JP3991870B2 - Seismic control structure of frame - Google Patents

Description

[0001]
BACKGROUND OF THE INVENTION
The present invention relates to a seismic control structure of a frame that undergoes bending deformation due to an earthquake response such as a three-dimensional automatic warehouse and receives a positive and negative axial force on a column.
[0002]
[Prior art]
FIG. 17 is an explanatory diagram of a general framework structure of a three-dimensional automatic warehouse having a storage / unloading function by a stacker crane. The framework of a three-dimensional automatic warehouse is usually composed of a pinned framework (truss framework) of a chord material (column) 31 of a lightweight square steel pipe of mild steel (SSC 400), a cross member 32 and an oblique member 33. Since it is necessary to provide a travel space for the stacker crane 35 inside the frame structure, the frame in the spanning direction (perpendicular to the stacker crane travel direction) becomes a truss frame that is elongated in the height direction for each span. Except for the upper layer portion 34, the truss frames of each span cannot be connected to each other.
In addition, a load storage rack is attached to the truss frame, and items are stored in the rack.
[0003]
There are cases where heavy objects are stored in the three-dimensional automatic warehouse, and in the event of an earthquake, the seismic inertia force acts on the truss frame through the stored items and racks, so the stored items are heavy items. Since the inertial force increases, it is necessary to prevent the warehouse from collapsing due to the inertial force, and in addition to this, it is also required to prevent the stored items from falling or falling. It is also necessary that repairs be easy for quick recovery after a disaster.
[0004]
Therefore, from the viewpoint of earthquake resistance, the framework of a three-dimensional automatic warehouse calculates the member stress, deformation, and retained horizontal strength due to the inertial horizontal force assumed by law for earthquakes by structural calculation, and calculates the necessary cross-section for calculation. It is designed by selecting a cross-section with performance (hereinafter referred to as “seismic design”).
However, in the case of “earthquake resistant design”, in the event of a large earthquake exceeding the maximum speed of 50 kine (= cm / sec), it is unavoidable to cause plastic deformation (permanent deformation) in the frame even if the building is not destroyed. In addition, since it is generally difficult to specify the site of damage, it is not easy to repair a damaged frame after a disaster. In addition, since “seismic design” does not control the response at the time of earthquake, there is also a problem that the possibility that the item stored in the rack will fall or fall is high.
[0005]
Therefore, in addition to “seismic design”, a method for controlling the seismic force acting on the frame has been proposed. In this method, as shown in FIG. 18, a viscous damper 44 is installed at a connecting portion 43 of an outer truss frame (flexible frame) 41 and an inner truss frame (rigid frame) 42, and the outer truss frame 41 and inner truss frame 42 The viscous damper 44 is made to absorb seismic energy using the stiffness difference (see, for example, Patent Document 1).
[0006]
Other methods for controlling seismic forces are also disclosed. In this method, as shown in FIG. 19, the upper layer connecting member 43 and the column base member 45 of the outer truss frame (flexible frame) 41 and the inner truss frame (rigid frame) 42 are replaced with low yield point steel. The seismic force is controlled by energy absorption by early yielding (for example, see Non-Patent Document 1).
[0007]
Further, a vibration control joint as shown in FIG. 20 is disclosed. As shown in FIG. 20A, the vibration control joint 51 has a thickness of a deformed portion 52 composed of an upper joint 53a and a lower joint 53b, which has a narrow width (in the depth direction in the drawing) and is easily plastically deformed. Further, a connection portion 54 that is reinforced is provided, and upper and lower joint members 53a and 53b to which the column members 50a and 50b are joined are joined with bolts 55 to connect the upper and lower pillar members 50a and 50b.
And, as shown in FIG. 20B, the deformed portion 52 is plastically deformed by the horizontal stress applied in the span direction due to an earthquake or the like, and the column member 50a moves upward to absorb the vibration energy. Yes (see, for example, Patent Document 2).
