KR101781053B1 - Steel high vibration control damper - Google Patents

Abstract

The present invention provides a steel high vibration control damper capable of performing excellent plastic deformation performance without a crack, wherein the steel high vibration control damper does not have an integrate discontinuous welding joint and a connection unit. According to a proper aspect of the present invention, the steel high vibration control damper comprises: an upper horizontal member connected by being connected to a point of a structure by a pin; a lower horizontal member arranged to be parallel on a lower side of the upper horizontal member by being spaced at fixated intervals and connected by being connected to the other point of the structure by the pin; a center vertical member wherein one end is integrally connected to the center of the upper horizontal member and the other end integrally connected to the center of the lower horizontal member; a pair of outer vertical members symmetrically arranged on both sides of the center vertical member such that one end is integrally connected to the upper horizontal member and the other end is integrally connected to the lower horizontal member; and a middle horizontal rigid body horizontally arranged on the middle of the upper horizontal member and the lower horizontal member along a neutral axis, and integrally connecting the center vertical member and the outer vertical member. A neck length of the pair of outer vertical members is formed to be shorter than that of the middle horizontal rigid body; thereby the pair of outer vertical members having a predetermined bending angle in a longitudinal direction of the middle horizontal rigid body.

Description

Steel high vibration control damper

The present invention relates to a steel material vibration damping device capable of coping with earthquake forces, and more particularly, to a steel material vibration damping device capable of exhibiting excellent plastic deformation capability without any discontinuous welded joints or joints and without generating cracks.

The main purpose of vibration suppression and seismic rescue is to improve the seismic performance of the structure, protect people and property, and prolong the life of the structure. The vibration damping system for this purpose should exhibit the resisting ability by securing the high stiffness or ductility and dissipating performance by securing the input seismic energy as the structural characteristic. In the case of vibration suppression design by the installation of the vibration suppression device, it is possible to design most of the earthquake load to resist in the vibration suppression system according to the target setting, and it is possible to set the structure to be damaged in the target area, have. Also, since damage is limited to the target vibration damping system, the damage to the entire structure is minimized, and even if damage due to the arrival of the earthquake occurs, the effect of reducing the maintenance by replacing only the vibration damping device or its system can be expected.

As a background of the present invention, Korean Registered Patent No. 10-1531206 has proposed a forced damper and an earthquake-proofing method using the damper. An upper support plate connected to the structure by a pin; A lower support plate disposed parallel to the lower support plate and spaced apart from the upper support plate by a predetermined distance and fixed to the structure; A left strip integrally connected to one end of the upper support plate and integrally connected to the lower support plate, and a right strip connected to the other end of the upper support plate integrally with the upper end and connected to the lower support plate, Wherein the upper end of the left strip is integrally connected to one end of the upper support plate and the lower end thereof is integrally connected to the lower support plate and has an inner inclination angle of 60 ° to 86 ° with respect to the lower support plate, The strip is integrally connected to the other end of the upper support plate and the lower end is integrally connected to the lower support plate and has an inner inclination angle of 60 ° to 86 ° with respect to the lower support plate. And is symmetrical with respect to each other. Thus, it is possible to prevent excessive shear failure due to horizontal load while controlling excessive displacement It has an effect.

However, the steel damper of the background art satisfies a plastic deformation angle of 1.3% or less, and has a disadvantage that it is difficult to exhibit sufficient seismic energy dissipating ability due to a very small plastic deformation capacity.

Korean Patent Registration No. 10-1531206

An object of the present invention is to provide a steel-made high vibration damping device capable of exhibiting excellent plastic deformation capability without any discontinuous welded joints and joints and without cracks.

