JP2010112085A - Compound vibration-control frame - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide a compound vibration-control frame with a simple structure reducing responses to external forces of both of an earthquake and the wind by installing viscoelastic dampers in a structural plane formed by columns and beams. <P>SOLUTION: In the compound vibration-control frame, first and second viscoelastic dampers are arranged to have a truncated chevron shape or an inverted truncated chevron shape in the structural plane forming a column-beam frame of a building. An end of each of axis lines of the first and second viscoelastic dampers intersects with an intersection of axis lines of a column and a beam at a column-beam joint part on each of right and left sides of the structural plane. The other end of each of the axis lines of the first and second viscoelastic dampers intersects with the axis line of the beam above or below the column-beam joint part in a manner that an interval is formed between the intersections of the axis lines of the first and second viscoelastic dampers and the axis line of the beam. The interval between the intersections on the beam has a smaller shear yield force than a vertical direction component of a maximum bearing force of the first and second viscoelastic dampers. <P>COPYRIGHT: (C)2010,JPO&INPIT

Description

  The present invention relates to a composite vibration control frame for buildings and other structures, and relates to a structure in which a viscoelastic damper is installed in a structural surface composed of columns and beams to reduce the response to both external forces of earthquake and wind.

  For structures such as buildings, seismic resistance and vibration control are required to ensure comfortable living and safety, and steel dampers and viscoelastic dampers have been proposed as vibration dampers.

  If steel dampers and viscoelastic dampers are arranged in the building structure, vibrations of the structure due to earthquakes and winds can be reduced. For example, Patent Document 1 relates to a damping steel plate unit and a damping wall, placing a damping steel plate unit (steel damper) in a construction frame surrounded by column beams, and yielding the steel damper earlier than the main frame. To reduce the response of the structure.

  However, steel dampers do not act at such amplitudes that comfort is a problem, such as vibrations caused by strong winds, and they continue for several hours even when vibrations caused by strong winds are large enough to affect the safety of the structure. In some cases, it is not suitable for absorbing vibration energy.

  Patent Document 2 relates to an earthquake-resistant building using a viscoelastic damper, which has a highly rigid and tough viscous earthquake-resistant wall having a large damping force, and the viscous earthquake-resistant wall bears an earthquake load. The earthquake-resistant building that bears the cost is described. The viscous earthquake-resistant wall (viscoelastic damper) sandwiches a viscous material with a large viscous resistance against the steel sheet, absorbs energy from a low amplitude, and acts on the seismic response and wind response.

  However, if the viscoelastic damper is designed to absorb energy for a large earthquake that occurs once every several decades, the amount of viscoelastic body increases and the economic efficiency is impaired.

  Therefore, in order to reduce the response of structures such as buildings to any vibration input from micro-vibration due to wind to large vibration due to earthquake, this is a composite with the characteristics of both elasto-plastic dampers (steel dampers) and viscoelastic dampers. A damper has been proposed.

  Some composite dampers are arranged in series with an elastic-plastic damper and a viscoelastic damper arranged in parallel. When arranged in parallel, external force is input to the elasto-plastic damper and viscoelastic damper for vibration due to disturbance, and when the input is micro-vibration, the displacement of the viscoelastic damper is constrained by a highly rigid elasto-plastic damper. Becomes smaller. On the other hand, when arranged in series, the effect of the elasto-plastic damper is reduced due to a decrease in rigidity.

  FIG. 4 shows an example in which both a hysteretic damper 7 that acts during an earthquake and a viscoelastic damper 3 that exerts an effect during wind vibration are provided on a structural surface 6 of a frame composed of pillars 1 and beams 2 of a building. Show.

Patent Document 3 describes a technique in which interlayer deformation is replaced with shear deformation at the center of a transverse member, energy absorption is performed, and a viscous damper is also provided.
Japanese Patent Laid-Open No. 10-147999 JP-A-11-141177 JP-A-11-71034

However, in the structure of FIG. 4, both a steel damper and a viscoelastic damper are installed, and the viscoelastic body of the viscoelastic damper must be thick enough to cope with large deformation at the amplitude at which the steel damper plasticizes. It requires installation space and places restrictions on the architectural plan. Further, the method described in Japanese Patent Laid-Open No. 11-71034 is an integrated composite damper, which is effective for both wind and earthquake, but requires additional beams and shafts, which increases costs.
Therefore, an object of the present invention is to propose a composite damper having a small installation space and a simple structure.

