JPH08338072A - Large roof structure - Google Patents

Abstract

PURPOSE: To widely open the side of a large space covered with a large roof and lighten the large roof. CONSTITUTION: Both ends of the extending direction of a large roof 1 are supported by a lower structure 2 and a pair of column members 3. The lower structure 2 has a nearly semi-cylindrical form. An end girder 4 is laid between both nearly arcuated ends of a bearing wall 2a. One side of the large roof 1 is rigidly supported by the lower structure 2 through the end girder 4. The large roof 1 is laterally projected from the lower structure. The front ends in the extended direction of the large roof is supported by a pair of column members 3. A base isolation device 8 is installed between the keel girder 6 of the large roof 1 and the upper part of the column member 3.

Description

Detailed Description of the Invention

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a large roof structure covering a large space such as a dome.

[0002]

2. Description of the Related Art In a conventional large roof structure, a bearing wall (substructure) is formed along the outer circumference of a large space covered with a large roof so as to surround the entire large space, such as a dome. ,
An outer peripheral side portion of the large roof is supported and configured on the lower structure. At this time, the lower structure and the large roof are usually rigidly joined by pin joining or the like.

[0003]

However, in the conventional large roof structure as described above, since the lower structure (bearing wall) is formed so as to surround the predetermined large space, the large space covered with the large roof is not formed. It was difficult to open the sides greatly, and the large space covered by the large roof was a space that was closed at least on the sides.

Further, since the lower structure and the large roof are rigidly joined to each other, when an external force due to an earthquake or the like is input to the lower structure from the ground or the like, the lower structure directly causes a large noise on the large roof. Horizontal force is transmitted. Therefore, the large roof is required to have rigidity and strength capable of resisting the horizontal force. On the contrary, since the horizontal force from the large roof generated by an earthquake is transmitted to the substructure through the joint,
The rigidity and strength required to resist a large shearing force and a bending moment due to the large horizontal force were also required for the substructure.

Further, even if the large roof tries to expand or contract due to a change in temperature, the large roof is rigidly joined to the lower structure, so that a predetermined temperature stress is applied to the large roof and the temperature stress is increased. The roof must be strong enough to withstand. As described above, in the above-mentioned conventional large roof structure, since the strength required to resist the horizontal force transmitted from the lower structure is required, the large roof itself becomes heavy, and the lower structure supporting it is required. Also, a predetermined rigidity is required in accordance therewith.

The present invention has been made by paying attention to the above problems, and it is possible to greatly open the side of a large space covered with a large roof and to reduce the weight of the large roof. It is intended to provide a structure.

[0007]

In order to achieve the above object, a large roof structure of the present invention is a substructure having a bearing wall provided along a lateral arc or a curve approximate to the arc, and It is characterized by comprising a large roof supported by the lower structure and extending laterally from the lower structure, and a column member supporting at least the tip end side in the extending direction of the large roof.

Further, the invention described in claim 2 is characterized in that, in addition to the structure described in claim 1, a seismic isolation device is provided between the pillar member and the large roof.

[0009]

In the invention described in claim 1, since the large roof is constructed so as to project from the lower structure and the projecting portion is supported by the pillar members, the side of the large space to be covered can be arbitrarily set than in the conventional case. And it becomes possible to open greatly.
In addition, the horizontal force generated by the shaking of the large roof due to an earthquake or the like is collectively borne by the bearing wall of the lower structure having an arc-shaped or substantially arc-shaped cross section. It is supported by the substructure. At this time, since the load bearing wall has an arch-shaped cross section, it is possible to provide the bearing wall with rigidity sufficient to resist the horizontal force from the large roof.

Further, in the invention described in claim 2, since the seismic isolation device is interposed between the pillar member and the large roof,
The horizontal force transmitted from the large roof to the pillar member is absorbed and greatly reduced by the seismic isolation device, and the horizontal force transmitted from the pillar member to the large roof is also absorbed and greatly reduced by the seismic isolation device. Will be reduced. Further, even if the large roof expands and contracts due to temperature changes, the seismic isolation device allows the relative displacement between the large roof and the pillar member in the horizontal direction. Will be reduced.

