JP3957255B2 - Vibration control rack - Google Patents

Description

[0001]
[Field of the Invention]
The present invention relates to a vibration control rack used for an automatic warehouse or the like.
[0002]
[Prior art]
Racks used in automatic warehouses and the like are required to have earthquake resistance, and the requirement for earthquake resistance becomes more severe as the height increases. And if the rigidity of a pillar etc. is raised according to the required earthquake resistance, the thickness of a pillar will increase remarkably.
[0003]
[Problems of the Invention]
An object of the present invention is to reduce a horizontal force acting on a column during an earthquake or the like so that the column can be narrowed (claims 1 to 4).
[0004]
[Structure of the invention]
The present invention combines a pair of rack units each having two columns along the left-right direction, supports the rack with a left-right outer column and a left-right inner column, and at least each rack column divided in the height direction of the lower side of the intermediate, in the divided portion, a joint member to allow upward movement of the upper column member, connecting the upper and lower column members, and said joint member, earthquakes Sometimes the upper column member is deformed by the pulling force acting on the upper column member, allowing the upper column member to move upward. When the compression force is applied to the upper column member, it returns to its original shape and the upper column member is moved back to the original shape. It returns to its position and absorbs seismic energy by deformation during this time . And resistance of the resistance to upward movement of the upper column member of joints member for connecting the outer pillar member, the upward movement of the upper column members of the joint member that connects the inner pillar member larger than (claim 1).
In this invention, when the pulling force acts on the upper column member during an earthquake, the joint member connecting the upper and lower column members starts to deform when the pulling force exceeds the yield point of the joint member , and the compressive force is When added, it returns to its original shape and absorbs seismic energy through deformation during this time . And the yield point of the joint member which connects between the said outer column members is made larger than the yield point of the joint member which connects between the said inner column members (Claim 2). In the following, if there is no risk of confusion, the seismic control rack is simply called a rack.
[0005]
Preferably, at a position where a horizontal member is attached to the pillar, the pillar is divided vertically and connected by the joint member. For example, the horizontal member forms a horizontal plane of the rack.
Further preferably, the upper and lower column members are divided by a joint member that divides the rack column at an upper portion from the middle in the height direction and also allows the upper column member to move upward in the upper divided portion. Are connected (claim 4).
[0006]
[Operation and effect of the invention]
In this invention, the upper and lower column members of the vibration control rack are connected by a joint member that allows the upper column member to move upward. For this reason, the force applied to the damping rack during an earthquake can be released by the upper column member moving upward. In other words, if a pulling force acts on the upper column member during an earthquake, the upper column member is allowed to move upward, for example, when the joint member that connects the upper and lower column members starts to deform with a force higher than the yield point. When the compression force is applied to the upper column member, the original shape is restored. And seismic energy is absorbed by the deformation in the meantime. Next, there is a place where the bending moment acting on the damping rack at the time of an earthquake is almost 0 (an inflection point) slightly above the middle in the height direction of the rack, and the bending moment increases as it goes down from this place. To do. Therefore, if the rack column is divided vertically below the middle of the rack in the height direction and the joint member is provided there, the vibration can be effectively controlled. As a result, the horizontal force acting on the column during an earthquake or the like can be reduced, and the column can be narrowed (Claim 1). Furthermore, in the present invention, a pair of rack units are coupled. In this case, a larger bending moment acts on the outer column than on the inner column. Therefore, the yield point of the joint member connecting the outer column members is made larger than the yield point of the joint member connecting the inner column members.
[0007]
Preferably, the joint member is provided at a position of a horizontal member that connects the columns in the horizontal direction. If it is this position, attachment of a joint member and the division | segmentation to the upper and lower sides of a pillar will become easy.
In the case of a high-rise rack, a large bending moment is applied even in the upper layer of the rack during an earthquake. Therefore, the rack columns are divided even above the middle in the height direction, and the columns are divided into a total of at least three in the height direction. In the upper divided portion, the upper and lower column members are connected by a joint member that allows the upper column member to move upward. The height at which the upper divided portion is provided is preferably higher than the inflection point. In this way, even in a high-rise rack, the horizontal force can be reduced and the pillars can be made thinner.
[0008]
【Example】
1 to 9 show an embodiment. FIG. 1 shows the structure of the damping rack 2 in the short side direction. The damping rack 2 is a combination of a pair of rack units 3 and 4. 6 to 9 are pillars, of which the pillars 6 and 7 at both ends are the same symmetrical pillars, and the inner pillars 8 and 9 are the same symmetrical symmetrical pillars as well. The vibration control rack 2 is used as an automatic warehouse rack or the like, and is configured to be longer than the short side direction by arranging a large number of columns 6 to 9 in the long side direction. Here, the seismic control rack 2 in which a pair of rack units 3 and 4 are connected is shown, but the seismic control rack may be composed of only a single rack unit. In addition, stacking rails for stacker cranes will be installed on both sides of the vibration control rack 2 to create an automatic warehouse.
