformation. The former is called elasticity and the latter is called plasticity.

Elasticity is a property of restoring an object to its original shape when external stimuli are removed, whereas plasticity is a property of maintaining its deformation even when external stimuli are removed.

All substances have these two properties.

The deformation of an object is determined by the size of the external stimulus and which of the two properties dominates.

For example, if a force weaker than the elasticity of the reinforcing bar is applied, the reinforcing bar is slightly bent, but when the force is removed, it returns to its original state by the elasticity of the reinforcing bar.

However, when a force greater than the elasticity of the reinforcing bar is applied, the reinforcing bar bends, and if the reinforcing bar in the original bent state is expressed mechanically, it is said that it is in a plastic state.

When reinforced concrete columns are also subjected to an external force (seismic force) that exceeds the elastic limit of the column, it is destroyed from the concrete at the upper end or the concrete at the lower end of the column, where the stress acts greatly.

In other words, it reaches the plastic state (even if the concrete at the end is destroyed, the reinforcing bars with greater strength than concrete are not destroyed).

The pillar that has reached the plastic state does not transmit any more moments and behaves like a hinge (bending like a knee joint) within the limit range around the axis where it has reached the plastic state.

The plastic hinge area refers to the section in which the plastic column behaves like a hinge.

Since it can be said to be the beginning of the collapse, it is common to design it so that it can receive repeated earthquakes even if it is partially damaged by increasing its strength than other areas.

1. Korean Patent Application Publication No. 10-2015-0030061 2. Korean Patent Registration No. 10-1887979

In order to solve the above problems, a plurality of butterfly-cut steels are formed on the upper and lower sides of the section steel or section steel members elongated on the pillar of the piloti-type structure, and a plastic hinge is generated in the center of the butterfly-type steel when an earthquake occurs. By providing a column-type hysteresis damper that dissipates seismic energy, it is intended to solve the limitations of installation in which general reinforcement methods cannot be used due to the structure of the piloti-type structure.

Disclosed is a pillar-shaped hysteresis damper installed on the side of a pillar of a piloti-type structure to dissipate energy according to an earthquake, the support frame installed perpendicular to the pillar of the piloti-type structure, and the structure formed on the upper and lower surfaces of the support frame It characterized in that it comprises a damper portion in which a plastic hinge is formed by an external force applied to the damper portion and a fixing portion formed at one end of the damper portion and connected to the lower surface of the structure or the ground by a fixing member.

According to a preferred feature of the disclosed content, the support frame is characterized in that it is formed of a section steel.

According to a preferred feature of the disclosed subject matter, the damper part is formed in a butterfly shape having a shape in which the width of the damper gradually increases upward and downward from the center.

According to a preferred feature of the disclosed content, the damper part is cut, and a plurality of the damper parts are formed to be spaced apart at regular intervals on the upper and lower surfaces of the support frame.

According to a preferred feature of the disclosed subject matter, the fixing part includes a plurality of fixing holes, and a plurality of anchor bolts are inserted into the fixing holes so that the fixing part is coupled to the lower surface or the ground of the structure.

According to a preferred feature of the disclosed content, the damper portion is characterized in that it is formed of a steel material.

The column-type hysteresis damper according to the disclosed contents, in the case of a piloti-type structure, solves the limitation of installation in which a general vibration isolating device cannot be used due to a structure in which a column is installed between the lower surface of the building and the ground. A plastic hinge is generated in the dampers formed at the upper and lower portions and a bending moment in the opposite direction is applied, thereby providing an effect of generating a bending of a short curvature in the damper.

1 is a use state diagram showing a state installed and used in a piloti structure according to an embodiment of the disclosed content.
2 is a perspective view showing a structure according to an embodiment of the disclosed content.
3 is an exploded perspective view showing a coupling relationship according to an embodiment of the disclosed content.
Figure 4 (a) is a state diagram showing a conventional damper portion of the compound curvature.
Figure 4 (b) is a state diagram showing the force applied to the present invention when an earthquake occurs and the bending moment accordingly.

Advantages and features of the present invention, and a method of achieving them will become apparent with reference to embodiments described below in detail together with the accompanying drawings. However, the present invention is not limited to the embodiments disclosed below, but may be implemented in a variety of different forms, only the present embodiments are intended to complete the disclosure of the present invention, and the general knowledge in the technical field to which the present invention pertains. It is provided to completely inform the scope of the invention to those who have it, and the invention is only defined by the scope of the claims. The same reference numerals refer to the same elements throughout the specification.

