JP5777986B2 - Damping pillar and its structure - Google Patents

Description

  The present invention mainly relates to a damping column having a reinforced concrete structure and a structure thereof.

  As a vibration control technology that suppresses the shaking of the structure due to earthquake motion, a method of installing friction dampers and viscoelastic dampers between layers, a TMD method of installing a mass body that swings with the same natural period as the structure, etc. Various things are known, but as one of such vibration control technologies, collective columns using bending deformation of columns have been proposed.

  The collective column is formed by tying together a plurality of column members such that adjacent column members of the column members are brought into contact with each other via a friction plate and a pressing force in the normal direction acts on the friction plate. When a horizontal seismic force is applied, bending deformation occurs in each column member, and the bending deformation becomes a vertical relative displacement between the column members, and the friction plate slides and vibrates by the amount of the vertical relative displacement. It is designed to absorb energy, and it is possible to converge the shaking of the structure due to earthquake motion, similar to an interlayer installation type damper.

JP 2008-25113 A International Publication No. 2006-090723 Pamphlet JP-A-9-158359

  Here, when an upper structure such as a railway viaduct is supported by a collective column, the bending moment generated in the collective column by the horizontal force during the earthquake from the superstructure gradually increases from the top to the leg, and the maximum at the leg. However, when the bending moment is large, it is necessary to delay the sliding so that the bending deformation of the collective column does not become excessive. To that end, the normal direction pressing force acting on the friction plate must be increased.

  However, in order to introduce a pressing force commensurate with the size of the leg in the vicinity of the leg where the bending moment is maximum, the prestress structure must be scaled up, which increases the manufacturing cost and the work burden during construction. In the vicinity of the legs of the collective column, there is little vertical displacement between the column members, so it is difficult to expect a large damping action, and the cost effectiveness is not reasonable. Was produced.

  In addition, due to the property of the collective column to exhibit the damping performance by bending deformation, the displacement and residual displacement at the time of the earthquake will increase, and in some cases there may be a problem with the soundness of the superstructure. As described above, there is a problem that it is difficult to adopt a collective column for a structure whose displacement is limited.

  The present invention has been made in consideration of the above-described circumstances, and an object of the present invention is to provide a vibration-damping column and its structure that are excellent in economic efficiency without excessive displacement and residual displacement during an earthquake.

  In order to achieve the above object, a damping column according to the present invention includes a single column and a plurality of collective columns extending from the top in the material axis direction of the single column as described in claim 1. Positioning so that the member and the first friction member disposed on one of the adjacent collective column members among the plurality of collective column members and the second friction member disposed on the other are slidable with respect to each other And a pressing force introduction mechanism that introduces a pressing force in the normal direction to the sliding surfaces of the first friction member and the second friction member.

  Moreover, the damping column according to the present invention is such that the peripheral surface in the vicinity of the top of the single column body is surrounded by a restraining member.

  Moreover, the damping column according to the present invention comprises the single column body such that the side surface of the single column body is positioned outside the outermost edge of the plurality of collective column members.

  Moreover, the damping column structure according to the present invention is a single column body in which a foot is joined to a footing, a pile or other foundation member constructed in the ground as described in claim 4. A plurality of collective column members extending from the top in the material axis direction of the single column, and a first friction member disposed on one of the adjacent collective column members among the collective column members A friction mechanism that is positioned so that the second friction member disposed on the other side is slidable with respect to each other, and a normal direction on a sliding surface between the first friction member and the second friction member And a pressing force introduction mechanism for introducing the pressing force, and the single column body is configured such that the vicinity of the top of the single column body is located above the surface of the ground.

  Moreover, the damping column structure according to the present invention is such that the peripheral surface in the vicinity of the top of the single column body is surrounded by a restraining member.

  Further, the damping column structure according to the present invention is configured such that the single column body is configured such that the side surface of the single column body is positioned outside the outermost edge of the plurality of collective column members. .

  In the vibration damping column and the structure thereof according to the present invention, a plurality of collective column members are extended from the top in the material axis direction of the single column, and the single column is footed at its legs. When jointing to piles and other foundation members and joining multiple column members to the superstructure at the top, the bending moment due to the horizontal force during earthquakes is from the top of the column member to the legs and even a single unit. It gradually increases from the top of the column to the leg, and is maximized at the leg of the single column, but the bending moment tends to cause the first friction member and the second friction member to slide with each other. If the bending moment is small, the deformation is relatively small even if the sliding starts early, but if the bending moment is large, if the sliding starts early, the bending deformation of the collective column member becomes excessive. Become.