The object of the present invention can be achieved by the following means.
1. A composite vibration control structure in which the first and second viscoelastic dampers are arranged in a C-shape or reverse C-shape in the structural surface constituting the column beam structure of the building,
The first and second viscoelastic dampers are:
One end of those axes intersects the intersection of the column and beam axes at the left and right column beam joints of the construction surface,
The other end intersects with an axis between the axis of the beam above or below the beam-column joint and an intersection between the axis of the first and second viscoelastic dampers and the axis of the beam,
The composite vibration control frame according to claim 1, wherein a section between the intersections of the beams has a shear yield strength smaller than a maximum yield strength of the first and second viscoelastic dampers.
2. 2. The composite vibration control frame according to claim 1, wherein the shear force bearing element of the beam between the intersections is made of a steel material having a lower yield point than the other part of the beam.
3. It is a composite vibration control structure in which viscoelastic dampers are arranged in a substantially diagonal line in the structural surface constituting the column beam structure of the building,
The viscoelastic damper has a column in which one end of the material axis intersects the intersection of the column and beam material axis in the column beam joint of the column beam frame, and the other end is on the diagonal line of the column beam joint. It is arranged so as to intersect the beam axis constituting the beam joint at a position that is within the composition plane from the inner slope of the column of the beam-to-column joint, and the intersection of the beam and the viscoelastic damper and the inside of the column A composite vibration control frame characterized in that a section between the slopes has a shear yield strength smaller than the maximum yield strength of the viscoelastic damper.
4). 4. The composite vibration control frame according to claim 3, wherein the shear force bearing element of the beam between the intersection and the inner slope of the column is formed of a steel material having a lower yield point than the other part of the beam.

  According to the present invention, it is possible to effectively absorb energy from a small-amplitude vibration serving as a habitability index to a large-amplitude vibration during an earthquake that affects the function and safety of the structure, and Compared to the conventional structure, an additional member is not required and a composite damper having excellent cost performance is obtained, which is extremely useful in industry.

Hereinafter, the present invention will be described in detail with reference to the drawings.
FIG. 1 shows a vertical plane view of a composite damper according to an embodiment of the present invention. In the figure, 1 is a pillar,
2 is a beam, 3 is a viscoelastic damper, 4 is a web panel, 5a is a support member for the viscoelastic damper, 5b is a stiffener, 6 is a construction surface, L1 and L6 are beam material axes, and L2 and L3 are dampers for the viscoelastic damper. The material axes, L4 and L5 are column axes, and G1, G2, G3 and G4 indicate intersections.

  The two composite dampers shown in the figure are arranged symmetrically in the plane 6 surrounded by the pillars 1 and 2 so that the viscoelastic dampers 3 have a square shape.

  The two viscoelastic dampers 3 have one end of their axis L2 (L3) at the intersection G2 of the column axis L4 (L5) of the column 1 and the beam axis L1 of the beam 2 at the left and right column beam joints of the composition surface 6. Cross with (G1).

  The other end of the damper material axis L2 (L3) is connected to the beam material axis L6 of the beam 2 above the column beam junction forming the intersection point G2 (G1), and the damper material axis L2 (L3) of the viscoelastic damper 3 The crossing point G3 and the crossing point G4 with the beam material axis L6 are arranged in a square shape in the composition surface 6 so as to intersect with an interval.

  The web panel 4 in the section between the intersection point G3 and the intersection point G4 in the beam 2 has a shear yield force smaller than the vertical component of the maximum proof stress of the two viscoelastic dampers 3, and other parts of the beam It is composed of a steel material having a lower yield point. In order to prevent shear buckling of the web panel 4 at both ends of the web panel 4, it is desirable to arrange stiffeners in the vertical direction. Further, the stiffener 5b along the damper material axis L2 is preferably arranged to avoid stress concentration on the web of the beam 2. When both ends of the viscoelastic damper 3 are constituted by support members having a cross-shaped cross section, if a stiffener 5b is provided between the stiffener 5a and the lower flange of the beam 2, and the stiffener 5b is disposed on an extension line of the support member 5a, stress transmission is performed. Smooth and preferable.

  In the illustrated composite damper, since the intersecting points G3 and G4 of the damper material axes L2 and L3 of the viscoelastic damper 3 and the beam material axis L6 of the beam 2 are separated, a shear force is generated between the intersecting points G3 and G4 when the interlayer deformation occurs. When a large earthquake occurs, the web panel 4 functions as a hysteretic damper, which is a shear force bearing element, and absorbs energy.

  The deformation of the viscoelastic damper 3 is suppressed during a large earthquake, and it is not necessary to design the viscoelastic damper 3 to follow the large deformation. As a result, the viscoelastic body constituting the viscoelastic damper 3 is made thinner than before. Since the rigidity is increased, the size can be reduced. It is preferable that the distance between the intersections G3 and G4 is approximately the same as the “beam cause” of the beam 2.

  FIG. 1 shows a case where two viscoelastic dampers 3 are continuously arranged in a letter C shape between the upper and lower layers. As shown in FIG. 2, two viscoelastic dampers are formed between the upper and lower layers (composition surface 6). 3 is arranged in an inverted C shape in the upper layer (composition surface 6), and is arranged in a C shape in the lower layer (composition surface 6) in a vertical shape, and the web panel of the beam serving as the axis of symmetry 4 can be surrendered.

  FIG. 3 shows an example of a composite damper when the interval between the columns 1 on both sides of the column beam frame is narrow. One viscoelastic damper 3 is connected to one end of the material axis L10, and the column 1 material at the column beam joint portion. It intersects with the intersection of the axis L9 and the material axis L8 of the beam 2.