In describing embodiments of the present invention, if it is determined that a detailed description of a known function or configuration may unnecessarily obscure the subject matter of the present invention, a detailed description thereof will be omitted. In addition, terms to be described later are terms defined in consideration of functions in an embodiment of the present invention, which may vary according to the intention or custom of users or operators. Therefore, the definition should be made based on the contents throughout this specification.

The disclosed content relates to a column-shaped hysteresis damper 30 installed on the pillar 2 of the piloti-type structure 1 to dissipate energy according to the earthquake, as shown in FIG. 1.

In general, seismic design, seismic isolation, and vibration isolation methods are used to ensure the safety of structures against earthquakes.

Seismic design refers to designing a building to be robust to resist seismic forces, and seismic isolation is a method of separating the building from the ground to avoid earthquakes.

On the other hand, vibration suppression is a method of minimizing damage by dissipating earthquake energy as friction energy.

The vibration suppression device is installed on the outer wall, inner wall, and pillars of a building, unlike to secure the stability of the structure against earthquakes by installing it on the lower part of the building or the frame itself. It has the advantage of securing the usability of the structure and improving the seismic performance at the same time. There is this.

An interlayer friction steel damper, which is one of these vibration dampers, is generally installed using a truss or steel plate having very high rigidity so that the shear force generated between the layers is transmitted to the damper as it is.

However, in the case of piloti-type apartment houses, the stiffness of the floor is very insufficient compared to the upper floor, so reinforcement is required, but a reinforcing device is diagonally connected between the pillars (2) and the pillars (2), or a truss steel plate is attached above and below the damper. There is a problem that the general reinforcement method cannot be applied because it obstructs the passage of vehicles to the piloti building that uses the floor as a parking lot.

Therefore, the disclosed contents can be used for the piloti-type structure 1 by minimizing the size as shown in FIG. 1, as well as rotational deformation of short curvature by forming plastic hinges on the top and bottom of the support frame 100 (beam). It relates to a column type hysteresis damper 30 to generate.

As shown in Figure 1, the support frame 100 is installed perpendicular to the pillar 2 of the piloti-type structure (1).

Although the shape of the support frame 100 can be formed in various ways, it is installed in contact with the side of the column 2 to support the external force F received by the column 2 when an earthquake occurs, and is formed in a rectangular parallelepiped shape. It is preferable that the side is formed in the shape of a rectangular parallelepiped having a square shape to suit the shape of the general pillar 2.

The length in the vertical direction of the support frame 100 may also be formed in various ways.

As shown in Figure 1, the support frame 100 is installed on the side surface of the column 2 to support the lower surface and the ground of the structure, respectively, the vertical distance between the structure and the lower surface, that is, the column 2 ) Can be formed differently depending on the height.

It is preferable that the material of the support frame 100 is formed of a section steel, which is one of the steel materials.

H-beam, T-beam, I-beam, etc. may be used as the section steel, but it is preferable that it is formed of H-beam, which has good workability because it is lightweight and has excellent aesthetics and cross-section performance.

As shown in FIGS. 2 to 4, damper portions 200 are formed on the upper and lower surfaces of the support frame 100.

As a method in which the damper part 200 is coupled to the upper and lower surfaces of the support frame 100, various methods such as bolt-nut coupling and welding may be used.

However, in the case of using the H-beam for the support frame 100, there is a problem that the width of the surface on which the damper part 200 can be formed is narrow because the cross-section of the H-beam is formed in an H shape.

In order to solve this problem, as shown in FIGS. 2 and 3, it is preferable that the connecting portions 300 formed in the upper and lower surfaces of the plane are coupled to the upper and lower surfaces of the support frame 100, respectively.

Various methods may be used as the connection part 300 is coupled, but in consideration of the weakening of the coupling fixing force according to the vibration energy of the earthquake, it is preferable to be coupled by a welding method.

The shape of the connection part 300 may be variously formed, such as a circle, a rectangle, and a square.

However, since one surface of the connection part 300 is coupled in contact with the upper and lower surfaces of the H-beam, respectively, and the outer surface of the connection part 300 has a butterfly-shaped damper part 210a, 210b, which will be described later, to be formed in a plurality of arrangements, It is preferable to form a square shape that can secure a wide area for an interview.

As shown in FIGS. 1 to 4, the damper part 200 is formed in a butterfly shape whose horizontal width increases upward and downward based on the center.

