KR20100045759A - Floor vibration damping system of steel structure - Google Patents

Abstract

PURPOSE: A floor vibration damping system for a steel structure is provided to maximize vibration damping effect using a vibration absorber, and to reduce material waste by appropriately selecting a material. CONSTITUTION: A floor vibration damping system for a steel structure comprises a steel beam(10), a shear stud(30), a concrete slab(40), and a vibration isolator(20). The steel beam has an upper flange(11). The shear stud is installed on the upper flange of the steel beam. The concrete slab embeds the shear stud, and is formed on the steel beam. The vibration isolator is installed between the top flange of the steel beam and the bottom surface of the concrete slab.

Description

Floor vibration damping system of steel structure

The present invention relates to a floor vibration damping system for reducing floor vibration in a steel frame structure, and more particularly, to a floor vibration damping system using a vibration damper having physical properties that can maximize the floor vibration damping effect.

Recently, the dry method has been applied a lot away from the wet method (concrete on-site casting method) to shorten the air and improve the economic efficiency by improving the construction productivity. In other words, the main structural members such as beams or columns are unitized and assembled at the site to build a structure, thereby improving construction efficiency, facilitating quality control, and reducing manpower.

The most common dry method is steel structure. Steel structure refers to a structure in which steel members manufactured in factories (in some cases on-site) are assembled by joining methods such as high-strength bolts or welding, and can be usefully applied to high-rise buildings and large-scale span structures as well as construction efficiency. In addition, it has advantages such as free design and internal planar configuration and easy expansion and reconstruction. However, there is a problem that the steel structure is vulnerable to vibration, especially in a building designed to a large space, the installation of non-structural material that exhibits the anti-vibration effect such as partition walls is reduced, so the floor vibration problem is highlighted.

The most common way to solve the floor vibration problem is to increase the frame size. That is, the damping effect is maximized by increasing the rigidity of the frame by increasing the cross section of the concrete slab or cheolgolbo. However, this method inevitably increases the cost of materials due to the enlargement of the cross section of the frame, and also has a problem of low space efficiency due to a lower ceiling height compared to the same floor height. Therefore, recently, a method of introducing a damping layer into a frame has been proposed, and this method dissipates vibration energy through shear deformation of the dustproof layer as shown in FIG. The principle is to improve.

In the steel frame structure, the dustproof layer has been introduced into the lower flange of the steel frame, or introduced into the slab surface. However, the method of introducing the anti-vibration layer into the lower flange of the cheolgolbo is the concept of dissipating the vibration energy by the bending deformation rather than the shear deformation, and the vibration reduction effect is insignificant, and the method of introducing the anti-vibration layer on the surface of the slab is the installation area of the anti-vibration material. There is a problem that the work load becomes excessive. In order to improve this problem, the present inventor has developed a method of installing a dustproof device between cheolgolbo and concrete slab and has been registered as a patent No. 878792. However, various technologies for damping floor vibrations up to now, including Patent No. 878792, remain only in the research result focused on the installation location of the vibration isolator, and thus, studies on the material properties of the appropriate vibration isolator are insufficient. Therefore, the present inventors have developed the present invention by studying the relationship between the physical properties of the viscoelastic material constituting the vibration damper and the floor vibration damping effect.

The present invention has been developed to improve the above-mentioned conventional problems, there is a technical problem to provide a floor vibration damping system that maximizes the floor vibration damping effect by using a dustproof material of a specific physical property.

The present invention to solve the above technical problem, cheolgolbo having an upper flange; Shear studs are bonded to the upper surface of the upper flange of the cheolgolbo; Concrete slab is constructed on the cheolgolbo while buying the shear studs; And an anti-vibration device installed between the upper flange of the cheolgolbo and the lower surface of the concrete slab, wherein the anti-vibration device comprises: an upper steel plate; Lower iron plate; It is located between the upper iron plate and the lower iron plate and characterized in that the dust-proof device comprising a; dust-proof material by a viscoelastic material having a specific physical properties (elastic coefficient (E), Poisson's ratio (υ), material damping ratio (ξ)); It provides a floor vibration damping system.

