JP2006183324A - Response controlled structure - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide a response controlled structure which can apply vibration control to a building, equipped with a huge-span column and a huge-span beam, without closing an internal space. <P>SOLUTION: In this response controlled structure of the building, wherein a truss beam 2 is laid between the huge-span columns 9 and 9, an upper chord 3, constituting the truss beam 2, and the column 9 are welded, and joined together by a joining means 17 such as a high-strength bolt. A vibration-control means 18 comprises a friction damper, an oil damper, a viscous damper, a viscoelastic damper, etc. When an external force such as an earthquake is applied into the building, the truss beam 2 and the column 9 are forced to be horizontally displaced by the external force. Nevertheless, since this displacement is dissipated as energy by a damper 18 which is interposed between a lower chord 4 of the truss beam 2 and the column 9, the collapse of the building and the like are prevented. <P>COPYRIGHT: (C)2006,JPO&NCIPI

Description

  The present invention relates to a vibration damping structure, and more particularly to a vibration damping structure effective for damping a building such as a factory in which truss beams are installed between long span columns.

In recent years, in general buildings, in order to further improve the seismic and windproof performance, and to achieve the predetermined seismic and windproof performance with a simpler structure, an earthquake resistant brace, bearing wall, etc. A vibration damping structure in which a friction damper, an oil damper, a viscous damper, a viscoelastic damper, or the like is installed in the form of such an earthquake-resistant element is employed (see, for example, Patent Documents 1, 2, and 3).
JP-A-5-286514 JP-A-6-26237 JP-A-8-74442

  However, in buildings with a vibration control structure as described above, the space between the pillars on the wall surface is blocked by earthquake-resistant braces or load-bearing walls. Cannot be flexibly adapted to future layout changes.

  On the other hand, in the case of buildings such as factories where a long span exceeding 25 m is required, or buildings such as semiconductor factories where floor vibration needs to be kept small, the distance between the fulcrums is large and the load is always constant. Truss beams with a truss structure are used because the strength or rigidity of the beams is insufficient, but the number of columns is reduced, so it is necessary to cope with seismic force by increasing the column cross section. .

  Therefore, in order to reduce the cost of the building, it is inevitable to install seismic elements such as seismic braces and load bearing walls on the wall surface inside the building when it is desired to reduce the cross section of the column member. As a result, the layout cannot be flexibly dealt with in future layout changes.

  Therefore, there is a demand for a method of rationalizing the structure and reducing the cost by realizing a damping structure using a damping device without using the above-mentioned seismic brace and bearing wall.

 The present invention has been made in view of the conventional problems as described above, and the space between the columns is not blocked by the vibration control means, and the space inside the building is effectively used. An object of the present invention is to provide a vibration control structure that can flexibly cope with future design changes and the like, and that can reduce the cost as a building.

In order to solve the above problems, the present invention employs the following means.
That is, the invention according to claim 1 is a vibration control structure for a building in which truss beams are installed between columns, and the end portion of either the upper chord member or the lower chord member constituting the truss beam and the Damping means is interposed between the columns, and it is configured to dissipate input energy such as earthquakes using the horizontal displacement generated between the truss beam and the columns by the damping means. It is characterized by.
According to the vibration control structure of the present invention, when an external force such as an earthquake is input to a building, the truss beam and the column try to be displaced in the horizontal direction by the external force. Since it will be dissipated as energy by the vibration damping means interposed between the end of the material and the pillar, the collapse of the building will be prevented.

The invention according to claim 2 is the vibration damping structure according to claim 1, wherein the damping means is a friction damper, an oil damper, a viscous damper, or a viscoelastic damper.
According to the vibration control structure of the present invention, when an external force such as an earthquake is input to a building, the truss beam and the column try to be displaced in the horizontal direction by the external force. Since it will be dissipated as energy by vibration damping means consisting of a friction damper, oil damper, viscous damper, or viscoelastic damper interposed between one end of the material and the column, the building Will be prevented from collapsing.

As described above, according to the vibration damping structure of the present invention, when an external force is input due to an earthquake or the like, the truss beam and the column try to be displaced in the horizontal direction by the external force. It will be dissipated as energy by vibration damping means consisting of a friction damper, oil damper, viscous damper, or viscoelastic damper interposed between the end of either the upper chord member or the lower chord member and the column. Therefore, the collapse of the building is prevented.
In this case, there is no need to install vibration control means on the wall surface inside the building, so the space inside the building will not be blocked by the vibration control means, and future layout changes Etc. can be flexibly dealt with.

Hereinafter, embodiments of the present invention shown in the drawings will be described.
1 to 3 show an embodiment of a damping structure according to the present invention. FIG. 1 is a schematic diagram showing a state before deformation, and FIG. 2 is a schematic diagram showing a state after deformation. 3 is an explanatory view showing an example of a vibration damping means.