[0008]
[Patent Document 1]
Japanese Patent Laid-Open No. 62-25679 (2nd page, FIG. 1)
[Non-Patent Document 1]
Abstracts of Annual Meeting of Architectural Institute of Japan (Hokuriku) 216336
August 1992 [Patent Document 2]
JP 2001-253518 A (3rd page, FIG. 5)
[0009]
[Problems to be solved by the invention]
However, the method using the viscous damper 44 of Patent Document 1 requires a viscous damper in addition to the steel material, and there is a problem that the cost increases. In the case of the viscous damper 44, the energy that could not be absorbed by the viscous damper 44 is considered to act on some part of the truss frame and cause plastic deformation in that part. There is also a problem that it is difficult and repair is difficult.
[0010]
Moreover, in the method of replacing the connecting member 43 and the column base member 45 shown in Non-Patent Document 1 with low yield point steel, the entire framework is theoretically unstable at the moment when the low yield point steel yields due to an earthquake. There is a problem that the safety of the entire frame cannot be secured.
[0011]
Furthermore, the vibration control rack of Patent Document 2 absorbs energy by plastically deforming the joint portion by the axial force of the column, but in this shape, the history becomes close to a slip type due to plastic deformation, and sufficient energy absorption is achieved. Can not do.
[0012]
The present invention has been made to solve such a problem, and can prevent the articles stored in the rack from falling or falling during an earthquake and ensuring the stability of the building after damage caused by a large earthquake, and after the disaster. The purpose is to provide a seismic control structure for a frame that can be easily repaired.
[0014]
[Means for Solving the Problems]
(1) The frame vibration control structure according to the present invention has a vertically long outer pin truss frame erected on both sides, two columns and a middle column between them, and is erected between the outer pin truss frames. In addition, the uppermost part of the plurality of vertically long inner pin truss frames is rigidly connected, and the horizontal load at the time of the earthquake is mainly borne by the axial force of the structural member, and bending deformation is caused by the response at the time of the earthquake, so that two of the inner pin truss frames In a framework such as a three-dimensional warehouse that receives positive and negative axial forces on the columns, buckling restraint is applied to all or part of the lower part of the two pillars of the inner pin truss frame that receives the positive and negative axial forces. It is composed of a steel damper .
[0016]
( 2 ) The buckled and restrained steel damper of (1) was provided in the lowermost layer or a layer equivalent thereto.
[0017]
( 3 ) Either or either of the diagonal material of the inner pin truss frame layer in which the buckled-restrained steel damper of (1) or (2) is present and the central column not subjected to positive and negative repeated loads After the buckling-restrained steel damper yielded, it was reinforced so that it could always support the load.
[0018]
(4) above (1) to (3) and diagonal members of the inner layer Pintorasu Frame either buckling restrained steel damper exists in, and said in columns not subjected to positive and negative cyclic loading Tsuyoshi Bonded by bonding.
[0019]
( 5 ) The buckling-restrained steel damper of (1) is joined at the lowest position of the joints between the two pillars of the inner pin truss frame and the diagonal member or between the two pillars and the horizontal member. It was provided between the part and the column base member or a part thereof.
[0020]
( 6 ) The buckling-restrained steel damper of (1 ) above and the upper column are joined together in advance to form a one-column through column, which is the lowest layer of the two columns of the inner pin truss frame Arranged.
[0021]
( 7 ) The end plate for joining was provided in the both ends of the through pillar of said ( 6 ).
[0022]
DETAILED DESCRIPTION OF THE INVENTION
[Embodiment 1]
FIG. 1 is a schematic diagram of a frame damping device according to Embodiment 1 of the present invention. In the figure, reference numeral 1 denotes an outer truss frame, 2 an inner truss frame, and the outer truss frame 1 includes two columns 3 erected by being pin-connected to a column base member (not shown), a horizontal member 5 and an oblique member. The inner truss frame 2 is composed of two pillars 3 erected by being pin-joined to a column base member, and a middle erected between them. The pillar 4, the horizontal member 5 and the diagonal member 6 are joined by a pin joint 7. A connecting beam 8 connects the uppermost portions of the outer truss frame 1 and the inner truss frame 2.