In this case, the viscoelastic material having the specific physical properties includes (i) the elastic modulus (E) of 5.0 × 10 ⁵ to 1.1 × 10 ⁶ Pa, the Poisson's ratio (υ) of 0.3 to 0.499, and the material damping ratio (ξ). Viscoelastic material having 0.05 to 0.35, (ii) viscoelastic material having elastic modulus (E) of 1.0 × 10 ⁵ to 5.0 × 10 ⁵ Pa, Poisson's ratio of 0.3 to 0.4 and material damping ratio of 0.15 to 0.35 (I) a viscoelastic material having an elastic modulus (E) of 1.0 × 10 ⁵ to 5.0 × 10 ⁵ Pa, a Poisson's ratio of 0.4 to 0.499, and a material damping ratio of 0.25 to 0.35, (i) an elastic modulus Viscoelastic material with 1.1 × 10 ⁶ to 1.3 × 10 ⁶ Pa, Poisson's ratio 0.3 to 0.499, and material damping ratio ξ 0.05 to 0.25, (v) elastic modulus of 1.3 × 10 ⁶ to 2.5 × 10 ⁶ Pa And a Poisson's ratio (υ) of 0.3 to 0.499 and a material damping ratio (ξ) of 0.05 to 0.15.

According to the present invention, the following effects can be expected.

First, the vibration damping material composed of optimized viscoelastic material is installed close to the neutral axis where shear stress is maximized to complete the composite floor frame of steel and concrete, thereby maximizing floor vibration damping effect.

Second, since the viscoelastic material constituting the dustproof material is proposed as the optimized physical property, it is possible to easily select a suitable material having a certain effect on the floor vibration damping, and to maximize the material efficiency to effectively reduce floor vibration while preventing material waste. You can implement the system.

The present invention, the cheolgolbo 10 having an upper flange (11); Shear studs 30 are attached to the upper surface of the upper flange 11 of the cheolgolbo; Concrete slab 40 is constructed on the cheolgolbo 10 while buying the shear stud 30; And a viscoelastic material disposed between the upper flange 11 of the cheolgolbo and the lower surface of the concrete slab 40 and positioned between the upper iron plate 22a and the lower iron plate 22b and the upper iron plate and the lower iron plate. It relates to a floor vibration damping system of a steel frame structure comprising a; a dustproof device (20) consisting of a dustproof material (21), a special dustproof material (21) to maximize the floor vibration damping effect with the dustproof device (20). There is a technical feature to use the one configured to include.

In the present invention, the anti-vibration device 20 is installed between the cheolgolbo 10 and the concrete slab 40, which is the neutral axis of the composite section in the composite structure of the cheolgolbo 10 and the concrete slab 40 is the cheolgolbo 10 and concrete It is considered that the shear stress is maximized in the vicinity of the boundary between the cheolgolbo 10 and the concrete slab 40 is to be at the same position as the boundary of the slab 40. That is, by installing the vibration isolator 20 near the neutral axis (the boundary between the steel beam and the concrete slab) where the shear stress is maximum, the shear deformation of the vibration isolator 21 is maximized, thereby maximizing the vibration energy consumption and damping the floor vibration of the structure. The effect is maximized.