  Therefore, in the vicinity of the top of the collective column member, friction is generated early by setting a small pressing force in the normal direction acting on the sliding surface of the first friction member and the second friction member. At the same time, in the vicinity of the legs of the collective column member, the above-described pressing force is set large to delay the start of sliding.

Here, it is necessary to determine the diameter and number of the pressing force introduction mechanism according to the magnitude of the normal direction pushing force to be introduced. When the pressing force is large, the diameter and the number of the numbers are large. However, the bending moment generated at the legs of the collective column member is that the damping column is a conventional collective column when the height of the single column is H ₁ and the height of the collective column member is H _2. H ₂ / (H ₁ + H ₂ ) times the bending moment generated at the leg when

  Therefore, since the scale of the pressing force introduction mechanism is reduced at the same ratio as described above compared to the conventional collective column, the manufacturing cost of the pre-stress structure and the work burden during construction are greatly reduced.

  Moreover, since the damping column of the present invention has a shortened height section of the collective column member by combining the collective column member with a single column, the overall horizontal displacement due to bending deformation of the collective column member is Thus, the total height is significantly reduced as compared with the conventional case in which the column is a collective column, and thus it is possible to suppress displacement and residual displacement during an earthquake.

  Moreover, in the collective column structure which concerns on this invention, the single pillar body is comprised so that the top part vicinity of a single pillar body may be located above the surface of a ground.

  In this way, the legs of the collective column members are exposed to the ground, so that in the event of an earthquake, the damage that has occurred on the legs of the collective column members can be quickly confirmed without digging up the ground, and promptly as necessary. It is also possible to repair it, thus facilitating maintenance management against earthquakes.

  The single column body and the plurality of collective column members are not particularly limited in their constituent materials, but are assumed to be mainly composed of reinforced concrete, and the single column body is a conventionally known reinforced concrete having a rectangular cross section, for example. Can be composed of pillars.

  When the vibration damping direction is one direction, the plurality of collective column members, for example, when one side pillar member is erected on both sides of the central pillar member and the vibration damping direction is two orthogonal directions It is possible to adopt a configuration in which four side column members are erected every 90 ° around the central column member. In addition, as long as the first friction member and the second friction member slide with each other, in other words, the plurality of collective column members, in other words, the collective column member on which the first friction member is disposed and the second friction member As long as a vertical relative displacement can be generated with respect to the collective column member in which the is placed, it is arbitrary how each collective column member is joined to the superstructure. In other words, the central column member is pin-joined to the upper structure, and the side pillar members on both sides or surroundings are not joined to the upper structure, and the central column member is also pin-joined to the upper structure. In addition, it is possible to employ a structure in which the side column members on both sides or the periphery thereof are joined to the upper structure in a structure format capable of transmitting only the shearing force.

  The friction mechanism is positioned so that a first friction member disposed on one of the adjacent collective column members and a second friction member disposed on the other of the collective column members are slidable with respect to each other. As long as it is configured, the configuration is arbitrary and can be appropriately selected from known friction mechanisms. For example, the first friction member and the second friction member are each made of a stainless steel plate, and each stainless steel The structure which attaches a board to the opposing side surface of an adjacent assembly pillar member can be considered, respectively.

  In the case of the collective column member described above, when the vibration damping direction is one direction, a friction mechanism is disposed between the central column member and the two side column members disposed on both sides thereof, and the vibration damping is performed. When the direction is two directions, a friction mechanism may be disposed between the central column member and the four side column members disposed around the central column member.

  As long as the pressing force introduction mechanism can introduce a pressing force in the normal direction to the sliding surface between the first friction member and the second friction member, the configuration thereof is arbitrary. It is possible to adopt a prestress structure using a PC steel rod.

  As long as the single column body and the plurality of collective column members have a relationship in which the plurality of collective column members extend from the top in the material axis direction of the single column body, their configuration is arbitrary. For example, it is possible to adopt a configuration in which a plurality of collective column members are erected on the top end surface of a single column, and a single column and a plurality of collective column members are continuously formed integrally with reinforced concrete. it can.

  Here, when supporting the shear force from the collective column member, the shear force from the collective column member may be reduced at the outermost edge of a single column body depending on the size and balance with the axial force generated in the collective column member. An unsupportable case occurs.

  In such a case, the peripheral surface in the vicinity of the top of the single column body is surrounded by the restraining member, or the side surface of the single column body is positioned outside the outermost edge of the plurality of collective column members. By constituting the single column body, the shearing force from the collective column member can be supported by the restraining member, or can be supported by the outermost edge of the single column body.

The front view of the damping pillar which concerns on this embodiment, and its structure. It is detail drawing of the damping pillar which concerns on this embodiment, (a) is a front view, (b) is sectional drawing which follows an AA line. Explanatory drawing which showed the effect | action of the damping pillar which concerns on this embodiment, and its structure. The detailed front view which showed the damping pillar which concerns on a modification.