[0023]
Reference numeral 10 denotes a lowermost layer that bears an axial positive / negative repeated load due to bending deformation of the inner truss frame 2 or a lowermost column (hereinafter referred to as a layer corresponding to the lowermost layer) that can secure the required length of the column. Thus, it is made of extremely low yield point steel (hereinafter referred to as extremely mild steel) (hereinafter, this column 10 is referred to as extremely mild steel column). The length (height) of the extra mild steel column 10 may be equal to the height of the lowermost column 3 or may be partially provided.
[0024]
In this case, if the effective cross-sectional area of the ultra mild steel column 10 is the same as that of the conventional column 3, the primary design of the seismic design can be studied for deformation in the same manner as the conventional structure, and the short-term allowable strength is also reduced. Since it can respond only by changing the yield strength of steel materials, it can absorb a large amount of energy against repeated loads.
[0025]
According to the present embodiment configured as described above, in the event of a large earthquake, the extreme mild steel column 10 can absorb the earthquake energy by yielding at an early stage. Can be concentrated on the ultra-soft steel column 10 so that other parts are not damaged.
Moreover, since only the lowermost column 3 of the conventional structure is replaced with the ultra-soft steel column 10, the cost can be kept lower than that of the conventional vibration control structure, and the cross section of the foundation or truss frame can be reduced. Therefore, the cost increase due to seismic control can be absorbed.
[0026]
Moreover, since an acceleration response falls by providing the ultra-soft steel column 10, the fall of stored goods can be prevented. Furthermore, repair after damage is easy, and the existing frame can be repaired. Moreover, since energy can be absorbed by bending deformation of the frame, a large vibration control effect can be obtained even for a high-rise frame.
Further, since the space from the column base of the three-dimensional automatic warehouse to the lowest-level product storage space is not generally used, the vibration control structure is arranged at this position so that the operation is not affected.
[0027]
[Embodiment 2]
FIG. 2 is a schematic diagram of a vibration control structure for a frame according to Embodiment 2 of the present invention.
In the present embodiment, the diagonal layer 6 of the lowermost layer of the inner truss frame 2 in the first embodiment or a layer equivalent thereto and the middle column 4 not subjected to positive and negative repeated loads are reinforced to form a rigid joint 11. .
According to the present embodiment, in addition to the effects of the first embodiment, even after the ultra mild steel column 10 yields due to the seismic load, there is an effect of ensuring the structural stability together with the outer truss frame 1 and the connecting beam 5. can get.
[0028]
[Embodiment 3]
FIG. 3 is a schematic diagram of a frame vibration control structure according to Embodiment 3 of the present invention. In the present embodiment, the middle column 4 and the diagonal member 6 of the inner truss frame 2 in the first embodiment are integrated by pin coupling 7 to the column base member of the middle column 4.
According to the present embodiment, in addition to the effects of the first embodiment, the extremely mild steel column 10 always supports the load with the column base member of the middle column 4 after yielding, and the outer truss frame 1 and the connecting beam 8 are combined. Therefore, the structural stability can be ensured, and the load applied to the column base member supporting the ultra-soft steel column 10 is small, so that a relatively simple structure can be obtained.
In the first to third embodiments, the case where the lowermost column 3 of the inner truss frame 2 is replaced with the ultra-soft steel column 10 is shown. Good.
[0029]
[Embodiment 4]
FIG. 4 is an explanatory diagram of a main part of a frame damping device according to Embodiment 4 of the present invention. In the first to third embodiments, the case where the ultra-soft steel column 10 is provided in all or part of the lowermost layer of the column that receives the positive / negative repeated axial force or a layer equivalent thereto is shown. Instead of the mild steel column 10, a steel damper 15 which is buckled and restrained is provided.
[0030]
As shown in FIG. 4, the steel damper 15 is composed of a shaft 16 by joining, by welding, a stiffener 18 in which ordinary steel plates are joined in a cross shape to both ends of a plate-like extremely mild steel 17. This shaft member 16 is integrated by being inserted into a square or round buckling-restraining steel pipe 19.