Furthermore, the present invention further improves the floor vibration damping effect by using a special dustproof material. In other words, the optimum vibration isolator by checking the floor vibration reduction effect and arranging the results while changing the physical properties (elastic coefficient, Poisson's ratio, damping ratio) or thickness of the viscoelastic material constituting the vibration isolator 21 in the vibration isolator 20 (20) is presented. Specifically, as an analysis result through the embodiment, the present invention is a viscoelastic material constituting the vibration isolator 21 in the vibration isolator 20, the elastic modulus (E) is 5.0 × 10 ⁵ ~ 1.1 × 10 ⁶ Pa and Poisson's ratio ( (v) is 0.3 to 0.499 and viscoelastic material having material damping ratio (ξ) of 0.05 to 0.35, or viscoelastic material having elastic modulus (E) of 1.0 × 10 ⁵ to 5.0 × 10 ⁵ Pa. Viscoelastic material with a material damping ratio (ξ) of 0.15 to 0.35 or Poisson's ratio (0.4) of 0.4 to 0.499 and a material damping ratio (ξ) of 0.25 to 0.35, or an elastic modulus of 1.1 × 10 ⁶ to 1.3 × 10 ⁶ Pa and a Poisson Viscoelastic material with ratio (υ) of 0.3 to 0.499 and material damping ratio (ξ) of 0.05 to 0.25, or elastic modulus of 1.3 × 10 ⁶ to 2.5 × 10 ⁶ Pa and Poisson's ratio (υ) of 0.3 to 0.499 It is proposed that viscoelastic material having ξ) is 0.05 to 0.15.

Particularly, in the present invention, it is proposed to install the anti-vibration device 20 at both ends in the longitudinal direction of the cheolgolbo 10 and to install the shear stud 30 at the center to synthesize the behavior of the cheolgolbo 10 and concrete slab 40 only in the center. This is an optimized installation of the anti-vibration device 20 in the form corresponding to the required strength curve of the composite structure of the cheolgolbo 10 and the concrete slab 40. At this time, it is preferable that the composite section by the shear stud 30 includes a minimum static moment section.

On the other hand, in the floor vibration damping system according to the present invention, the concrete slab 40 is mounted on the upper flange 11 located in the center of the upper steel plate 22a and the cheolgolbo 10 of the dustproof device 20 is cheolgolbo ( 10) the iron plate deck 41 is installed so as to connect with each other; and, the site concrete 42 is poured onto the iron plate deck 41; can be configured to include. At this time, the iron plate deck 41 may be adopted in the bone deck made by bending the iron plate, truss deck bonded to the truss reinforcement to the iron plate. In addition, the iron plate deck 41 may be bonded to the upper flange 11 located in the center of the cheolgolbo 10 by spot welding or the like to fix the mounting state.

As such, the present invention completes the floor vibration damping system by installing the vibration isolator 20 at the boundary between the cheolgolbo 10 and the concrete slab 40, so that the conventional cheolgolbo 10 can be applied as it is. It can be easily applied on site while following construction method.

Hereinafter, look at the present invention based on the embodiment through the vibration analysis.

EXAMPLE

1. Method of interpretation

(1) Analysis technique

The analysis was performed using ANSYS. In particular, the contact modeling method of the viscoelastic material portion was entered as a contact (bonded) option that is considered to have the most similar behavior as a result of preliminary analysis among the options such as merge, contact (bonded), and multi point contact (MPC). Since the nonlinear properties of viscoelastic materials are derived from experiments, they are assumed to be linear materials in the analysis. The results of the geometric and nonlinear analyzes show that the responses are similar and are interpreted geometrically.

(2) Analysis model

As shown in Figures 2a to 2c, the analysis was carried out through the load of a simple beam having a vibration isolator installed only at both ends as a model, the physical properties of the analysis model is shown in [Table 1] and [Table 2]. On the other hand, the natural frequency of the structure (Fully composite) without the vibration isolator is 4.99Hz, the natural frequency of the structure (50% composite) with the vibration isolator changes depending on the elastic modulus of the viscoelastic material of the vibration isolator.