  In other words, the vibration damping structure 1 is effective for buildings such as factories where a long span exceeding 25 m is required, or buildings where floor vibration needs to be kept small, such as semiconductor factories. It is constructed to improve the earthquake and wind resistance safety of the building without blocking the space formed inside the building.

  In buildings with a long span exceeding 25m, the distance between the fulcrums is large, the strength or rigidity of the beam is insufficient for constant loads, and the number of columns is reduced. Insufficient rigidity. Therefore, a combination of the truss beam 2 of the truss structure 6 and the normal column 9 is used instead of the combination of the normal beam and the column, as shown in FIGS.

  As shown in FIGS. 1 and 2, the truss beam 2 has an upper chord member 3 formed of a steel material such as H-shaped steel provided substantially horizontally, and a substantially horizontal space below the upper chord member 3 at a predetermined interval. It is comprised from the lower chord material 4 formed from steel materials, such as H-shaped steel provided, and the truss structure 6 integrated between the upper chord material 3 and the lower chord material 4. FIG.

  The truss structure 6 is provided with vertical gripping members 7 at predetermined intervals over the entire length between the upper chord material 3 and the lower chord material 4, and the upper and lower ends of each gripping material 7 are connected to the upper chord material 3 and the lower chord material 4. Are connected to each other by pin joining, and two diagonal members 8, 8 are provided between the adjacent holding members 7, 7 so as to form a V shape, and the upper end portion of each diagonal member 8 is the upper chord member 3 and the lower chord member. The truss structure 6 increases the overall strength of the truss beam 2.

  The truss beam 2 is horizontally installed between the long span columns 9 and 9 by joining both ends in the longitudinal direction to the columns 9 and 9 side. The truss beam 2 is installed between the long span columns 9 and one or more stages, and a slab floor (not shown) is placed on the upper part of each truss beam 2.

  At the joint portion of each column 9 with the truss beam 2, a bracket 10 made of a steel material such as H-section steel is projected in a horizontal direction at a portion corresponding to the upper chord member 3 and the lower chord member 4 of the truss beam 2. The upper chord material 3 of each truss beam 2 is integrally joined to the upper bracket 10 by a joining means 17 such as welding or a high-strength bolt, and the lower chord material 4 is damped to the lower bracket 10 to be described later. 18 is joined.

  As the damping means 18, a friction damper, an oil damper, a viscous damper, or a viscoelastic damper is used, and these are interposed between the lower chord member 4 of the truss beam 2 and the bracket 10 of the column 9, thereby providing a truss. The horizontal energy acting on the beam 2 can be used to dissipate input energy such as an earthquake, and the load acting on the truss beam 2 and column 9 during the earthquake can be attenuated.

In FIG. 3, the usage example of the friction damper 19 is shown.
When the friction damper 19 is used as the vibration damping means 18, the H string constituting the lower chord member 4 is disposed between the H-section steel web 5 constituting the lower chord member 4 and the H-section steel web 11 constituting the bracket 10. Each flange is inserted between each flange of the section steel and each flange of the H-section steel constituting the bracket 10.

  Since each friction damper 19 has the same configuration, only the friction damper 19 interposed between the webs 5 and 11 will be described below, and the description of the other friction dampers 19 will be omitted.

  That is, the friction damper 19 is provided between the web 5 of the lower chord member 4 and the web 11 of the bracket 10 so as to sandwich the webs 5 and 11 from both sides in the thickness direction, and one end portion of the friction damper 19 is the lower chord member 4. A pair of accessory plates 20 and 20 fixed to the web 5 by high-strength bolts, and a friction plate 21 and a sliding plate 22 interposed between the respective accessory plates 20 and the web 11 of the bracket 10 in a polymerized state. And through one web 20, one sliding plate 22 and friction plate 21, the web 11 of the bracket 10, the other friction plate 21 and sliding plate 22, and the other subsidiary plate 20, and friction with each sliding plate 22. Fastening means 23 that presses the plate 21 together is provided.

  Each sliding plate 22 has a contact surface with each accessory plate 20 having a rough surface by shot blasting, grinding, or the like, and each friction plate 21 has a contact surface with the web 11 of the bracket 10 that is shot blasted. The surface is roughened by grinding or the like. Thereby, each sliding plate 22 is not fixed to each accessory plate 20 with high strength bolts or the like, and each friction plate 21 is not fixed to the web 11 of the bracket 10 with high strength bolts or the like. Can be fixed on the side of each accessory plate 20, and each friction plate 21 can be fixed on the web 11 side of the bracket 10, and relative slip can be generated only between each sliding plate 22 and the friction plate 21.

  The fastening means 23 includes one auxiliary plate 20, one sliding plate 22 and friction plate 21, the web 11 of the bracket 10, the other friction plate 21 and sliding plate 22, and a high-strength bolt 24 that penetrates the other auxiliary plate 20. A nut 27 that is screwed to the thread portion of the high strength bolt 24 protruding from the other accessory plate 20 via a washer 26, and a washer 26 that is interposed on the lower surface side of the head 25 of the high strength bolt 24. A plurality of disc springs 28 are interposed between the washer 26 and the accessory plate 20.