  DESCRIPTION OF EMBODIMENTS Hereinafter, embodiments of a damping column and a structure thereof according to the present invention will be described with reference to the accompanying drawings. Note that components that are substantially the same as those of the prior art are assigned the same reference numerals, and descriptions thereof are omitted.

  FIG. 1 is a front view showing a damping column and its structure according to the present embodiment, and FIG. 2 is a detailed view of the damping column. As can be seen from these drawings, the damping column 1 according to the present embodiment is configured as a column that supports the superstructure 8 of the viaduct that is the superstructure, and is erected on the footing 6 embedded in the ground 5. A plurality of collective column members 3 are extended from the top in the material axis direction of the single column 2 formed, and a friction mechanism 4 is provided between adjacent collective column members 3 and 3 among the collective column members. Intervened.

  Here, the column body 2 is configured such that the vicinity of the top portion is located above the surface of the ground 5.

  The column body 2 is configured as a reinforced concrete column having a square cross section, and the collective column member 3 has a column width of one third of the column body 2 as the column width in the short side direction and the same column width as the column body 2 Is formed as a reinforced concrete column having a rectangular section with a column width in the long side direction, and is configured to have a section substantially equivalent to that of the column body 2 by overlapping three in the short side direction. Hereinafter, among the collective column members 3, those arranged in the center are referred to as a central column member 3 a, and those arranged on both sides thereof are referred to as side column members 3 b, respectively. Here, the central column member 3 a is pin-joined to the upper work 8, and the side pillar members 3 b and 3 b are not joined to the upper work 8.

  The damping column 1 constitutes a damping column structure 7 together with the footing 6.

  The friction mechanism 4 is composed of a stainless plate 11a as a first friction member and a stainless plate 11b as a second friction member, and between the central column member 3a and the side column members 3b and 3b. The stainless steel plate 11a is positioned on the central column member 3a and the stainless steel plate 11b is positioned on the side column member 3b so that they are slidable with each other.

  On the other hand, in the collective column members 3a and 3b, unbonded holes 12 are formed horizontally so that the hole axes are aligned, and the stainless steel plates 11a and 11b are also provided with through-holes (aligned with the unbonded holes 12 and the hole axes). PC steel rod 13 as a pressing force introducing mechanism is inserted into the unbonded hole 12 and the through holes of the stainless steel plates 11a and 11b, and washers are provided at both sides of the side surface of the side column member 3b. 14 and the nut 15 are screwed together so that a normal direction pressing force can be introduced into the sliding surfaces of the stainless steel plates 11a and 11b.

  The unbonded holes 12 and the through holes of the stainless steel plates 11a and 11b are elongated holes whose inner diameters in the vertical direction are increased so as not to hinder the vertical in-plane oscillation of the PC steel rod 13 accompanying the bending deformation of the collective column member 3 during an earthquake And

  FIG. 3A shows the bending moment at the time of earthquake of the damping column 1 in a state in which the leg portion of the column body 2 is rigidly connected to the footing 6 and the top portion of the collective column member 3 is pin-connected to the superstructure 8. Is. As can be seen from the figure, the bending moment M due to the horizontal force at the time of the earthquake gradually increases from the top of the collective column member 3 to the leg, and further from the top of the column 2 to the leg, and at the leg of the column 2 Although the bending moment M acts in the direction in which the stainless steel plates 11a and 11b are slid relative to each other and the bending moment M is small, the deformation is relatively small even if the sliding starts early, When the bending moment M is large, if the sliding starts early, the bending deformation of the collective column member 3 becomes excessive.

  Therefore, in the vicinity of the top portion of the collective column member 3, the normal-direction pressing force acting on the sliding surfaces of the stainless steel plates 11a and 11b is set to be small so that friction is generated at an early stage and the damping property is exhibited. In the vicinity of the leg portion of the member 3, the start of sliding is delayed by setting the above-described pressing force large.

Here, it is necessary to determine the diameter and the number of the PC steel bars 13 according to the magnitude of the pressing force in the normal direction to be introduced. When the pressing force is large, the diameter and the number of the bars are large. However, the bending moment generated in the legs of the collective column member 3 is such that when the height of the column 2 is H ₁ and the height of the collective column member 3 is H ₂ , the damping column 1 is a conventional collective column. In this case, it becomes H ₂ / (H ₁ + H ₂ ) times the bending moment generated in the leg portion, and when both heights are the same, it becomes 1/2 times.

  Therefore, the installation scale of the PC steel bar 13 becomes a scale reduced at the same ratio as described above compared to the conventional collective column.