Structure properties Slab concrete Width (3m), Thickness (150mm), Length (12m) E = 24000MPa, Poisson's ratio = 0.167, Mass = 2.4ton / ㎥, material damping ratio = 0.01 Deck Flat deck E = 206000MPa, Poisson's ratio = 0.3, Mass = 7.85ton / ㎥, material damping ratio = 0.002 Cheolgolbo H-450 * 200 * 9 * 14 E = 206000MPa, Poisson's ratio = 0.3, Mass = 7.85ton / ㎥, material damping ratio = 0.002

Dustproof device characteristics Anti-vibration device (sandwich type) = lower steel plate (1 mm) + dustproof material (viscoelastic material) + upper steel plate (1 mm) Viscoelastic material Thickness Modulus of elasticity (E) Poisson's Ratio (υ) Material Attenuation Ratio (ξ) 1 mm 1.0e5 Pa 5.0e5 Pa 1.0e6 Pa 2.5e6 Pa 5.0e6 Pa 1.0e7 Pa 5.0e7 Pa 0.3 0.4 0.499 0.05 0.15 0.25 0.35 1 mm 2 mm 3 mm 5.0e5 Pa 0.499 0.25 1.0e6 Pa 0.4 0.15

2. Result of Analysis

(1) Analysis results according to the change of physical properties of viscoelastic material

The analysis results while changing the physical properties (elastic coefficient, Poisson's ratio, material damping ratio) of the viscoelastic material having a predetermined thickness (1 mm) are shown in Tables 3, 4, and 5.

Analysis Results According to Variation of Physical Properties of Viscoelastic Material 1 E (elastic coefficient) 1.0e5 Pa 5.0e5 Pa υ (Poisson's Ratio) ζ (material damping ratio) ζ (structural damping ratio) (%) max. Accel. (Maximum'acceleration) (m / s ² ) Basic (without damper) ζ (structural damping ratio) max. Accel. (Maximum acceleration) (m / s ² ) Basic (without damper) ζ (%) (structural damping ratio) 0.91 max. Accel. (m / s ² ) 0.0295 ζ (%) (structural damping ratio) 0.91 max. Accel. (m / s ² ) 0.0295 Additional damping (%) Response value reduction rate (%) Additional damping (%) Response value reduction rate (%) 0.3 0.05 2.1 0.0194 1.2 34.12 3.1 0.0126 2.2 57.25 0.15 3.0 0.0147 2.1 50.03 5.2 0.0094 4.3 68.14 0.25 3.9 0.0113 3.0 61.64 5.0 0.0090 4.1 69.44 0.35 4.6 0.0100 3.7 66.12 4.4 0.0108 3.5 63.25 0.4 0.05 1.9 0.0216 1.0 26.81 2.9 0.0138 2.0 53.38 0.15 2.8 0.0161 1.9 45.42 5.1 0.0096 4.2 67.56 0.25 3.7 0.0127 2.8 57.07 5.2 0.0088 4.3 70.24 0.35 4.4 0.0100 3.5 66.13 4.6 0.0104 3.7 64.91 0.499 0.05 1.4 0.0268 0.5 9.07 2.7 0.0141 1.8 52.30 0.15 2.4 0.0181 1.5 38.76 5.0 0.0098 4.1 66.92 0.25 3.3 0.0137 2.4 53.73 5.2 0.0087 4.3 70.59 0.35 4.1 0.0106 3.2 64.10 4.7 0.0102 3.8 65.30