According to a preferred embodiment of the present invention, there is provided an apparatus comprising: an upper leveling member connected in a pin to a portion of a structure; A lower horizontal member disposed parallel to the lower horizontal member and spaced apart from the upper horizontal member by a predetermined distance and connected to other portions of the structure by a pin; A central vertical member integrally connected at one end to the center of the upper horizontal member and integrally connected at the other end to the center of the lower horizontal member; A pair of outer vertical members disposed symmetrically on both sides of the central vertical member, one end of which is integrally connected to the upper horizontal member and the other end is integrally connected to the lower horizontal member; And an intermediate transverse rigid body horizontally disposed along a neutral axis at an intermediate position between the upper horizontal material and the lower horizontal material to integrally connect the central vertical material and the outer vertical material; And the pair of outer side members has a neck length shorter than the inter-lateral rigidity of the intermediate transverse member and has a constant bending angle with respect to the longitudinal direction of the intermediate transverse member.

Further, the width of the intermediate transverse rigid body is configured to be shorter than the width of the outer vertical member.

The center vertical member is further provided with a pair of slits symmetrically arranged up and down with respect to a neutral axis.

The steel material high vibration dampers of the present invention are formed by processing a steel plate material having a certain thickness and having an upper horizontal member, a lower horizontal member, a central vertical member, a pair of outer vertical members and an intermediate transverse member to eliminate any discontinuous welded joints and joints And exhibits excellent plastic deformation ability without cracking. In addition, the plastic deformation (ductility) capability of exhibiting a plastic deformation angle of 4% or more can greatly exert the dissipating ability of seismic energy.

BRIEF DESCRIPTION OF THE DRAWINGS The accompanying drawings, which are incorporated in and constitute a part of the specification, illustrate exemplary embodiments of the invention and, together with the description, serve to explain the principles of the invention, Shall not be construed as limiting.
1 is a perspective view of a steel high vibration damper according to the present invention.
Figure 2 is a front view of Figure 1;
Fig. 3 is a front view of Fig. 1, showing the width, neck length, and length of the neck of the important element portion; Fig.
4 is a modified perspective view of a steel high vibration damper according to the present invention.
FIG. 5A is a perspective view illustrating the installation of a steel high vibration damper according to the present invention. FIG.
Figure 5b is a front view of Figure 5a.
6A is a graph showing a plan view of the incremental force.
FIG. 6B is a graph showing a plan view of a constant force. FIG.
FIG. 7A is a graph showing a load-deformation angle of the forced high vibration dampers according to an experimental example of the present invention in an incremental load; FIG.
FIG. 7B is a graph showing a load-displacement curve in the case of increasing force according to one experimental example of the forced high-vibration damper of the present invention. FIG.
FIG. 7C is a graph showing a load-deformation angle of a forced-vibration damper according to the present invention at a constant load according to a type-1 test body.
FIG. 7D is a graph showing a load-displacement curve in a constant force according to a class 1 specimen of a forced high-vibration damper of the present invention. FIG.
FIG. 8A is a graph showing a load-deformation angle in the case of the arbitrary incremental force according to the class 10 specimen of the forced high-vibration damper of the present invention. FIG.
FIG. 8B is a graph showing load-displacement in the case of arbitrary incremental force according to the specimen 10 of the forced-vibration damper of the present invention.

DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS The present invention will be described in detail below with reference to the embodiments shown in the accompanying drawings, but the present invention is not limited thereto.

1 to 3, a steel material high vibration damping damper 10 according to the present invention comprises an upper horizontal member 12 connected to a structure of a structure by a pin and connected to a lower portion of the upper horizontal member 12, A vertical horizontal member 14 having one end connected integrally to the center of the upper horizontal member 12 and the other end integrally connected to the center of the lower horizontal member 14, And a pair of outer vertical members (16) which are symmetrically arranged on both sides of the central vertical member (16), one end of which is integrally connected to the upper horizontal member (12) and the other end is integrally connected to the lower horizontal member 18 and 18 horizontally along the neutral axis X at intermediate positions between the upper horizontal member 12 and the lower horizontal member 14 so that the central vertical member 16 and the outer vertical members 18, And an intermediate transverse rigid member (20) for connecting.