  By tightening the nut 27 of the fastening means 23 to the high-strength bolt 24 with a predetermined torque, an axial force is applied to the high-strength bolt 24, and the sliding plate 22 and the friction plate 21 are subjected to a load corresponding to the axial force. The gaps are pressed against each other, the relative slip between each sliding plate 22 and the friction plate 21 is prevented, and the relative displacement between the lower chord member 4 of the truss beam 2 and the bracket 10 of the column 9 is prevented.

  When a predetermined load or more is input due to the occurrence of an earthquake or the like, relative slip occurs between each sliding plate 22 and the friction plate 21, and the lower chord member 4 of the truss beam 2 and the bracket 10 of the column 9. Are relatively moved in the horizontal direction, and at this time, the vibrational energy is attenuated by the frictional force generated between the sliding plates 22 and the friction plates 21.

  In this case, fluctuations in the axial force applied to the high-strength bolt 24 can be absorbed by the disc spring 28, so that the axial force of the high-strength bolt 24 is caused by wear of the contact surface between each sliding plate 22 and the friction plate 21. The change can be prevented, the axial force of the high-strength bolt 24 can be kept constant, and a constant damping force can be obtained.

  In the above description, the end portions of the pair of accessory plates 20 and 20 are fixed to the web 5 of the lower chord member 4 with high-strength bolts, but the end portions of the pair of accessory plates 20 and 20 are fixed to the web 11 of the bracket 10. It may be fixed with a high-strength bolt. In that case, the sliding plate 22 and the friction plate 21 may be interposed between each accessory plate 20 and the web 5 of the lower chord material 4 in a state of being superposed.

  As shown in FIG. 2, when an external force due to an earthquake or the like is input to the building having the vibration damping structure 1 configured as described above, and the external force exceeds a predetermined value, each friction plate 21 and the sliding plate A relative slip occurs between the lower chord member 4 and the bracket 10 of the column 9 in the horizontal direction due to the relative slip. At this time, the vibrational energy is attenuated by the frictional force generated between each sliding plate 22 and the friction plate 21, and the collapse of the building is prevented.

  Accordingly, even in a building such as a factory having a long span truss beam 2, it is not necessary to install the vibration control means 18 on the wall surface inside the building. It is not blocked by the means 18, and it becomes possible to flexibly cope with future layout changes and the like.

  In the above description, the column 9 is made of a steel material such as a normal H-section steel, but a truss-structured column may be used. Has the same effect as.

  In the above description, the friction damper 19 is used as the vibration damping means 18; however, an oil damper, a viscous damper, a viscoelastic damper, or the like may be used. Play.

  Furthermore, in the above description, the vibration damping means 18 is interposed between the lower chord member 4 of the truss beam 2 and the bracket 10 of the column 9, but the upper chord member 3 of the truss beam 2 and the bracket 10 of the column 9 The vibration damping means 18 may be interposed between the two, and in this case, the same effect can be obtained.

  Further, in the above description, the structure of the truss beam 2 is configured such that two diagonal members 8 and 8 are provided between the holding members 7 and 7 so as to form a V shape, but the holding member 7 is omitted. Various truss shapes may be adopted, including the configuration described above and a configuration in which one diagonal member 8 is provided in a “/” shape between the holding members 7, 7. The same effects as those obtained are achieved.

  Further, in the above description, the vibration damping means 11 is interposed between the lower chord member 4 and the bracket 10. However, depending on the shape and method of the vibration damping means 11, not the bracket 10 but the column 9 and The vibration damping means 11 may be interposed between the two, and in this case, the same effects as those described above can be obtained.

It is the schematic which showed one Embodiment of the damping structure by this invention, Comprising: It is explanatory drawing which showed the state before a deformation | transformation. It is explanatory drawing which showed the state after the deformation | transformation of the damping structure of FIG. It is explanatory drawing which showed the friction damper as an example of a damping means.

Explanation of symbols

DESCRIPTION OF SYMBOLS 1 Damping structure 2 Truss beam 3 Upper chord material 4 Lower chord material 5, 11 Web 6 Truss structure 7 Grading material 8 Diagonal material 9 Pillar 10 Bracket 17 Joining means 18 Damping means 19 Friction damper 20 Attachment plate 21 Friction plate 22 Sliding plate 23 Fastening means 24 High-strength bolt 25 Head 26 Washer 27 Nut 28 Belleville spring

Claims (2)

It is a building vibration control structure with truss beams installed between columns,
A vibration damping means is interposed between one of the ends of the upper chord member or the lower chord member constituting the truss beam and the column, and a horizontal direction generated between the truss beam and the column by the damping unit. Damping structure, which is configured to dissipate input energy such as earthquakes using displacement to the ground. The vibration damping structure according to claim 1, wherein the vibration damping means is a friction damper, an oil damper, a viscous damper, or a viscoelastic damper.

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