Analysis Results According to Variation of Physical Properties of Viscoelastic Material2 E 1.0e6 Pa 2.5e6 Pa 5.0e6 Pa υ ζ ζ max. Accel. Basic ζ max. Accel. Basic ζ max. Accel. Basic ζ 0.91 max. Accel. 0.0295 ζ 0.91 max. Accel. 0.0295 ζ 0.91 max. Accel. 0.0295 Add. damping Response value reduction rate Add. damping Response value reduction rate Add. damping Response value reduction rate 0.3 0.05 3.6 0.0127 2.7 56.94 3.2 0.0124 2.3 57.96 2.5 0.0179 1.6 39.32 0.15 4.3 0.0107 3.4 63.73 2.5 0.0162 1.6 45.08 1.9 0.0205 One 30.50 0.25 3.4 0.0134 2.5 54.58 2.0 0.0191 1.1 35.25 1.5 0.0224 0.6 24.06 0.35 2.8 0.0149 1.9 49.49 1.7 0.0207 0.8 29.83 1.2 0.0237 0.3 19.66 0.4 0.05 3.5 0.0128 2.6 56.61 3.3 0.012 2.4 59.32 2.5 0.0175 1.6 40.67 0.15 4.5 0.01 3.6 66.1 2.7 0.0158 1.8 46.44 1.8 0.0205 0.9 30.50 0.25 3.6 0.0129 2.7 56.27 2.0 0.0191 1.1 35.25 1.5 0.0222 0.6 24.74 0.35 2.9 0.0144 2 51.19 1.7 0.021 0.8 28.81 1.3 0.0234 0.4 20.67 0.499 0.05 3.4 0.0132 2.5 55.25 3.3 0.012 2.4 59.32 2.6 0.0173 1.7 41.35 0.15 4.5 0.0102 3.6 65.42 2.8 0.0156 1.9 47.11 1.9 0.0205 One 30.50 0.25 3.7 0.0126 2.8 57.29 2.2 0.0188 1.3 36.27 1.5 0.0218 0.6 26.10 0.35 3.0 0.014 2.1 52.54 1.8 0.0203 0.9 31.18 1.3 0.0232 0.4 21.35

Analysis Results According to Variation of Physical Properties of Viscoelastic Material3 E 1.0e7 Pa 5.0e7 Pa υ ζ ζ max. Accel. Basic ζ max. Accel. Basic ζ 0.91 max. Accel. 0.0295 ζ 0.91 max. Accel. 0.0295 Add. damping Response value reduction rate Add. damping Response value reduction rate 0.3 0.05 1.7 0.0221 0.79 25.08 1.0 0.027 0.09 8.47 0.15 1.3 0.0237 0.39 19.66 0.9 0.0283 -0.01 4.06 0.25 1.1 0.025 0.19 15.25 0.9 0.028 -0.01 5.08 0.35 1.0 0.026 0.09 11.86 0.8 0.0282 -0.11 4.40 0.4 0.05 1.8 0.0217 0.89 26.44 1.1 0.0278 0.19 5.76 0.15 1.3 0.0234 0.39 20.67 0.9 0.0282 -0.01 4.40 0.25 1.1 0.0249 0.19 15.59 0.9 0.0279 -0.01 5.42 0.35 1.0 0.0258 0.09 12.54 0.8 0.028 -0.11 5.08 0.499 0.05 1.9 0.0215 0.99 27.11 1.1 0.0281 0.19 4.74 0.15 1.3 0.0236 0.39 20 0.9 0.0283 -0.01 4.06 0.25 1.1 0.0247 0.19 16.27 0.9 0.0279 -0.01 5.42 0.35 1.0 0.0256 0.09 13.22 0.8 0.0281 -0.11 4.74

If the analysis results of the above [Table 3], [Table 4], [Table 5] can be summarized as shown in Figure 3a to 3c.

As shown in FIG. 3A, when the vibration isolator is made of a viscoelastic material, the maximum acceleration response is generally reduced, resulting in the damping effect of the floor vibration. In particular, as the elastic modulus (E) of the viscoelastic material is smaller, the maximum acceleration response becomes smaller regardless of the material damping ratio and the Poisson's ratio of the viscoelastic material.

However, in general, the floor vibration of steel frame buildings has a maximum acceleration response of about 2.5 ~ 3.5gal (cm / sec ² ) (2.95gal in the analysis model), which corresponds to the level that general people are weakly perceived (strongly recognized by sensitive people). And 1.5 gallons or less, most people are not aware of vibration (see 2004 R & D Report "Development of Limits and Measurements of Vertical and Horizontal Vibration of Tall Buildings"). A viscoelastic material is proposed which exhibits a response of approximately 1.5 gal or less (a response rate reduction rate of approximately 50% or more).