[0009]
Reference numerals 10 to 24 denote horizontal construction surfaces, of which the horizontal construction surface 24 connects the rack units 3 and 4 at the top, and the horizontal construction surfaces 10 to 23 connect the rack units 3 and 4 in the middle in the height direction. Each horizontal construction surface 10 to 24 has a truss structure composed of a horizontal material and a diagonal material, and the horizontal material is coupled to the columns 6 to 9. Similarly, the upper and lower columns 6 and 8 and the columns 9 and 7 have a truss structure.
[0010]
The distribution of the bending moment acting on the damping rack 2 during an earthquake is shown on the right side of FIG. A bending moment at the time of an earthquake is almost 0 and an inflection point P that becomes a node of deformation at the time of an earthquake exists slightly above the middle in the height direction of the rack. The height of the inflection point P is generally ½ or more of the height of the rack 2. The mounting position of the damping joint is lower than the inflection point P, and it is preferable to mount it at a position where the bending moment is large, so it is provided below the middle of the rack 2 in the height direction. A preferred mounting position is a position where the horizontal structural surfaces 10 to 15 are provided at a position of 50% or less of the height of the rack 2. As the height of the rack 2 increases, the bending moment at the top of the rack 2 also increases. In order to absorb such a bending moment, the upper control is performed at a position that is at least a half of the height of the rack 2 as in the horizontal planes 20 to 23, particularly at a position higher than the inflection point P. It is preferable to install a seismic joint. The mounting position of the upper vibration control joint is preferably a position where the horizontal structural surfaces 20 to 23 are provided.
[0011]
FIG. 2 shows how the vibration control joints 31 and 32 are attached. 28 is a horizontal member provided on the horizontal construction surface, 25 and 26 are pillar members, and the pillars 6 to 9 are divided into upper and lower parts. In addition, the thickness etc. of the column member 26 and the column member 25 may differ in the column 6 and 7 side and the column 8 and 9 side. Reference numeral 30 denotes an oblique material for forming a truss structure using the columns 6 and 8 and the columns 7 and 9. There are two types of damping joints 31, 32, an outer damping joint 31 and an inner damping joint 32. In the embodiment, the same vibration control joint is arranged vertically symmetrically at the connecting portion of the column members 25 and 26 so that the vibration control joint is deformed symmetrically with the same force.
[0012]
As shown in the lower part of FIG. 2, when a bending moment is applied to the damping rack 2 around the right end of the rack unit 4, for example, the bending moment applied to the column 6 is the bending moment applied to the columns 8 and 9. It is about twice the total value. For this reason, the resistance given to the upward movement of the column member 25 by the damping joint 31 is preferably about four times the resistance of the damping joint 32. In the embodiment, since plastic deformation of metal is used for the vibration control joints 31 and 32, the yield point of the outer vibration control joint 31 is preferably about four times the yield point of the inner vibration control joint 32. In this way, the resistance to the upward movement of the column members of the vibration control joints of the outer columns 6 and 7 of the rack units 32 and 4 is made larger than the resistance of the vibration control joints of the inner columns 8 and 9 of the rack units 3 and 4. , Preferably about 4 times.
[0013]
3 to 5 show examples of the structure of the vibration control joint 31. FIG. As described above, the vibration control joint 32 allows the upper column member to move upward with a resistance of about ¼ that of the vibration control joint 31. The structures of the vibration control joint 32 and the vibration control joint 31 are the same, and FIG. 3 to FIG. 5 illustrate the vibration control joint 31 as an example.
[0014]
Reference numeral 34 denotes a flange portion at the center of the vibration control joint. The column members 25 and 26 are fixed thereto by welding, for example, and deformed portions 36 are provided on both outer sides thereof, which are connected to both ends of the vibration control joint outside the deformable portion 36. The part 38 is provided, and the upper and lower vibration control joints are fixed by, for example, bolts 40 and nuts 42.
[0015]
The deformation part 36 is a part that is deformed when a pulling force exceeding the yield point of the vibration control joint is applied. The horizontal force that acts during an earthquake acts as a bending moment for bending the damping rack, acting as a compressive force at one end of the damping rack and acting as a pulling force at the other end. When the pulling force exceeds the yield point of the deforming portion 36, the vibration control rack opens up and down and plastically deforms.
[0016]
Next, in the flange portion 34, since the column members 25 and 26 are fixed, deformation hardly occurs. In the case of the embodiment, the connecting portion 38 is increased in strength by increasing the thickness of the damping joint. Therefore, deformation occurs in the deformation portion 36.