[0011]

An embodiment of the present invention will be described with reference to the drawings.
FIG. 1 is a view of the large roof structure seen from above, and FIG. 2 is
It is the schematic which looked at the large roof structure from the side. First, the structure will be described. As shown in FIGS. 1 and 2, both ends of the large roof 1 in the extending direction are supported by the lower structure 2 and the two pillar members 3, respectively.

The lower structure 2 is a structure having a substantially semi-cylindrical shape, and a bearing wall 2a is formed along a curve which is approximated to a predetermined arc in the lateral direction, and an upper portion of the bearing wall 2a is formed. A roof member 2b is provided. In addition, the bearing wall 2
As shown in FIGS. 1 and 3, an end girder 4 is laterally provided between both ends of the substantially arcuate shape of a, and the lower structure 2 is connected to one end of the large roof 1 through the end girder 4. It is knotted on the department side.

The frame structure of the large roof 1 is as shown in FIG.
As shown in FIG. 3, the end girder 4 is a part of the skeleton, and a plurality of three-dimensional truss-shaped girders 5 (hereinafter referred to as crystal truss) and a keel girder 6 are provided. The crystal trusses 5 are connected to the end girders 4 and extend along the extending direction of the large roof 1, and are arranged at predetermined intervals in a direction orthogonal to the extending direction. There is.

Further, a keel girder 6 is laterally installed so as to connect the plurality of crystal trusses 5 to the tip end sides in the extending direction, and the tip ends of the crystal trusses 5 in the extending direction are integrated. Further, between the end girder 4 and the keel girder 6, a large number of unillustrated sub-beams are horizontally provided so as to connect the crystal trusses 5 to each other. The roof panel is laid on the frame having the above structure to form the large roof 1.

Further, both side positions of the keel girder 6 of the large roof 1 are respectively supported by column members 3 as shown in FIG. In FIG. 4, 7 is a string string strand, which gives the keel girder 6 a predetermined rigidity. With the above structure, the large roof 1 is supported only by the lower structure 2 and the two pillar members 3.

A seismic isolation device 8 is interposed between the keel girder 6 of the large roof 1 and the upper portion of the pillar member 3. Next, the configuration of the seismic isolation device 8 will be described. As shown in FIG. 5, a pillar-side supporting portion 9 is fixed to the upper end of the pillar member 3, and a sliding plate 10 made of a stainless steel plate or the like is horizontally fixed to the upper surface of the supporting portion 9 as shown in FIG. As shown in FIG. 6, a plurality of friction members 11 are slidably disposed on the upper surface of the sliding plate 1 so that the sliding plate 1
0 and the friction member 11 form a sliding bearing.

The upper ends of the plurality of friction members 11 are integrally fixed to the lower part of a thin disk-shaped slide 12. A laminated rubber 13 forming a spring bearing is fixed to the upper surface of the slide 12, and a lower ball seat member 14 is fixed to the upper end of the laminated rubber 13. The lower spherical seat member 14 has a concave spherical surface 14a formed in the center of the upper surface, and the upper spherical seat member 15 having a convex spherical surface 15a can slide from the upper side of the concave spherical surface 14a. The ball bearing is configured by abutting against the.

Further, the upper ball seat member 15 is fixed to the roof side bearing portion 16. This roof side bearing 16
Is fixed to the lower chord member of the keel girder 6.
Further, in order to suppress the amount of sliding displacement between the lower spherical seat member 14 and the column-side support portion 9 between the lower spherical seat member 14 and the column-side support portion 9, as shown in FIG. A plurality of horizontal springs 17 made of a rubber member are interposed. The horizontal spring 17 does not bear a compressive force in the vertical direction. Further, in FIG. 5, in order to make the friction member 11 easy to see, the position of the horizontal spring 17 is shown by a broken line and the horizontal spring 17 is omitted.