As in the case of the first to third embodiments, the steel damper 15 is installed such that the lower end stiffener 18 is joined to the column base member, and the upper end stiffener 18 is joined to the upper column. The
[0031]
The operation and effect of the present embodiment are almost the same as those of the first embodiment, but in particular, the shaft member 16 is pulled against positive and negative axial forces and yielded in both compressive directions to buckle and restrain. Since the buckling of the shaft member 16 is restricted by the steel pipe 19, energy can be absorbed stably.
[0032]
In said Embodiment 1-4, although the case where the ultra-soft steel pillar 10 or the steel damper 15 was installed in the lowest layer of a frame or a layer according to this was shown, this invention is not limited to this, As long as it is a position that receives the positive and negative axial force of the column, it may be provided at another location.
[0033]
[Embodiment 5]
FIG. 5 is a schematic diagram of a lower layer portion of an inner truss frame of a frame damping structure according to Embodiment 5 of the present invention, and FIG. 6 is a schematic diagram of a passage column. In addition, the same code | symbol is attached | subjected to the same part as Embodiment 1-4, and description is abbreviate | omitted.
In the figure, reference numeral 20 denotes a one-way through column made of a steel damper 15a and a column 3a. The upper part is joined to the upper layer column 3 via an end plate 21, and the lower part is connected to a column base member (not shown) via an end plate 22. )).
[0034]
An example of the steel damper 15a is shown in FIG. As shown in FIG. 7A, a shaft member 16a is formed by welding and joining a stiffener 18 and a joining plate 23 obtained by joining ordinary steel plates in a cross shape to one end of a plate-like ultra-soft steel 17. In addition, it is desirable that the joining plate 23 has a necessary minimum size.
Then, as shown in FIG. 7B, after the shaft member 16a is inserted into the buckling-restraining steel pipe 19a, the end plate 22 is welded to the other end of the shaft member 16a, and further, the buckling-restraining steel tube 19a. Are joined to the end plate 22 and integrated (FIGS. 7C and 7D).
[0035]
Such a steel damper 15a is manufactured in a factory or the like, and the joining plate 23 is joined to the end plate of the pillar 3a in the factory or the like to form a through pillar 20 that can be transported to a construction site. The steel damper 15a is joined to the column 3a at a position lower than the pallet support portion 24 (horizontal member) provided in the lowermost layer of the inner truss frame 2. Thereby, when applying to a three-dimensional automatic warehouse, it does not interfere with the storing and carrying-out work of a pallet.
[0036]
In the above description, a case where the one-column through column 20 is configured by the column 3a and the steel damper 15a has been described. However, the extra soft steel column 10 described in the first embodiment is joined to the column 3a instead of the steel damper 15a. Thus, the through pillar 20 may be configured. Moreover, although the case where the through pillar 20 is provided in the inner truss frame 2 is shown, the outer truss frame 1 or both the inner truss frame 2 and the outer truss frame 1 may be provided.
[0037]
In the present embodiment configured as described above, the steel damper 15a having a vibration control function and the column 3a are integrated to form the through column 20 which is a column of the column, and is replaced with the column of the conventional column. Therefore, it can be constructed in the same process as before.
Moreover, since the pillar 3a and the steel damper 15a can be integrally formed at a factory or the like, the cost can be reduced as compared with the case where they are individually manufactured and constructed.
[0038]
As mentioned above, although Embodiment 1-5 of this invention was demonstrated, each of these embodiment may each be implemented independently and may be implemented in combination as appropriate.
[0039]
【Example】
The inventors performed time history response analysis using a framework model of a three-dimensional automatic warehouse. The model corresponds to the first embodiment, and is a three-dimensional automatic warehouse frame with a height of 30.18 m as shown in FIG. 8, and the joint is continuous in the vertical direction of the column and in the horizontal direction of the connecting beam (rigid connection) ) Except for the case of pin bonding. Moreover, the steel materials used for this are as shown in FIG. In FIG. 9, □ indicates a square steel pipe, ○ indicates a round steel pipe, and H indicates an H-shaped steel pipe.