  Then, the other end is located within the composition plane from the material axis L7 of the beam 2 constituting the beam-column joint portion on the diagonal line of the beam-column joint portion and the inner normal surface of the column 1 of the beam-column joint portion. At the intersection G5.

  The web panel 4 in the section between the intersection G5 and the inner slope of the column 1 has a shear yield force smaller than the vertical component of the maximum proof stress of the viscoelastic damper 3, and has a yield point higher than the other parts of the beam 2. It is composed of low steel materials.

  In order to prevent shear buckling of the web panel 4 on the intersection G5 side of the web panel 4, it is desirable to arrange a stiffener 5a in the vertical direction. When both ends of the viscoelastic damper 3 are constituted by support members having a cross-shaped cross section, if a stiffener 5b is provided between the stiffener 5a and the lower flange of the beam 2, and the stiffener 5b is disposed on an extension line of the support member 5a, stress transmission is performed. Smooth and preferable. It is desirable that the distance between the inner slope of the column and the intersection point G5 is about the same as that of “Beisei”.

FIG. 5 shows that the energy absorption amount during wind vibration (interlayer displacement R = 1/500) and during a large earthquake (interlayer deformation R = 1/100) is equal to the framework shown in FIG. 4 (hereinafter, conventional example). The hysteretic damper 4 and the viscoelastic damper 3 of the frame shown (hereinafter, the present invention example) were designed.
The member sizes of the columns 1 and 2 are the same in the comparative example and the example of the present invention, and the low yield point steel is used only for the panel 4 at the center of the beam in FIG. The viscoelastic damper is a brace type damper that absorbs energy by shearing the viscoelastic body by laminating and pressing a viscoelastic body with a shear stiffness of 0.1 N / mm ² and a damping constant of 0.4 on the steel plate. The shear cross section of the viscoelastic body was designed so that the amount of energy absorption at the time was equal. The thickness of the viscoelastic body was designed so that the shear strain of the viscoelastic body during a large earthquake was 400%.

The hysteretic damper is a brace-type damper that uses a steel material with a yield load of 235 N / mm ² as the energy absorption part. The hysteretic damper, the center panel of the beam, and the viscoelastic damper absorb energy by one cycle during a large earthquake. Designed to be equal. The specifications of the members are shown in Tables 1-3. In Table 1, the column C1 is only the leftmost column in FIGS. 4 and 5, and the column C2 is the remaining column.

  As a result of the design, the obtained viscoelastic damper decreased by 42.5% (the yield strength at 400% deformation decreased by 1019 kN per one), and the obtained hysteretic damper increased by 12.4% (the yield strength per one) Since the unit price per unit load is generally higher for viscoelastic dampers, it has been confirmed that the structure according to the present invention can achieve the same damping performance at a low cost.

1 shows an embodiment of the present invention. Another embodiment of the present invention. An example of a composite damper when the distance between columns on both sides of a column beam frame is narrow. Conventional example. Example.

Explanation of symbols

DESCRIPTION OF SYMBOLS 1 Column 2 Beam 3 Viscoelastic damper 4 Web panel 5a Viscoelastic damper support member 5b Stiffener 5c Stiffener 6 Construction surface 7 Brace type hysteresis damper L1, L6 Beam material shaft L2, L3 Damper material shaft L4, L5 Column shaft G1, G2 , G3, G4 intersection

Claims (4)

A composite vibration control structure in which the first and second viscoelastic dampers are arranged in a C-shape or reverse C-shape in the structural surface constituting the column beam structure of the building,
The first and second viscoelastic dampers are:
One end of those axes intersects the intersection of the column and beam axes at the left and right column beam joints of the construction surface,
The other end intersects with an axis between the axis of the beam above or below the beam-column joint and an intersection between the axis of the first and second viscoelastic dampers and the axis of the beam,
The composite damping structure according to claim 1, wherein a section between the intersections of the beams has a shear yield force smaller than a vertical component of a maximum proof stress of the first and second viscoelastic dampers.   2. The composite vibration control frame according to claim 1, wherein the shear force bearing element of the beam between the intersections is made of a steel material having a lower yield point than the other part of the beam. It is a composite vibration control structure in which viscoelastic dampers are arranged in a substantially diagonal line in the structural surface constituting the column beam structure of the building,
The viscoelastic damper has a column in which one end of the material axis intersects the intersection of the column and beam material axis in the column beam joint of the column beam frame, and the other end is on the diagonal line of the column beam joint. It is arranged so as to intersect the beam axis constituting the beam joint at a position that is within the composition plane from the inner slope of the column of the beam-to-column joint, and the intersection of the beam and the viscoelastic damper and the inside of the column A composite vibration control frame characterized in that a section between the slopes has a shear yield strength smaller than the maximum yield strength of the viscoelastic damper.   4. The composite vibration control frame according to claim 3, wherein the shear force bearing element of the beam between the intersection and the inner slope of the column is formed of a steel material having a lower yield point than other portions of the beam.

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