[0017]
Here, the deformation is caused by making the thickness of the deforming portion 36 thinner than the connecting portion 38, but the width of the deforming portion 36 may be narrowed, or a notch or a hole may be provided. Further, the damping joint may be one using a damper, a spring, or a deformation of a viscoelastic material in addition to the one using plastic deformation of the deforming portion.
[0018]
When a pulling force is applied to the upper column member 25 during an earthquake, when the force exceeds the yield point of the deforming portion 36, the vibration control joint starts to open symmetrically and changes from the right side state to the left side state in FIG. To do. As a result, the pull-out force is released, and at the time when the compressive force is applied next, the vibration control joint is compressed and returned to the state on the right side of FIG. 5, and the seismic energy is absorbed by the plastic deformation during this time. When the earthquake ends, the vibration control joint returns to the closed state on the right side of FIG. This is because, during repeated opening and closing, the damping joint receives a force in the closing direction by the weight of the damping rack 2 on average.
[0019]
6 to 9 show the test results of the vibration control rack of the example. As a comparative example, in place of the vibration control joints 31 and 32, the upper and lower column members were welded to a flange made of a simple flat plate, and a bolt between the flanges was used. When a response corresponding to a Tokachi-oki earthquake (seismic intensity of about 5 to 6) is added as a seismic wave, the maximum swing width at the top of the rack is about 77 cm in a 50 m high rack in this example. In the comparative example, it was 87 cm.
[0020]
Next, the top horizontal displacement of the cycle shown in FIG. 6 was added to the vibration control rack and the rack of the comparative example, and the actual response was measured and compared with the simulation value. The vibration control joint is provided at a position corresponding to, for example, the horizontal surfaces 10 and 11 in FIG. FIG. 7 shows the relationship between the top horizontal displacement and the top horizontal load in the comparative example. FIG. 7 shows the test results up to cycle 2 in FIG. FIG. 8 shows the relationship between the top horizontal displacement and the top horizontal load up to cycle 2 in the example. FIG. 9 shows the relationship between the top horizontal displacement and the top horizontal load in the embodiment when the vibration of cycle 3 is applied following FIG.
[0021]
In the comparative example, the horizontal load at the top increases as the horizontal displacement at the top increases. In contrast, in the example, even if the top horizontal displacement was increased, the horizontal load at the top did not increase due to the peak, and the horizontal force could be limited. The area of the hysteresis loop in FIG. 9 represents the absorption of seismic energy.
[0022]
FIG. 10 shows a modification in which a liner 50 is interposed between the vibration control joints 31. In addition, in FIG. 10, each member is shown by planar view and the up-and-down superimposition relation of the upper and lower damping joints 31 and 31 and the liner 50 between them is shown. The upper surface of FIG. 10 shows the surface of the upper vibration control joint 31 (the connection surface with the upper column member), and the lower surface shows the back surface of the lower vibration control joint 31. The liner 50 is a plate-like member, for example, made of ordinary steel. The liner 50 has an asymmetric shape in the vertical direction of FIG. 10, and is used so that the upper side of the liner 50 in FIG. 10 is located outside the rack and the lower side is located inside the rack.
[0023]
The liner 50 is provided with a cut portion 52, a deformable portion corresponding portion 54, and a bolt hole 56, and the bolt hole 56 is provided so as to communicate with the bolt hole 58 of the vibration control joint 31. The cut portion 52 is a large notch facing the outside of the rack at a position corresponding to the flange portion of the vibration control joint. The deformable part corresponding part 54 is a notch that matches the shape of the deformed part 36 of the vibration control joint 31. If the wall thickness is reduced without providing a cutout in the deformed part on the vibration control joint 31 side, the deformed part corresponding part 54 is compatible. The part 54 is not necessary.
[0024]
The liner 50 is used between the vibration control joints 31 and 31 of the outer columns 6 and 7 in the rack 2 of FIG. 1 and may not be provided on the vibration control joint 32 side of the inner columns 8 and 9. If the inner pillars 8 and 9 are also provided on the vibration control joint 32 side, the cut portions are provided as notches with smaller depths on both the upper and lower sides in FIG. Make the width narrower than other parts.
[0025]
In the rack 2 of FIG. 1, when a horizontal force is applied due to an earthquake or the like, a compressive force is applied to one column and a pulling force is applied to the other column, and the deforming portion 36 of the damping joint 31 is deformed by the pulling force. The upper column member moves upward. At this time, in the column on which the compressive force is applied, if the upper column member is slightly rotated to the outside of the rack, the horizontal force can be released more effectively. Here, if the liner 50 is provided between the vibration control joints 31 and 31 and the cut portion 52 faces the outside of the rack, the upper column member can be easily rotated to the outside of the rack. This further improves the durability of the rack against horizontal force.