In the actual analysis, in order to reduce the degree of freedom, the truss frame (contained part) in the vertical direction was replaced with a bending shear bar having equivalent rigidity and proof stress. Moreover, the part of the ultra-soft steel column 10 was installed so that the yield strength of the bending shear rod and the stress-strain gradient after yielding would be equivalent to the truss frame where the ultra-soft steel column 10 was arranged.
[0040]
As shown in FIG. 10, the analysis includes a model in which the ultra-soft steel column 10 is not disposed (hereinafter referred to as a conventional model), and an ultra-soft steel column 10 (indicated by a dotted line) in the lowermost layer of the truss frame excluding both ends as shown in FIG. In each of the model (hereinafter referred to as model A) in which the ultra-soft steel column 10 is disposed in the lowermost layer of some trusses (hereinafter referred to as model B) as shown in FIG. Wave, El Centro NS (north-south direction) wave, Hachinohe EW (east-west direction) wave (all of these scales were input with a maximum acceleration of 200 gal (1 gal = 1 cm / s ² )). Further, as the ultra-soft steel column 10, two types having a yield point of 1.6 ft / cm ² (F = 1.6) and 1.0 tf / cm ² (F = 1.0) were used.
[0041]
FIG. 13 is a diagram showing the results of time history response analysis when a 200 gal Yokohama wave is input to each of the conventional model, model A, and model B. FIG. The ultra-soft steel column 10 was set to F = 1.6.
As is clear from the figure, the response displacement angle (FIG. 13A) and the layer shear force (FIG. 13B) both decrease in the order of the conventional model, the model B, and the model A. It was confirmed that the effect increases as the number of.
[0042]
FIG. 14 shows the result of the time history response analysis when the 200 gal elcentro wave is input to the conventional model, model A, and model B under the same conditions as in FIG. In these cases, it was found that almost the same result as in the case of the Yokohama wave was obtained.
[0043]
FIG. 16 shows the conventional model of FIG. 10 (column yield point F = 2.4), and when the yield point of the ultra mild steel column 10 of FIG. 11 is F = 1.6, the yield point is also F = 1.0. It is a diagram which shows the time history response analysis result at the time of inputting 200-gal Yokohama wave about 3 cases of model A at the time of doing.
As is apparent from the figure, it was confirmed that the effect was greater in the case of the ultra mild steel column 10 having a yield point of F = 1.0 than in other cases.
[0044]
From the time history response analysis results as described above, it has been clarified that the seismic effect varies depending on the arrangement and number of the ultra-soft steel columns 10 and the height of the yield point. Therefore, depending on the required performance, the arrangement of the ultra-soft steel columns 10 and Number, yield point can be selected.
[0045]
【The invention's effect】
The seismic control structure of the frame according to the present invention is a structure in which bending deformation is caused by a response at the time of an earthquake, and the column receives positive and negative repeated axial forces. Since it is constituted by a member that yields due to a lower load than other members, damage caused by a large earthquake can be concentrated on this member, and damage to other parts can be prevented. Moreover, cost can be reduced compared with the conventional seismic control structure.
[Brief description of the drawings]
FIG. 1 is a schematic diagram of a seismic structure for a frame according to Embodiment 1 of the present invention.
FIG. 2 is a schematic diagram of a seismic structure for a frame according to Embodiment 2 of the present invention.
FIG. 3 is a schematic diagram of a seismic structure for a frame according to Embodiment 3 of the present invention.
FIG. 4 is an explanatory diagram of a main part of a seismic structure for a frame according to a fourth embodiment of the present invention.
FIG. 5 is a schematic view of a lower layer portion of an inner truss frame of a frame earthquake-resistant structure according to a fifth embodiment of the present invention.