  Further, since the damping column 1 combines the collective column member 3 with the column body 2 to reduce the height of the collective column member 3, the overall horizontal displacement due to bending deformation of the collective column member 3 is the total height. This is greatly reduced compared to the conventional case (Fig. 3 (b)) where is a collecting column.

  FIG. 3 (c) compares the load displacement relationship of the damping column 1 with a conventional collective column or a normal single column. As can be seen from the figure, the damping column 1 has a smaller energy absorption than the conventional collective column, but the overall horizontal displacement is greatly reduced, and the damping performance is higher than that of a normal single column. Become.

  As described above, according to the damping column 1 and the structure 7 thereof according to the present embodiment, the collective column member 3 is combined with the column 2, and therefore the bending moment generated in the legs of the collective column member 3 is It becomes smaller than the bending moment which arises in the leg part of the conventional collective column.

  Therefore, compared with the conventional collective column, the installation scale of the PC steel bar 13 can be remarkably reduced, and thus the manufacturing cost of the pre-stress structure and the work burden at the time of construction can be greatly reduced.

  Moreover, according to the damping column 1 and its structure 7 according to the present embodiment, the assembly column member 3 is combined with the column body 2 so that the height of the assembly column member 3 is kept low. The overall horizontal displacement due to the bending deformation of 3 is significantly reduced as compared with the conventional case in which the total height is a collective column, and thus it is possible to suppress displacement and residual displacement during an earthquake.

  In addition, according to the damping column structure 7 according to the present embodiment, the column body 2 is configured such that the vicinity of the top portion of the column body 2 is located above the surface of the ground 5, so the legs of the collective column member 3 Will be exposed to the ground, and in the event of an earthquake, it will be possible to quickly confirm the damage that has occurred on the legs of the collective column member 3 without digging up the ground 5 and to repair it quickly as necessary. Thus, maintenance management against earthquakes becomes easy.

  Although not specifically mentioned in the present embodiment, there arises a case where the shear force generated in the collective column member cannot be supported by the outermost edge of the single column body.

  In such a case, as shown in FIG. 4 (a), the peripheral surface in the vicinity of the top of the column 2 may be surrounded by the restraining member 41. The restraining member 41 can be formed of a steel band, a fiber reinforced sheet, or the like.

  According to such a configuration, the shearing force from the collective column member 3 can be supported by the restraining member 41, and it is possible to prevent the outermost edge of the column body 2 from being damaged.

  Further, instead of the above-described configuration, as shown in FIG. 5B, a column body 2 ′ having a side surface configured to be located outside the outermost edge of the collective column member 3 by D is used. Also good.

  Even in such a configuration, as described above, the fracturing portion of the column 2 'becomes a reaction force region to support the above-described shearing force, thereby preventing the outermost edge of the column 2 from being damaged. be able to.

1 Damping pillar 2 Single pillar 3 Collective pillar member 3a Central pillar member (collective pillar member)
3b Side pillar member (collective pillar member)
4 Friction mechanism 5 Ground 6 Footing (base material)
7 Damping column structure 11a Stainless steel plate (first friction member)
11b Stainless steel plate (second friction member)
13 PC steel bar (pushing force introduction mechanism)

Claims (6)

A single column body, a plurality of aggregate column members extending from the top in the material axis direction of the single column body, and a first one disposed on one of the adjacent aggregate column members among the plurality of aggregate column members A friction mechanism in which one friction member and a second friction member disposed on the other side are positioned so as to be slidable with each other, and sliding between the first friction member and the second friction member A damping column comprising a pressing force introduction mechanism for introducing a pressing force in a normal direction to a surface. The damping column according to claim 1, wherein a peripheral surface in the vicinity of the top of the single column body is surrounded by a restraining member. The damping column according to claim 1, wherein the single column body is configured such that a side surface of the single column body is positioned outside an outermost edge of the plurality of collective column members. Footings, piles and other foundation members built in the ground, a single column whose legs are joined to the foundation member, and a plurality of sets extending from the top in the material axis direction of the single column A column member and a first friction member disposed on one of the adjacent assembly column members among the plurality of assembly column members and a second friction member disposed on the other are slidable with respect to each other. A friction mechanism that is positioned; and a pressing force introduction mechanism that introduces a pressing force in a normal direction to the sliding surfaces of the first friction member and the second friction member; A damping column structure characterized in that the single column body is configured such that the vicinity of the top of the body is located above the surface of the ground. The damping column structure according to claim 4, wherein a peripheral surface in the vicinity of the top of the single column body is surrounded by a restraining member. The damping column structure according to claim 4, wherein the single column body is configured such that a side surface of the single column body is located outside an outermost edge of the plurality of collective column members.

Images