Therefore, the steel high vibration damper 10 is provided with two pairs of opening holes 22a, 22a, 22b, 22b which are divided into upper and lower portions symmetrical with respect to the neutral axis X.

At this time, the pair of outer side members 18, 18 are formed such that the neck length L of the pair of outer side members 18, 18 is shorter than the inter-body distance h of the intermediate transverse member 20, And has a constant bending angle (?). In the present invention, the angle of inclination θ of the outer side members 18 and 18 is 65 °, but it can be increased or decreased according to the length h of the intermediate side rigid body 20.

Here, the neutral axis X means a horizontal center line passing through the center O of the steel high vibration damper 10.

The intermediate transverse rigid body 20 has a width B3 of the intermediate transverse rigid body 20 which is relatively smaller than the load imposed on the central vertical member 16 and the outer vertical members 18, Can be configured to be relatively shorter than the width (b) of the outer vertical members (18, 18) or intermediate vertical member (16).

Therefore, both ends of the intermediate transverse rigid body 20 function as a plastic hinge when the steel high vibration dampers 10 are subjected to an elastic behavior in response to an earthquake load at the time of an earthquake.

As shown in FIGS. 5A and 5B, the steel-made high-vibration damper 10 constructed as described above can be installed on the structures 110 and 120 through upper and lower fixing plates 112 and 122. In this case, if a horizontal shearing force is applied to the steel high vibration damper 10 in the direction of the strong axis, it is resilient to flexural rigidity and the ductility is exhibited by the behavior in the plane. The steel high damping damper 10 can estimate yield strength and plastic deformation energy by the plate thickness and width.

<Performance Example>

In order to test the performance of the high dynamic dampers (10) constructed in this manner, the history of the three methods is planned by using the displacement angle control method.

The pressing method 1 is to perform the repetition of the dots within the range of 3 to 4% of the deformation angle as shown in the graph of FIG. 6A, and the pressing method 2 is to repeatedly apply the deformation angle of 2% as shown in the graph of FIG. As shown in the graph shown in FIG. 6C, the pressing method 3 is a random pressing force (a pressing force of 5% or more after the final pressing force 1.5% 2 cycle) to check the performance against a certain hysteresis. LVTD (Linear Variable Displacement Transducer) was used for shear displacement and out - of - plane displacement, and stress variation was measured by attaching strain gauge.

Hereinafter, the outer vertical member 18 and the central vertical member 16 will be referred to as a 'vertical member', and the intermediate transverse member 20 will be referred to as a 'horizontal member'.

The structure of the steel high vibration damper 10 is largely composed of three vertical members and one horizontal member. The width (b) of the vertical member is in the range of 20mm, 25mm and 30mm according to the test piece, and the width (B3) of the horizontal member is 10mm without test piece. The neck length L of the vertical member is 190 mm, and the length h of the horizontal member is 76 mm. The width of the horizontal material is wider than the width of the vertical material, and the length of the horizontal material is shorter than the length of the vertical material.

Therefore, the shape of the damper element applied to the experiment can be classified as shown in Table 1 below.

shape

Element


Vertical length L
(mm)

Power method
Plate thickness t
(mm)

Width (b)
(mm)
High damping damper

8,10
20, 25, 30
190, 150
1, 2, 3

The results of the performance test as shown in Fig. 1 were obtained by fabricating the high vibration dampers having the above factors with 16 specimens.

[Figure 1]

For example, in the case of Class 1, the load-deformation angle graph is shown in FIG. 7A and the load-displacement graph is shown in FIG. 7B when the force method 1 (incremental repetition force) is applied. Also, in the case of Class 1, the load-deformation angle graph is shown in FIG. 7C and the load-displacement graph is shown in FIG. 7D when the force method 2 (constant repetition force) is applied. In the case of Category 10, the load-deformation angle graph is shown in FIG. 8A, and the load-displacement graph is shown in FIG. 8B.