6 is a schematic diagram of the through column in FIG. 5;
7 is an explanatory view of the steel damper shown in FIG. 5. FIG.
FIG. 8 is an explanatory diagram of a three-dimensional automatic warehouse according to an embodiment of the present invention.
9 is a configuration table of each member in FIG. 8;
10 is an explanatory diagram of a specific example for performing a time history response analysis of the three-dimensional automatic warehouse of FIG. 8 (conventional model).
FIG. 11 is an explanatory diagram of a specific example for performing time history response analysis of the three-dimensional automatic warehouse in FIG. 8 (model A).
12 is an explanatory diagram of a specific example for performing time history response analysis of the three-dimensional automatic warehouse in FIG. 8 (model B).
13 is a diagram showing an analysis result when a Yokohama wave is input to the models of FIGS. 10 to 12; FIG.
14 is a diagram showing an analysis result when an El Centro wave is input to the models of FIGS. 10 to 12; FIG.
15 is a diagram showing an analysis result when a Hachinohe wave is input to the models of FIGS. 10 to 12. FIG.
FIG. 16 is a diagram showing the analysis results when the yield point of the conventional model and the model A extra mild steel column is 1.6 and 1.0 and a 200 gal Yokohama wave is input.
FIG. 17 is an explanatory diagram of an example of a conventional three-dimensional automatic warehouse.
FIG. 18 is an explanatory diagram of an example of a vibration control structure of a conventional three-dimensional automatic warehouse.
FIG. 19 is an explanatory diagram of another example of a vibration control structure of a conventional three-dimensional automatic warehouse.
FIG. 20 is an explanatory diagram of still another example of a conventional vibration control structure for a three-dimensional automatic warehouse.
[Explanation of symbols]
DESCRIPTION OF SYMBOLS 1 Outer truss frame 2 Inner truss frame 3 Column 4 Middle column 5 Horizontal material 6 Diagonal material 8 Connecting beam 10 Extremely soft steel column 15, 15a Steel damper 16 Shaft material 17 Extremely soft steel 18 Stiffener 19 Steel tube 20 for buckling restraint, Through column 21, 22 End plate

Claims (7)

The upper part of the vertically long outer pin truss frame standing upright on both sides and a plurality of vertically long inner pin truss frames standing between the outer pin truss frames having two columns and a middle column in the middle are rigid. A three-dimensional warehouse that is coupled and bears the horizontal load at the time of an earthquake mainly by the axial force of the structural member, undergoes bending deformation due to the response at the time of the earthquake, and receives positive and negative axial forces on the two columns of the inner pin truss frame In the frame such as
A seismic damping structure for a frame in which the lower part of all or part of two columns of the inner pin truss frame that receives the positive and negative axial forces is constituted by a buckled steel damper . Seismic structure of Frames of claim 1 Symbol mounting, characterized in that the buckling constrained steel damper, provided on the bottom layer or layers equivalent thereto. And diagonal members of the inner layer Pintorasu Frames the buckling constrained steel dampers are present, both or either of the in column not subjected to positive and negative cyclic loading, the buckling constrained steel dampers 3. The frame vibration control structure according to claim 1, wherein the structure is reinforced so that a load can be supported at all times after the yielding. Claim 1-3, characterized in that said buckling constrained steel damper and diagonal members of the inner layer Pintorasu framework that exists, and joined by bonding the in columns not subjected to positive and negative cyclic loading Tsuyoshi The seismic control structure of the frame as described in any of the above. The buckled-restrained steel damper is formed by connecting a lowest joint of the two pillars and the diagonal member of the inner pin truss frame or a joint of the two pillars and the horizontal member and the column base member. The structure for controlling a frame according to claim 1, wherein the structure is provided in the space or a part thereof. The buckling-restrained steel damper and the upper layer column are joined together in advance to form a passage through-column, and the through-column is arranged at the lowermost layer of the two columns of the inner pin truss frame. The frame damping structure according to claim 1 . The frame damping structure according to claim 6, wherein a joining end plate is provided at both ends of the through pillar.

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