When combining Table 1, Table 2, Table 3, and FIGS. 3B and 3C, the viscoelastic material exhibiting a maximum acceleration of 1.5 gal or less (response reduction rate of approximately 50% or more) is (ⅰ). Viscoelastic material (E) of 5.0 × 10 ⁵ to 1.1 × 10 ⁶ Pa, Poisson's ratio (υ) of 0.3 to 0.499 and material damping ratio (ξ) of 0.05 to 0.35, (ii) Elastic modulus (E) of Viscoelastic material with 1.0 × 10 ⁵ to 5.0 × 10 ⁵ Pa, Poisson's ratio 0.3 to 0.4 and material attenuation ratio 0.15 to 0.35, (e) elastic modulus (E) 1.0 × 10 ⁵ to 5.0 × Viscoelastic material with 10 ⁵ Pa, Poisson's ratio 0.4 to 0.499, material damping ratio ξ 0.25 to 0.35, (v) elastic modulus of 1.1 × 10 ⁶ to 1.3 × 10 ⁶ Pa and Poisson's ratio (υ) Viscoelastic material with a material damping ratio (ξ) of 0.05 to 0.25, viscoelastic coefficient of 1.3 × 10 ⁶ to 2.5 × 10 ⁶ Pa, Poisson's ratio of 0.3 to 0.499, and material damping ratio of The viscoelastic material which is 0.05-0.15 is mentioned.

(2) Analysis results according to the thickness of the viscoelastic material

As a result of analyzing the thickness of the viscoelastic material of a certain physical property, it appeared as [Table 6]. It is the result of selecting the viscoelastic material of the physical property which was confirmed as the most excellent in the analysis result according to the physical property of the viscoelastic material, and analyzing it.

Analysis result according to thickness of viscoelastic material E 5.0e5 Pa 1.0e6 Pa υ ζ Thk (mm) ζ max. Accel. Basic ζ max. Accel. Basic ζ 0.91 max. Accel. 0.0295 ζ 0.91 max. Accel. 0.0295 Add. damping Response value reduction rate Add. damping Response value reduction rate 0.499 0.25 1 mm 5.2 0.0087 4.3 70.59 4.5 0.0102 3.59 65.30 2 mm 5.2 0.0089 4.3 69.67 5.1 0.0095 4.19 67.76 3 mm 4.4 0.0099 3.5 66.33 4.8 0.0094 3.89 68.24

In summary, the analysis results of Table 6 may be represented in a graph form as shown in FIG. 4. As shown in Table 6 and Figure 4, the thickness of the viscoelastic material did not appear to have a significant effect on the maximum acceleration response. However, considering the workability and economy, the thickness of the viscoelastic material is preferably 1 mm.

The present invention has been described in detail above with reference to specific embodiments, but since the embodiments are only intended to illustrate the present invention, the embodiments substituted, added, and modified within the scope without departing from the spirit of the present invention are also described below. It will be said to belong to the protection scope of the present invention as defined by the claims appended hereto.

1 shows the concept of the dustproof effect by the dustproof layer.

Figures 2a to 2c shows the analysis conditions for checking for the dustproof effect of the viscoelastic material.

3A to 3C show analysis results according to physical properties of viscoelastic materials.

Figure 4 shows the analysis results according to the thickness of the viscoelastic material.

<Description of the symbols for the main parts of the drawings>

10: Cheolgolbo

11: upper flange

20: dustproof device

21: dustproof material

22a: upper plate

22b: bottom plate

30: Shear Stud

40: concrete slab

41: iron plate deck

42: Field Concrete

Claims (6)

