JP6862057B2 - Building stigma displacement suppression structure - Google Patents

Description

The present invention relates to a technique for improving the seismic performance of a main frame (pillar, etc.) that supports the roof frame and its support portion in a standing roof type roof frame placed on a building main frame such as a gymnasium.

Due to recent major earthquakes (2011 Tohoku-Pacific Ocean Earthquake, 2016 Kumamoto Earthquake, etc.), the support part (anchor bolts and concrete) of the standing roof type roof frame placed on the RC main body frame at gymnasiums, etc. ) And pillars are frequently damaged, which is regarded as a problem.

In Oharima buildings such as gymnasiums, the RC columns that support the roof frame are often cantilevered from the floor to the eaves, and the bending rigidity is not high, so they are prone to swaying in and out of the building during an earthquake. Therefore, the support portion of the standing roof type roof frame placed on the main body frame often uses the support conditions in the inside and outside of the building as rollers to prevent the seismic force acting on the main body frame from being transmitted to the roof frame.

For example, by providing a loose hole (long hole) for anchor bolts in the base plate of the roof bearing to allow it to slide, the relative displacement between the main frame and the roof bearing is allowed, and the transmission of force between the two is avoided. Design to do.

However, the stigma displacement may be larger than expected at the time of design, and if the limit of the loose hole for anchor bolts is exceeded, the loose hole end will collide with the anchor bolt, resulting in deformation of the anchor bolt. Damage such as breakage or cracking or falling off of concrete of the main body frame (pillar head) pushed by anchor bolts occurs.

Furthermore, if the stigma is displaced more than expected at the time of design, the stigma itself will be damaged due to bending deformation, and the finishing material near the boundary (eave) between the stigma and the roof will also be damaged. As a result, dropout damage also occurs. In fact, even in the big earthquake, many such damages have occurred.

If such damage occurs to the main frame such as the roof bearings and columns that support the vertical load from the roof, not only human damage due to the fall of concrete debris but also the difficulty of repair at the time of restoration will be increased.

As a method of using a roof frame to suppress large shaking of the building frame (pillar) inward and outward, for example, the upper part of the pillar and the beam end of the roof frame are connected by a cane, and a damper is used as the cane. A structural form using is conceivable. Dampers absorb energy during an earthquake and suppress large vibrations of the entire building, which is effective for improving seismic performance, but the equipment is usually expensive and requires maintenance.

For example, Patent Document 1 is a document related to a technique intended to suppress large shaking of a building body frame by using a roof frame.

In Patent Document 1, the roof frame and its support are supported in the event of an earthquake by making the roof support movable in two horizontal directions and connecting a damper member such as a steel rod, friction, or a viscous body to the support. When a horizontal displacement occurs relative to the substructure, the damper absorbs energy and suppresses the acting force on the roof frame and the support part, which is also effective for internal and external vibration of the building body frame. With a proper damper arrangement, it can be expected that the response displacement of the pillar head supporting the support portion in the inward and outward directions will be suppressed.

This disclosure technology aims at so-called roof seismic isolation, and is subject to the lifting restraint of the bearing and the ability to move in two horizontal directions, but in order for the damper to operate effectively, it is somewhat large in the two horizontal directions. It is necessary to generate relative displacement. Therefore, there is a problem that it is difficult to design an expansion joint in this part because the fitting of the finishing material near the boundary (eave part) between the stigma and the roof must be able to follow the large horizontal two-way displacement. It was.

For gymnasiums, etc., which are constructed in large numbers and are also used as evacuation centers, the mechanism is complicated as in Patent Document 1 from the viewpoint of reducing earthquake damage in the roof frame and main body frame, or early recovery after the disaster. A simpler, cheaper, and easier-to-adopt method is desired, rather than providing advanced seismic performance through expensive roof seismic isolation and vibration control.

Japanese Unexamined Patent Publication No. 2001-152696

In view of the above background, the present invention is as simple and inexpensive as possible against an earthquake horizontal load exceeding an assumption, suppresses stigma displacement, and reduces damage to the roof frame and main body frame. It provides a restraining structure.