The butterfly-shaped damper portions 210a and 210b may be formed in various sizes and thicknesses (D).

However, the connection part 300 is formed on the upper and lower surfaces of the support frame 100, respectively, and the damper parts 210a and 210b are respectively formed on the outer surface of the connection part 300, and the butterfly-shaped damper part 210a, 210b) The width L1 of each end is preferably formed to have a value smaller than the length of one side of the connecting portion 300 (the length of the long side in the case of the rectangular connecting portion 300).

These butterfly-shaped damper portions 210a and 210b may be formed of various materials, but are preferably formed of steel in consideration of durability due to earthquakes.

It is preferable that the butterfly-shaped damper portions 210a and 210b are manufactured through press processing or cutting processing.

To describe more specifically the butterfly-shaped damper parts 210a and 210b,

As shown in FIGS. 1 to 4, the lower portion that is interviewed with the connection part 300 is formed to have the longest horizontal width, and the horizontal width decreases from lower to upper.

That is, it is formed in the form of an equilateral triangle or an isosceles triangle in which the vertices are located in the upper direction.

The point where the vertex is formed becomes the center, and the width becomes longer as it goes upward from the center.

In other words, two equilateral triangles or isosceles triangles of the same area share the same vertex, and a lower equilateral triangle or an isosceles triangle faces the bottom face, and the upper equilateral triangle or an isosceles triangle faces the top.

Since the bottom of both ends faces up and down based on the center having the smallest horizontal width, the weakest center yields by bending when a lateral displacement occurs due to an earthquake, thereby forming a plastic hinge.

The description of the plastic hinge has been described in detail with respect to the technology behind the invention, and the description is omitted here.

As shown in FIGS. 1 to 3, a plurality of butterfly-shaped damper portions 210a and 210b are formed on the outer surface of the connecting portion 300, respectively, at regular intervals.

The number of formed and the spaced apart can be formed in various ways.

However, a plurality of butterfly-shaped damper parts 210a and 210b are formed on the outer surface of the connection part 300, and the number and spacing are based on the size (width) of the outer surface of the connection part 300. It can be formed differently.

In addition, it is preferable that the plurality of butterfly-shaped damper portions 210a and 210b are formed to be positioned on the same plane and on the same line in order to generate the bending moment (M) at the same point according to the earthquake occurrence.

If the plurality of butterfly-shaped damper portions 210a and 210b are placed on different lines, the central position (the point receiving the bending moment M) is formed differently, resulting in a problem that the yield strength decreases.

The thickness (D) of the butterfly type damper, the width of the center (L2) and the width of both ends (L1) can be variously formed, but the problem of the piloti structure with a narrow installation space and the yield moment in case of earthquake In order to effectively focus on the center, as shown in FIG. 2, the width L1 at both ends is formed to be 10 cm, and the width L2 at the center is formed to be 2 cm, and has a thickness (D) of 1 cm. It is desirable.

As shown in FIG. 3, fixing portions 410 or 420 in which a plurality of coupling holes 430 are formed are respectively coupled to one end of each damper portion 210a, 210b.

To explain this in more detail, the ends of the plurality of butterfly-shaped damper portions 210a and 210b formed on one surface of the connection portion 300 are coupled to one surface of the fixing portions 410 and 420.

As shown in FIG. 3, the butterfly-shaped damper part 210a formed on the upper part of the support frame 100 is that the upper end is coupled to the lower surface of the upper fixing part 410, and the lower part of the support frame 100 The butterfly-shaped damper part 210b formed in the lower end is coupled to the upper surface of the lower fixing part 420.

Accordingly, as shown in FIGS. 2 and 3, the upper surface of the upper fixing part 410 is coupled to the lower surface of the structure, and the lower surface of the lower fixing part 420 is coupled to and fixed to the ground.

There are various ways in which the ends of the butterfly-shaped damper parts are respectively coupled to one surface of the upper fixing part 410 and the lower fixing part 420, but as described above, when considering the coupling fixing force against earthquake, it is combined by welding. It is desirable.

The shape of the fixing parts 410 and 420 may be formed in various shapes such as a circle, a rectangle, and a square, but, like the connection part 300, one surface is to support the load by interviewing the ground and the lower surface of the structure. It is preferable that the area of is formed in a square shape.

Furthermore, it is desirable in terms of economy to be formed in the same shape as the connection part 300 to lower the manufacturing cost.