Cheolgolbo (10) having an upper flange (11); Shear studs 30 are attached to the upper surface of the upper flange 11 of the cheolgolbo; Concrete slab 40 is constructed on the cheolgolbo 10 while buying the shear stud 30; And, And a dustproof device (20) installed between the upper flange (11) of the cheolgolbo and the lower surface of the concrete slab (40). The dustproof device 20, Upper plate 22a; Lower iron plate 22b; Located between the upper iron plate 22a and the lower iron plate 22b, the elastic modulus (E) is 5.0 × 10 ⁵ ~ 1.1 × 10 ⁶ Pa, Poisson's ratio (υ) 0.3 ~ 0.499 and material damping ratio (ξ) Dust-proof material 21 by a viscoelastic material that is 0.05 to 0.35; Floor vibration damping system of a steel frame structure, characterized in that configured to include. Cheolgolbo (10) having an upper flange (11); Shear studs 30 are attached to the upper surface of the upper flange 11 of the cheolgolbo; Concrete slab 40 is constructed on the cheolgolbo 10 while buying the shear stud 30; And, And a dustproof device (20) installed between the upper flange (11) of the cheolgolbo and the lower surface of the concrete slab (40). The dustproof device 20, Upper plate 22a; Lower iron plate 22b; A viscoelastic material having an elastic modulus (E) of 1.0 × 10 ⁵ to 5.0 × 10 ⁵ Pa, which is located between the upper iron plate 22a and the lower iron plate 22b, and has a Poisson's ratio (υ) of 0.3 to 0.4 and a material damping ratio ( dust-proof material 21 made of viscoelastic material having ξ) of 0.15 to 0.35 or Poisson's ratio of 0.4 to 0.499 and a material attenuation ratio of 0.25 to 0.35; Floor vibration damping system of a steel frame structure, characterized in that configured to include. Cheolgolbo (10) having an upper flange (11); Shear studs 30 are attached to the upper surface of the upper flange 11 of the cheolgolbo; Concrete slab 40 is constructed on the cheolgolbo 10 while buying the shear stud 30; And, And a dustproof device (20) installed between the upper flange (11) of the cheolgolbo and the lower surface of the concrete slab (40). The dustproof device 20, Upper plate 22a; Lower iron plate 22b; Located between the upper iron plate (22a) and the lower iron plate (22b), the elastic modulus is 1.1 × 10 ⁶ ~ 1.3 × 10 ⁶ Pa, Poisson's ratio (υ) is 0.3 ~ 0.499, material damping ratio (ξ) is 0.05 ~ 0.25 A dustproof material 21 made of a phosphorus viscoelastic material; Floor vibration damping system of a steel frame structure, characterized in that configured to include. Cheolgolbo (10) having an upper flange (11); Shear studs 30 are attached to the upper surface of the upper flange 11 of the cheolgolbo; Concrete slab 40 is constructed on the cheolgolbo 10 while buying the shear stud 30; And, And a dustproof device (20) installed between the upper flange (11) of the cheolgolbo and the lower surface of the concrete slab (40). The dustproof device 20, Upper plate 22a; Lower iron plate 22b; Located between the upper iron plate (22a) and the lower iron plate (22b), the elastic modulus is 1.3 × 10 ⁶ ~ 2.5 × 10 ⁶ Pa, Poisson's ratio (υ) 0.3 ~ 0.499, material damping ratio (ξ) is 0.05 ~ 0.15 A dustproof material 21 made of a phosphorus viscoelastic material; Floor vibration damping system of a steel frame structure, characterized in that configured to include. The method according to any one of claims 1 to 4, The vibration isolator 20 is installed only at both ends of the longitudinal direction of the cheolgolbo 10, The shear stud 30 is the bottom vibration damping system of the steel frame structure, characterized in that is installed only in the longitudinal center portion of the cheolgolbo 10 is not installed. In claim 5, The concrete slab 40, Iron plate deck (41) mounted on the upper flange (11) located in the center of the upper steel plate (22a) and the cheolgolbo 10 of the anti-vibration device to be connected to each other cheolgolbo 10; On-site concrete 42 is poured over the iron plate deck (41); Floor vibration damping system of a steel frame structure, characterized in that configured to include.

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