The means of the present invention for solving the above problems are as follows.
It is a stigma displacement suppression structure of a building that suppresses the displacement of the stigma of a building in which a roof frame is placed on the stigma of the column of the main frame via a plurality of bearings.
(1) At least one or two or more of the plurality of bearings are configured to satisfy the roller support condition only in a predetermined horizontal direction in the inside / outside direction of the building.
(2) The bearings that satisfy the roller support condition only in the horizontal one direction, and the bearings and the lower chord node of the roof frame facing the horizontal one direction are connected by a connecting member, and the connection is made. The intermediate position of the member is joined to the tip of the bracket brought out from the side surface of the stigma of the main body frame , and the connecting member is composed of two parts sandwiching the tip of the bracket, and the tip of the bracket. These two parts are joined to each other.
(3) The connecting member is made of a material (steel, etc.) that has elasto-plastic characteristics and resists by axial force, and when an earthquake force acts on the roof frame, the stigma of the main body frame that supports the roof frame is excessive. It is a mechanism that resists horizontal displacement only by pulling.
A stigma displacement suppression structure of a building, which is characterized by having the above configuration.

Further, according to the present invention, in the stigma displacement suppressing structure of the building described above, a part of the connecting member is processed as a fuse portion having a shaft strength lower to some extent than the other portion of the connecting member, or such a portion can be attached and detached. It is a stigma displacement suppression structure of a building, characterized in that it is incorporated into a connecting member as a fuse member.

Further, the present invention is characterized in that, in the stigma displacement suppressing structure of the building according to any one of the above, a mechanism is incorporated in which the connecting member does not transmit a compressive force and resists only tension. It is a displacement suppression structure.

As a mechanism that does not transmit the compressive force, for example, a method of providing link mechanisms at both ends of the connecting member so that the link portion rotates when the compressive force tries to act, or in the direction of the compressive force acting. A method of providing a long hole (loose hole) having a long axis can be considered.

Further, in the present invention, in the stigma displacement suppressing structure of the building described in any one of the above, the relative displacement between the roof frame support portion and the main body frame (column, etc.) supporting the support portion in the inside and outside of the building is constant. It is a stigma displacement suppression structure of a building, characterized in that a mechanism that does not generate axial force is incorporated in the connecting member until it exceeds the dimensions. The above-mentioned constant dimension indicates a design value in which the horizontal displacement of the column head caused by the inclination of the column due to an earthquake is set to, for example, 1/100 of the column height.

Since the present invention is based on the above means, the following effects can be obtained.
(1) The axial bearing capacity of the connecting member stays within the elastic range in an earthquake of the assumed level in design, and when a larger earthquake force than expected is applied, the cross section is set so as to yield before other building parts. By designing, when a large earthquake occurs that causes the connecting members to yield, the connecting members will be plasticized in advance before the building frame such as the roof frame or pillars is damaged, and more. By suppressing the seismic input and absorbing the seismic energy, it is possible to suppress the seismic force acting on the roof support and the bracket, so that the damage to the roof frame and the building body frame can be reduced.
(2) In particular, when a column head displacement of a certain level or more occurs in the inside and outside of the building, the column is connected to the roof frame by a connecting member, so that excessive deformation is suppressed and large damage is avoided.
(3) Until one of the connecting members yields, there is a large variation in the horizontal seismic reaction force distribution to each bracket, and the reaction force may be concentrated on a specific bracket. Since the connecting member connected to the specific bracket yields in advance, the horizontal reaction force is promoted to be redistributed, so that the horizontal reaction force concentration on the specific bracket is relaxed and further plasticization is suppressed. There is also the effect of being done.
(4) A building with a simple structure, low cost, and high seismic performance can be realized by using an inexpensive steel material having elasto-plastic properties as a material for connecting members.
(5) Since the damage caused by the seismic force is concentrated on the connecting members, it can be repaired only by replacing the connecting members, and since the replacement is easy, the construction period is short, and the construction cost is compared with the conventional repair work for damage to the bearings. Will be significantly cheaper.
(6) Even if the bracket is damaged, it is relatively easy to repair because it does not support the vertical load from the roof.
(7) If the position of the bearing is displaced due to the surrender of the connecting member due to the earthquake, the roof can be easily returned to its original position by replacing the connecting member with a jack and pushing and pulling the bracket as a reaction force point. it can.
(8) From the above, it is easy to restore the damaged building after the earthquake at an early stage, which greatly contributes to the early reuse of the building.