As shown in FIG. 3, the coupling hole 430 is preferably formed symmetrically with respect to the point at which the butterfly-shaped damper part 210 is coupled to the fixing part 400.

The bolt-shaped member penetrates through the coupling hole 430 and is coupled to the lower surface of the structure and the ground.

However, the ground or the lower surface of the structure is generally formed of concrete, and it is preferable that the bolt-type member is an anchor bolt 3 (ANCHOR BOLT).

The shape, material, and construction method of the anchor bolt 3 are known techniques, and detailed descriptions are omitted.

In this way, the columnar hysteresis damper 30 in which the damper parts 200:210a, 210b are formed on the upper and lower parts of the support frame 100 is a rotational deformation of a short curvature in the upper and lower damper parts 200 when an earthquake occurs, unlike a general vibration damping device. This happens.

4(a) shows the double curvature occurring in a general steel damper.

Looking at this, the upper steel damper that comes into contact with the lower surface of the structure is bent in the same direction as the direction in which the external force F is applied by the external force F in the lateral direction.

On the other hand, the lower steel damper that comes into contact with the upper surface of the truss part 10 generates an external force F in the transverse direction and a drag force F1 in the opposite direction, thereby being bent in the opposite direction to the external force F. .

In other words, the two points of the forced damper bend, which is called the double curvature.

However, the columnar hysteresis damper 30 disclosed in the present specification is a damper part positioned on the upper part of the support frame 100 when an external force F in the lateral direction is generated, as shown in FIG. 4(b). 200) is bent in the same direction as the direction in which the external force (F) is applied, and the damper part 200 positioned below the support frame 100 has a drag force (F1) acting in the opposite direction to the external force (F) This happens.

In this case, a bending moment (M) is generated in a direction opposite to the external force (F) at the center of the damper portion 200 formed of the butterfly-shaped damper portion (210b).

Therefore, unlike a general damper in which a double curvature occurs, a single curvature occurs.

In the case of a general damper, the direction of the external force (F) and the bending in the opposite direction of the external force (F) are formed identically, whereas the columnar hysteresis damper 30 disclosed in the present specification is formed on the upper part of the support frame 100 The damper part 210a and the damper part 210b formed at the lower part are bent in the direction of the external force (F) or in the opposite direction of the external force (F). I can.

Through this, it is possible to solve a problem in that a conventional vibration suppression device cannot be installed due to the structural characteristics of the piloti-type structure 1.

Although preferred embodiments of the present invention have been described with reference to the accompanying drawings, the embodiments described in the present specification and the configurations shown in the drawings are only the most preferred embodiments of the present invention, and represent all the technical ideas of the present invention. Since it is not, it should be understood that there may be various equivalents and modifications that may be substituted for them at the time of application. Therefore, the embodiments described above should be understood as illustrative and non-limiting in all respects, and the scope of the present invention is indicated by the claims to be described later rather than the detailed description, and the meaning and scope of the claims and the All changes or modifications derived from the equivalent concept should be interpreted as being included in the scope of the present invention.

1: Pilotti-type structure
2: Pilotti-type structure column
3: Anchor bolt
10: truss part
30: Column type hysteresis damper
100: support frame
200: damper part
210: butterfly type damper part
300: connection
400: fixed part
410: upper fixed government
420: lower fixed government
430: coupling hole
L1: width of both ends
L2: Central width
D: thickness
F: external force
F1: drag
M: bending moment

Claims (6)

In the pillar-type hysteresis damper installed on the pillar of the piloti-type structure to dissipate energy according to the earthquake,
A support frame installed perpendicular to the pillar of the piloti-type structure;
Connections formed on the upper and lower surfaces of the support frame, respectively;
Damper portions respectively formed at connecting portions of the upper and lower surfaces of the support frame, and forming a plastic hinge by an external force applied to the structure; And
A fixing part formed at one end of the damper parts and connecting the damper parts to the lower surface and the ground of the structure, respectively, by a fixing member,

The damper unit has a butterfly shape having a shape in which a horizontal width gradually increases as it goes up and down from a center, and is formed in a plurality of arrangements spaced at regular intervals.
The method of claim 1,
The support frame is columnar hysteresis damper, characterized in that formed of a shaped steel. delete delete The method of claim 1,
The fixing part includes a plurality of fixing holes, and a plurality of anchor bolts are inserted into the fixing holes, and the fixing part is coupled to a lower surface or a ground of the structure. The method of claim 1,
Column type hysteresis damper, characterized in that the damper part is formed of a steel material.

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