Further, the pillar side bearing portion 9 and the roof side bearing portion 1
A plurality of sets of stoppers 19 are interposed between the stoppers 19 and 6. Each of the stoppers 19 is composed of a pillar-side stopper member 19a fixed to the pillar-side support portion 9 and a roof-side stopper member 19b fixed to the roof-side support portion 16, and the tip end portion of the pillar-side stopper member 19a. Is vertically opposed to the tip of the roof-side stopper member 19b from above, so that the pillar-side bearing 9
The lifting of the roof-side support portion 16 relative to the roof-side support portion 16 is restrained, and when the pillar-side support portion 9 and the roof-side support portion 16 are relatively displaced in the horizontal direction by a predetermined distance, the pillar-side stopper member 19a and the roof-side stopper member 19b are Are in contact with each other to restrain further relative displacement. And
The stopper 19 prevents the roof-side support portion 16 from falling off.

Next, the operation and the like of the large roof structure having the above construction will be described. In the large roof structure of the present embodiment, since the large roof 1 is supported only by the lower structure 2 and the two pillar members 3, the lower structure 2 and the pillar members 3 and between the pillar members 3 are supported. It is possible to greatly open up. On the lower structure 2 side, a predetermined sound insulation property is secured by the bearing wall 2a.

With respect to the large space covered by the large roof 1 and the space in the lower structure 2, an arena is formed at a position indicated by a broken line in FIG. 1, or a plurality of independent structures are formed in the large space. Can be formed. Moreover, since the large roof 1 is supported only by the semi-cylindrical lower structure 2 and the two pillar members 3, the seat portion of the arena constructed in a large space covered by the large roof 1 is It can also be set to be movable in space.

Further, in the roof structure of this embodiment, the pillar member 3
Since the seismic isolation device 8 is interposed between the pillar 1 and the large roof 1, even if an external force due to an earthquake or the like is input to the pillar member 3 and the upper end of the pillar member 3 shakes in the horizontal direction, the friction member is relatively moved. When 11 slides on the sliding plate 10, the horizontal force transmitted from the column member 3 to the large roof 1 is significantly reduced as compared with the case where both 1 and 3 are rigidly joined.

On the contrary, even when the large roof 1 shakes in the horizontal direction, the horizontal force transmitted from the large roof 1 to the pillar member 3 by sliding the friction member 11 on the sliding plate 10 is Compared with the case where 3 is rigidly joined, it is greatly reduced, and the column member 3 is advantageous in terms of shearing force and bending moment. In this way, compared to the case where the large roof 1 and the pillar member 3 are rigidly joined,
The rigidity with respect to the external force in the horizontal direction of both 1 and 3 can be set to be low, and the large roof 1 can be reduced in weight.

Here, the horizontal swing of the large roof 1 causes the bearing wall 2a of the lower structure 2 through the end girder 4.
However, since the bearing wall 2a has an arch-shaped cross section, the lower structure 2 can have strength and rigidity sufficient to resist the horizontal force. Since the end portions of the load bearing walls 2a are connected by the end girders 4 as described above, even if a horizontal force is input from the large roof 1 to the load bearing walls 2a via the end girders 4 as described above,
The load bearing wall 2a maintains a predetermined arch-like shape.

Further, even if the large roof 1 expands and contracts due to temperature change, the laminated rubber 13 of the seismic isolation device 8 is deformed and absorbed, and the temperature stress generated on the large roof 1 is greatly reduced. Therefore, the large roof 1 has an advantageous structure in terms of temperature stress. Also, due to wind and earthquakes, the large roof 1
When the vertical displacement occurs, the stopper 19 prevents the roof-side bearing portion 16 from falling off from the pillar-side bearing portion 9. Further, since the rotational displacement at each bearing portion due to the vertical displacement is absorbed by the spherical bearing formed between the upper spherical seat member 15 and the lower spherical member,
The transmission of the force due to the rotational displacement to the column member 3 is suppressed.