It is an example of a building such as a gymnasium, and is a plan of the columns and beams of the main frame and the roof frame (part) at the eaves level where the roof bearing is installed, and shows an example of the arrangement of the present invention. It is a figure. Similar to FIG. 1, it is a plan showing an example of another arrangement of the present invention. It is the 1st Example of this invention, and is the enlarged explanatory view of the cross section AA of FIG. 1 or FIG. FIG. 3 is a diagram illustrating a state in which a relative displacement between the roof frame and the main body frame occurs in the first embodiment of FIG. It is the 2nd Example of this invention and is the enlarged explanatory view of the cross section AA of FIG. 1 or FIG. FIG. 5 is a diagram illustrating a state in which a relative displacement between the roof frame and the main body frame occurs in the second embodiment of FIG. It is a 3rd Example of this invention, and is the enlarged explanatory view of the cross section of line AA of FIG. 1 or FIG. FIG. 7 is a cross-sectional view taken along the line BB of FIG.

Examples of the present invention will be described with reference to FIGS. 1 to 4. 1 and 2 show, for example, the eaves level (truss 1a, beam 1b) of the main frame 1 (RC structure building such as RC structure) in which the support parts 3, 3, ... Are installed in a building such as a gymnasium. This is a plan of the above, and a part of the steel-framed roof frame 2 composed of three-dimensional trusses is superimposed and displayed. 2a indicates an upper chord material, 2c indicates a lattice material, and 2b and 2d indicate a lower chord material of a three-dimensional truss. In particular, 2d is a reinforcing member necessary for providing the connecting member 5 described later.

In FIG. 1, the support conditions 3, 3, ... At the four corners of the roof structure 2 are the support conditions of the rollers (in the direction of the cross arrow in FIG. 1) in both the horizontal two directions, and the horizontal one-way rollers (in the direction of the arrow in FIG. It is configured to satisfy. For left-right direction of the earthquake, depending on the direction of the resistor perpendicular to the horizontal one direction roller ₁ kinds and Y ₄ types Y, seismic horizontal force acting on the roof Frame 2 is transmitted to the body Frame 1.

On the other hand, for an earthquake in the Y direction, the seismic horizontal force acting on the roof frame 2 is transmitted to the main frame 1 by the resistance in the direction orthogonal to the horizontal one-way rollers in the X1 and X5 ways. Therefore, since the seismic horizontal force from the roof frame 2 in the inside and outside of the building is hardly transmitted to the main body frame 1, the horizontal strength and rigidity of the columns 1a, 1a, ... In the inside and outside of the building are mainly the main body frame 1. It is sufficient to consider the seismic horizontal force acting on the building weight (columns, beams, walls, etc.) of each street.

FIG. 2 shows a case where the support conditions of the roof frame 2 are different from those in FIG. That is, the support portions 3, 3, ... Of Y1 ways are all horizontal one-way rollers in the Y direction, all Y4 ways are pin fulcrums, and the intermediate parts of X1 ways and X5 ways are horizontal two-way roller fulcrums.

Therefore, for an earthquake in the X direction, the earthquake horizontal force acting on the roof frame 2 is due to the resistance in the direction orthogonal to the horizontal one-way roller in the Y1 way and by all the pin fulcrums in the Y4 way. Is transmitted to.