[0026]
The liner 50 is a plate-like member provided between the upper and lower vibration control joints, and is provided with attachment portions for the upper and lower vibration control joints near both ends, and the center part of the liner between them is the upper column member to the outside of the rack. Any member may be used as long as the rotation is easier than the inward rotation. For example, instead of the cut portion 52, the portion of the cut portion 52 may be thinned. Moreover, when providing a vibration control joint at each of the upper part and the lower part of the rack, it is not necessary to provide a liner at the upper vibration control joint. Furthermore, it is not necessary to provide a liner at all.
[0027]
In the embodiment, a vibration control joint using a metal yield point is shown, but the present invention is not limited to this, and a damper, a spring, or the like may be used. Any member that allows movement and does not allow relative movement in the horizontal direction may be used. In the embodiment, the pair of rack units 3 and 4 are connected. However, the present invention is not limited to this. In the vibration control joint of the embodiment, since the upper and lower joints need to be symmetrically deformed, the vibration control joint cannot be provided at the connection portion between the foundation and the columns 6 to 9. Therefore, in the case of the embodiment, a preferable mounting position of the vibration control joint is a position having a horizontal surface above the foundation that is ½ or less of the height of the rack. However, in a vibration control joint using a spring or a damper, a position with a horizontal surface at a height position from a rack mounting portion to the foundation to a height of 1/2 the rack is preferable for mounting.
[Brief description of the drawings]
FIG. 1 is a front view showing a vibration control rack of an embodiment. FIG. 2 is a diagram showing a distribution of bending moment along the horizontal direction to the vibration control rack of the embodiment. FIG. 3 is a vibration control joint used in the embodiment. [Fig. 4] Side view of the vibration control joint of the embodiment [Fig. 5] A diagram showing the absorption of vibration due to plastic deformation of the vibration control joint in the embodiment, the left side is the state after plastic deformation, the right side is Fig. 6 shows the state before plastic deformation. Fig. 6 is a characteristic diagram showing the top horizontal displacement applied to the vibration control rack. Fig. 7 shows the relationship between the top horizontal displacement and the top horizontal load in cycle 2 in the conventional rack. Characteristic diagram [Fig. 8] Characteristic diagram showing the relationship between top horizontal displacement and top horizontal load in cycle 2 in the vibration control rack of the example [Fig. 9] Top horizontal in cycle 3 in the vibration control rack of the example Characteristic diagram showing the relationship between displacement and top horizontal load [Fig. 10] Diagram showing the relationship between the upper damping joint and the liner and lower damping joint in a modified example with a liner interposed between them.
2 Damping racks 3 and 4 Rack units 6 to 9 Columns 10 to 24 Horizontal construction surfaces 25 and 26 Column members 28 Horizontal members 30 Diagonal members 31 and 32 Damping joints 34 Flange portions 36 Deformation portions 38 Connection portions 40 Bolts 42 Nuts 50 Liner 52 Cut part 54 Deformed part corresponding part 56, 58 Bolt hole

Claims (4)

A pair of rack units each having two columns along the left-right direction are combined, and the rack is supported by the left-right outer column and the left-right inner column,
Dividing each column of the rack at least below the middle in the height direction, and connecting the upper and lower column members with a joint member that allows the upper column member to move upward in the divided portion; and The joint member is deformed by the pulling force acting on the upper column member in the event of an earthquake and allows upward movement of the upper column member, and when the compression force acts on the upper column member, it returns to its original shape and moves upward. to return the pillar member to the original position state, and are not to absorb seismic energy through this period of deformation,
Further, the resistance to the upward movement of the upper column member of the joint member connecting the outer column members is determined from the resistance to the upward movement of the upper column member of the joint member connecting the inner column members. An anti-seismic rack that is also larger . A pair of rack units each having two columns along the left-right direction are combined, and the rack is supported by the left-right outer column and the left-right inner column,
Dividing each column of the rack at least below the middle in the height direction, and connecting the upper and lower column members with a joint member that allows the upper column member to move upward in the divided portion; and When the pulling force acts on the upper column member during an earthquake, the joint member starts to deform when the pulling force exceeds the yield point of the joint member , and when the compressive force is applied, the joint member returns to its original shape. all SANYO to absorb the seismic energy by,
Furthermore , the damping rack which made the yield point of the joint member which connects between the said outer column members larger than the yield point of the joint member which connects between the said inner column members . The vibration control rack according to claim 1 or 2, wherein the pillar is divided into upper and lower parts and connected by the joint member at a position where a horizontal member is attached to the pillar. The upper and lower column members are connected with a joint member that allows the upper column member to move upward, even at the upper part of the rack in the middle of the rack. The vibration control rack according to any one of claims 1 to 3, wherein

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