As can be seen from the performance test results in Table 1, it was confirmed that the plastic deformation capacities of all the plastic deformation angles of 1.5%, 3.0% and 4.0% were sufficient. In addition, excellent plastic deformation capability is observed, which does not cause internal or external deformation or cracking, even when the deformation angle is 5.0% or more and repeatedly performed in two cycles. It has been confirmed that the yield strength of the test is more than twice the yield strength calculated by the outermost lateral yield stress of the stress concentration part determined at the time of the test plan and the high damping damper can not be applied until the breaking, However, it was judged that the endurance state strength was sufficient to over 1.5 times of the yield strength in the test. Estimation of the yield strength and the displacement at yield by adjustment of the thickness and the length of the vertical element shows that the plastic deformation angle is more than 4.0%.

When external force is applied to the high vibration dampers in the direction of the strong axis, the ratio of the vertical and horizontal members to the external force depends on the stiffness ratio between the horizontal member and the vertical member, which can be calculated by the following equation.

...........(식1)

(1)

The horizontal and vertical stiffness ratios estimated from Equation (1) are usually 4% ~ 6%, which means that when the external force is applied to the damper in the direction of the strong axis, the horizontal member will bear the load of 4% ~ 6% The load of% ~ 94% means that the vertical member is responsible. As a result, it can be seen that the important factor in verifying the performance of the steel high damping damper 10 is that it is vertical, and that the horizontal member does not have a greater role than the vertical member.

The width of the horizontal material has a ratio of 1/3 to 1/2 of the width of the vertical material, which causes the horizontal material to have a weak structure with respect to the moment transmitted from the vertical material, which causes the horizontal material to yield earlier than the vertical material. In the actual experiment, it was confirmed that the plastic hinges were formed at both ends of the horizontal material at a somewhat earlier time than the yielding point of the vertical material, so that the role of the horizontal material is not large.

The damping damper 10 having the above-described structure is capable of freely determining the yield strength by adjusting the plate thickness and width of the damper element and the length of the vertical member, and is capable of sufficiently exhibiting a plastic deformation angle of 4.0% .

As shown in FIG. 4, the steel material high vibration damper of the present invention may further include a pair of slits 161 and 161 vertically symmetrical to the center vertical member 16. When the pair of slits 161 and 161 are further provided, the plastic deformation angle (ductility) is further increased and the plastic deformation ability is further improved.

While the present invention has been particularly shown and described with reference to exemplary embodiments thereof, it is evident that many alternatives, modifications and variations will be apparent to those skilled in the art in light of the above teachings. will be. The invention is not limited by these variations and modifications, but is limited only by the claims appended hereto.

12: Upper horizontal material
14:
16: Center vertical member
161: slit
18: Outer vertical member
20: intermediate transverse reinforcement

Claims (3)

An upper horizontal member (12) connected to one end of the structure by a pin connection;
A lower horizontal member 14 disposed below the upper horizontal member 12 so as to be spaced apart from the upper horizontal member 12 by a predetermined distance and connected to other portions of the structure by a pin;
A central vertical member (16) integrally connected at one end to the center of the upper horizontal member (12) and the other end integrally connected to the center of the lower horizontal member (14);
A pair of outer vertical members 18 and 18 symmetrically arranged on both sides of the central vertical member 16 and integrally connected to the upper horizontal member 12 at one end and integrally connected to the lower horizontal member 14 at the other end, ;
A middle horizontal rigid body 18 horizontally disposed along the neutral axis X at an intermediate position between the upper horizontal member 12 and the lower horizontal member 14 to integrally connect the central vertical member 16 and the outer vertical members 18, (20);
The pair of outer side members 18 and 18 are formed such that the neck length L of the pair of outer side members 18 and 18 is shorter than the inter-body distance h of the intermediate transverse member 20, Wherein a width B3 of the intermediate transverse rigid body 20 is set to be smaller than a width b of the outer side vertical members 18 and 18 with a bend angle? delete The method according to claim 1,
Wherein the center vertical member (16) is further formed with a pair of slits (161, 161) symmetrical with respect to a neutral axis.

Images