On the other hand, for an earthquake in the Y direction, the horizontal force of the earthquake acting on the roof frame 2 is transmitted to the main frame 1 by the resistance of only the pin fulcrums of Y4. Therefore, in the case of the fulcrum condition as shown in FIG. 2, the horizontal strength and rigidity of the columns 1a, 1a ... In addition to the seismic horizontal force acting on the roof frame 2, it is required to be sufficiently secured in consideration of all the amount acting on the roof frame 2.

3 and 4 are the first embodiments of the present invention, and show detailed views corresponding to the cross section taken along the line AA of FIG. 1 or 2. The vertical load from the roof frame 2 is supported by the bearings 3, 3, ... Of the one-way rollers, and the lower chord nodes 20, 20, ... 3, 3, ... Are connected by connecting members 5, 5, ... In the inside / outside direction (roller direction) of the building. The intermediate positions of the connecting members 5, 5, ... Are joined to the tip portions 10a, 10a, ... Of the brackets 10, 10, ... Brought out from the upper part of the pillars 1a, 1a, ... Supporting the roof frame 2.

The connecting member 5 is composed of two portions (5a, 5b) with a tip portion 10a interposed therebetween, and both ends of each (5a, 5b) are two connecting plates 6 in which one pin 7 is inserted into both ends. It is a sandwiched link mechanism. Further, as the connecting member 5 (5a, 5b), a material (steel material or the like) having elasto-plastic characteristics and resisting by axial force is used.

Further, the hole through which the single pin 7 of the gusset plate 3a of the support portion 3, the tip portion 10a and the gusset plate 20a of the lower chord node 20 is inserted is an elongated hole 8 (indicated by an oval broken line). In the state of FIG. 3), gaps (e, f) corresponding to the clearance between the single pin 7 and the elongated hole 8 are secured at both ends of the connecting members 5a and 5b.

In the first embodiment, since the support portion 3 has the above-mentioned configuration and the support portion 3 is a one-way roller fulcrum, an seismic force acts in the left-right direction of the paper surface of FIG. The case where the horizontal displacement δ is moved relative to (outside) the support portion 3 will be described.

In the state of FIG. 3, since one of the elongated holes 8, 8, ... Of the single pins 7, 7, ... Inserted into the connecting plates 6, 6, ... Of the connecting members 5a and 5b has a clearance in the left-right direction. , No axial force is generated in the connecting members 5a and 5b.

In the process of reaching the state of FIG. 4, when the clearances of the elongated holes 8, 8, ... Are eliminated and the gaps f at both ends of the connecting member 5b in the state of FIG. 3 reach the maximum gap f'(> f), the connecting member A tensile force acts on 5b to prevent the top of the pillar 1a from moving further outward (on the left side of the paper). Here, when the dimension L ₂ ′ (FIG. 4) _{tries to exceed the original dimension L 2} (FIG. 3) by 2 × (f ′ −f), the connecting member 5b begins to stretch due to the tensile axial force, and the tensile shaft When the force reaches the yield point of the material of the connecting member 5b, it plastically deforms and begins to absorb seismic energy.

The seismic force transmitted from the connecting member 5b to the tip portion 10a of the bracket 10 is transmitted to the pillar 1a via the bracket 10.

On the other hand, with respect to the connecting member 5a, the clearances of the elongated holes 8, 8, ... Are eliminated in the process of reaching the state of FIG. 4, and the gap e at both ends of the connecting member 5a in the state of FIG. 3 is the minimum gap e'(< When e) is reached, a compressive force tries to act on the connecting member 5a, but since the connecting plates 6 and 6 at both ends of the connecting member 5a have a link mechanism, the dimensions L ₁ ′ (FIG. 4). There when you become short 2 × (e-e') more than the original dimension L _1, and rotated as in Figure 4, the coupling member 5a is not able to transmit a compressive force.

That is, the connecting member 5 (5a, 5b) resists only tension and suppresses an excessive horizontal displacement of the top of the column 1a. When the seismic force is larger than expected in the design, the tension side (5a or 5b) of the connecting member 5 yields to absorb the seismic energy and to the connecting member 5 in another place where the connecting member 5 does not yield. Since the seismic reaction force is promoted to be redistributed, not only the roof frame 2 but also the main body frame 1 has improved seismic performance.