As described above, in the frame structure of the roof structure of the above-described embodiment, the horizontal force generated on the large roof 1 is transmitted to the lower structure 2 side and supported by the lower structure 2, The member 3 takes charge of only the vertical load of the large roof 1. In the above embodiment, the seismic isolation device 8 is described as a seismic isolation device 8 including a slide bearing, a spring bearing, and a rotary bearing. However, the seismic isolation device 8 is not limited to these three types. It is not necessary to have a bearing structure.

Further, in the above embodiment, the laminated rubber 13 is illustrated as the spring bearing, but the spring bearing is not limited to this, and other known spring bearings such as a viscoelastic body may be used. I do not care. Further, although the horizontal spring 17 is made of a rubber member, it is not limited to this and may be made of another known horizontal spring such as a coil spring having a horizontal axis.

Although the ball bearing is illustrated as the rotary bearing, other known rotary bearings may be adopted. Further, in the above embodiment, the load bearing wall 2a of the lower structure 2 is formed along a substantially arc shape, but the substantially arc does not have to be a perfect circle and may be an elliptical shape or the like. The point is that the cross section may be formed in an arch shape.

In the above description, the lower structure 2 is described as a structure having a substantially semi-cylindrical shape. It may be. The point is that the bearing wall 2a that supports the horizontal force of the large roof 1 may be formed in the lateral direction along an arc or a curve approximate to an arc. In the above embodiment, 2
I explained in the example of supporting the large roof with the pillar members of the book,
You may comprise so that three or more pillar members may support a large roof.

When the column member is to have a predetermined shear rigidity, the seismic isolation device between the column member and the large roof may be omitted.

[0031]

As described above, in the large roof structure of the present invention, since the wall partitioning the space has only a load bearing portion formed along an arc or a curve similar to the arc, it is large in the lateral direction. There is an effect that a large roof can be constructed so as to cover a large space in an open state.

At this time, if the invention described in claim 2 is adopted, since the seismic isolation device is interposed between the large roof and the pillar member, the mutual horizontal force between the large roof and the pillar member. Can be significantly reduced. As a result, the large roof has an advantage with respect to the horizontal load, which has the effect of reducing the weight of the large roof. In addition, the column member is also advantageous in terms of shearing force and bending moment because the horizontal force from the large roof can be significantly reduced as described above.

[Brief description of drawings]

FIG. 1 is a top view showing a large roof structure according to an embodiment of the present invention.

FIG. 2 is a schematic side view showing a large roof structure according to an embodiment of the present invention.

FIG. 3 is a view taken along the line AA in FIG. 1, showing an end girder that connects end portions of the load bearing wall 2a.

FIG. 4 is a BB view in FIG. 1, showing a relationship between the keel girder and the column member.

FIG. 5 is a side view showing a seismic isolation device according to an embodiment of the present invention.

FIG. 6 is a CC view in FIG. 5, showing the arrangement of friction members and the like.

FIG. 7 is a DD view in FIG. 5, showing the arrangement of horizontal springs.

[Explanation of symbols]

 1 Large Roof 2 Lower Structure 2a Bearing Wall 3 Column Member 8 Seismic Isolation Device 9 Column Side Bearing 10 Sliding Plate 11 Friction Member 13 Laminated Rubber 14 Lower Ball Seat Member 15 Upper Ball Seat Member 16 Roof Side Bearing 17 Horizontal Spring 19 Stopper

Claims (2)

[Claims] 1. A lower structure having a bearing wall provided along a lateral arc or a curve similar to the circular arc, and a lower structure supported by the lower structure and extending laterally from the lower structure. A large roof structure comprising a large roof and a pillar member that supports at least the tip end side in the extending direction of the large roof. 2. The large roof structure according to claim 1, wherein a seismic isolation device is provided between the pillar member and the large roof.