Further, since the surrendered connecting member 5 can be easily replaced by pulling out one pin 7, 7, ... And removing the connecting plates 6, 6, ..., The damaged building can be reused by early repair.

5 and 6 are the second embodiment of the present invention, and show a detailed view corresponding to the cross section taken along the line AA of FIG. 1 or 2. The vertical load from the roof frame 2 is supported by the bearings 3, 3, ... Of the one-way rollers, and the lower chord nodes 20, 20, ... 3, 3, ... Are connected by connecting members 5, 5, ... In the inside / outside direction (roller direction) of the building. The intermediate positions of the connecting members 5, 5, ... Are joined to the tip portions 10a, 10a, ... Of the brackets 10, 10, ... Brought out from the upper part of the pillars 1a, 1a, ... Supporting the roof frame 2.

The connecting member 5 is composed of two parts (5a, 5b) with a tip portion 10a sandwiched between them. At both ends of each (5a, 5b), one pin 7 is inserted on one side, and the other end is bound with a plurality of bolts 7a. It is sandwiched between two connecting plates 6. Further, as the connecting member 5 (5a, 5b), a material (steel material or the like) having elasto-plastic characteristics and resisting by axial force is used.

Further, the hole through which the single pin 7 of the gusset plate 3a of the support portion 3, the tip portion 10a and the gusset plate 20a of the lower chord node 20 is inserted is an elongated hole 8 (indicated by an oval broken line). In the state of FIG. 5), gaps (e, f) corresponding to the clearance between the single pin 7 and the elongated hole are secured at both ends of the connecting members 5a and 5b.

In the second embodiment, since the support portion 3 has the above-mentioned configuration and the support portion 3 is a one-way roller fulcrum, an seismic force acts in the left-right direction of the paper surface of FIG. The case where the horizontal displacement δ is moved relative to (outside) the support portion 3 will be described.

In the state of FIG. 5, since one of the elongated holes 8, 8, ... Of the single pins 7, 7, ... Inserted into the connecting plates 6, 6, ... Of the connecting members 5a and 5b has a clearance in the left-right direction. , No axial force is generated in the connecting members 5a and 5b.

In the process of reaching the state of FIG. 6, when the clearances of the elongated holes 8, 8, ... Are eliminated and the gaps f at both ends of the connecting member 5b in the state of FIG. 5 reach the maximum gap f'(> f), the connecting member A tensile force acts on 5b to prevent the top of the pillar 1a from moving further to the outside (left side of the paper surface). Here, when the dimension L ₂ ′ (FIG. 6) _{tries to exceed the original dimension L 2} (FIG. 5) by 2 × (f ′ −f), the connecting member 5b begins to stretch due to the tensile axial force, and the tensile shaft When the force reaches the yield point of the material of the connecting member 5b, it plastically deforms and begins to absorb seismic energy.

The seismic force transmitted from the connecting member 5b to the tip portion 10a of the bracket 10 is transmitted to the pillar 1a via the bracket 10.

On the other hand, with respect to the connecting member 5a, the clearances of the elongated holes 8, 8, ... Are eliminated in the process of reaching the state of FIG. 6, and the gap e at both ends of the connecting member 5a in the state of FIG. 5 is the minimum gap e'(< No compressive force acts on the connecting member 5a until it reaches e). However, when the dimension L ₁ ′ (FIG. 6) is _{shorter than the original dimension L 1} by 2 × (e−e ′) or more, a compressive force acts on the connecting member 5a, so that the elongated holes 8, 8, ... It is necessary to keep the length.

That is, in the second embodiment as in the first embodiment, the connecting member 5 (5a, 5b) resists only tension and suppresses an excessive horizontal displacement of the top of the column 1a. When the seismic force is larger than expected in the design, the tension side (5a or 5b) of the connecting member 5 yields to absorb the seismic energy and to the connecting member 5 in another place where the connecting member 5 does not yield. Since the seismic reaction force is promoted to be redistributed, not only the roof frame 2 but also the main body frame 1 has improved seismic performance.

Further, the surrendered connecting member 5 can be easily replaced by removing the single pins 7, 7, ... And the plurality of bolts 7a, 7a, ... And the connecting plates 6, 6, ... Therefore, early repair of the damaged building. Can be reused by.

FIG. 7 is a third embodiment of the present invention, and shows a detailed view corresponding to the cross section taken along the line AA of FIG. 1 or FIG. FIG. 8 is a cross-sectional view taken along the line BB of FIG. The vertical load from the roof frame 2 is supported by the bearings 3, 3, ... Of the one-way rollers, and the lower chord nodes 20, 20, ... 3, 3, ... Are connected by connecting members 5, 5, ... In the inside / outside direction (roller direction) of the building. The intermediate positions of the connecting members 5, 5, ... Are joined to the tip portions 10a, 10a, ... Of the brackets 10, 10, ... Brought out from the upper part of the pillars 1a, 1a, ... Supporting the roof frame 2.

The connecting member 5 is composed of two portions (5a, 5b) with the tip portion 10a interposed therebetween, and at the ends of the respective portions (5a, 5b), the tip portion 10a side has one pin 7 and 7 in two rows at one end. The other end is spelled with a plurality of bolts 7a, and the top plate of the tip portion 10a is sandwiched between the connecting plates 6a and 6a. It is attached by the spelled connecting plates 6 and 6. Further, as the connecting member 5 (5a, 5b), a thin material (steel plate) having elasto-plastic characteristics and resisting by axial force is horizontally used and installed.

Further, the holes through which the single pins 7 and 7 of the tip portion 10a are inserted are elongated holes 8 and 8 (indicated by an oval broken line), and in the normal state (state of FIG. 7), the connecting member 5a, At both ends of 5b, gaps (e, f) corresponding to the clearance between the single pins 7 and 7 and the elongated holes 8 and 8 are secured.

Since the third embodiment has the above configuration, when the pillar 1a is tilted in the inside-out direction of the building and the tip portion 10a of the bracket 10 is also tilted due to the earthquake in the left-right direction of the paper surface, the connecting members 5 (5a, 5b) are Bending deformation is forced around the axis orthogonal to the paper surface, but since the connecting member 5 (5a, 5b) is a thin steel plate, its bending rigidity is low, and it does not yield to a certain degree of out-of-plate bending deformation. There is a feature.

In the state of FIGS. 7 and 8, the elongated holes 8, 8, ... Of the single pins 7, 7, ... Inserted into the connecting plates 6a, 6a, ... No axial force is generated in the connecting members 5a and 5b because of the clearance of.

When the top of the pillar 1a has a relative displacement δ to the outside of the building with respect to the bearing 3 due to an earthquake in the left-right direction of the paper (not shown), the clearances of the elongated holes 8 and 8 on the connecting member 5b side are lost. Since the tensile force acts on the connecting member 5b, the seismic force transmitted from the connecting member 5b to the tip portion 10a of the bracket 10 is transmitted to the column 1a via the bracket 10.

On the other hand, when the clearances of the elongated holes 8 and 8 on the connecting member 5a side disappear, the compressive force tries to act on the connecting member 5a, but since the connecting member 5a is a thin steel plate, it immediately elastically buckles and deforms from the plate surface. Since the double broken line in FIG. 7) is generated, the compressive force is not substantially transmitted, and the seismic force transmitted to the bracket 10 can be ignored. However, it is necessary to design the plate thickness of the connecting member 5a (5b) and the lengths of the elongated holes 8 and 8 so as to stay within the elastic range even when the plate surface bending deformation occurs.

In any of the above embodiments of the present invention, the reason why the elongated hole 8 is provided in any one of the single pins 7 of the connecting plate 6 (6a) is as follows. That is, when there is no clearance due to the elongated holes, it is a connection point with the connecting member 5 as the support portion 3 moves to the outside of the building due to the snow load applied by the tensile force acting on the lower chord member 2b of the roof frame 2. This is to avoid a situation in which the tip portion 10a of the bracket 10 forcibly deforms the pillar 1a and the connecting member 5 is stressed by a load other than an earthquake.

Further, although the support condition of the support portion 3 connected to the connecting member 5 is a one-way roller, if the clearance due to the elongated hole 8 is eliminated, the relative displacement between the support portion 3 and the top of the pillar 1a is eliminated. Does not occur substantially, so it is substantially the same as a pin fulcrum.

Therefore, by providing the clearance by the elongated hole 8, each of the support portions 3, 3, ... Satisfies the unidirectional roller support condition up to the seismic force assumed in the design, and in the event of a larger earthquake, the connecting member 5 is connected. The acting tensile force can impart a function of suppressing an excessive horizontal displacement of the top of the column 1a.

In the above embodiment, the bracket 5 is made of steel, but it may be made of RC.

Further, in any of the above embodiments, the roof bearings were installed on the building body frame of the RC structure, but even if the building body frame is made of steel, the roller support parts and brackets can be installed. If so, the present invention can be applied.

The present invention mainly applies the seismic force acting on the roof support even if a larger earthquake than expected occurs in the support of the roof frame of the standing roof type, which is placed on the main frame of the RC structure building. Since it is possible to provide simple and inexpensive technology that can suppress damage to the roof frame and main body frame, it contributes to improving the seismic performance of the building and also causes earthquakes in damaged buildings (especially many gymnasiums that serve as shelters). It also greatly contributes to early recovery and early reuse later.

1: Body frame 1a: Pillar 1b: Beam 2: Roof frame 2a: Upper chord material 2b, 2d: Lower chord material 2c: Lattice material 3: Support part 3a: Gusset plate 5, 5a, 5b: Connecting member 6, 6a: Connecting plate 7: 1 pin 7a: Multiple bolts 8: Long hole 10: Bracket 10a: Tip 20: Lower chord node 20a: Gusset plate
e, f: Original gap
e´: Minimum gap
f´: Maximum gap
L ₁ , L ₂ : Original dimensions
L ₁ ´, L ₂ ´: Dimension after displacement δ: Horizontal displacement

Claims (3)

It is a stigma displacement suppression structure of a building that suppresses the displacement of the stigma of a building in which a roof frame is placed on the stigma of the column of the main frame via a plurality of bearings.
(1) At least one or two or more of the plurality of bearings are configured to satisfy the roller support condition only in a predetermined horizontal direction in the inside / outside direction of the building.
(2) The bearings that satisfy the roller support condition only in the horizontal one direction, and the bearings and the lower chord node of the roof frame facing the horizontal one direction are connected by a connecting member, and the connection is made. The intermediate position of the member is joined to the tip of the bracket brought out from the side surface of the stigma of the main body frame , and the connecting member is composed of two parts sandwiching the tip of the bracket, and the tip of the bracket. These two parts are joined to each other.
(3) The connecting member is made of a material having elasto-plastic properties and resisting by an axial force, and when an seismic force acts on the roof frame, it causes an excessive horizontal displacement at the stigma of the main body frame that supports the roof frame. On the other hand, it is a mechanism that resists only by pulling.
A stigma displacement suppression structure of a building, which is characterized by having the above configuration. In the stigma displacement suppressing structure of the building according to claim 1, the connecting member is composed of two parts, and each end is sandwiched by two connecting plates having one pin inserted at both ends, thereby compressing force. The stigma displacement suppression structure of the building is characterized by incorporating a link mechanism that resists only tension without transmitting. In the stigma displacement suppressing structure of the building according to claim 1, the connecting member is composed of two parts, one pin is inserted into one end of each of both ends, and the other end is spelled with a plurality of bolts. Since the holes sandwiched between the connecting plates and through which the one pin is inserted at the bearing portion, the tip portion of the bracket, and the lower chord node are elongated holes, the compressive force is not transmitted and tension is applied. A stigma displacement suppression structure of a building, characterized by a built-in mechanism that resists only.

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