JP7211915B2 - Seismic reinforcement structure - Google Patents

Description

The present invention relates to a seismic reinforcing structure.

Patent Literature 1 discloses a steel frame building in which H-shaped steel is used for columns and beams. In this steel frame building, X-shaped braces are provided between some columns.

JP 2014-125859 A

In order to improve the seismic resistance of a steel frame building as described in Patent Document 1, it is conceivable to increase the number of braces. However, braces are installed between pillars to block the traffic of people and goods. If it is used, there is a risk that the usability of the production line and the degree of freedom in layout during reorganization will be significantly restricted.

SUMMARY OF THE INVENTION An object of the present invention is to improve the earthquake resistance of a steel-framed building without interfering with the traffic of people and goods.

The present invention provides a seismic reinforcement structure for a steel-framed building having existing columns and beams made of steel, comprising a pair of steel column members and a pair of steel column members having both ends formed of steel. The seismic reinforcement frame is formed in a gate shape and has beam members rigidly joined to the existing beams. A pair of column members are joined to the opposing surfaces of the pair of existing columns, respectively, to be integrated with the steel frame building.

ADVANTAGE OF THE INVENTION According to this invention, the seismic resistance of a steel-frame building can be improved, without interrupting the traffic of a person or goods.

BRIEF DESCRIPTION OF THE DRAWINGS It is a top view for demonstrating the existing building in which the earthquake-resistant reinforcement structure which concerns on embodiment of this invention is constructed. 1 is an elevation view showing an existing building in which a seismically reinforced structure according to an embodiment of the present invention has been constructed; FIG. FIG. 3 is a plan cross-sectional view showing a cross section taken along line CC of FIG. 2; It is an elevation view which shows the modification of the earthquake-resistant reinforcement structure which concerns on embodiment of this invention.

A seismic reinforcing structure according to an embodiment of the present invention will be described below with reference to the drawings.

First, with reference to FIG. 1, an existing building 1 (steel-framed building) in which a seismic reinforcing structure according to the present embodiment will be constructed will be described. FIG. 1 is a plan view of a general existing building 1 to which an earthquake-resistant reinforcement structure according to the present embodiment is constructed, and is a schematic diagram showing a state in which the existing building 1 is horizontally cut and viewed from directly above. is.

As shown in FIG. 1, an existing building 1 to which a seismic reinforcement structure according to the present embodiment is to be constructed includes a plurality of existing pillars 2 erected on the ground GL and bridges between each pair of existing pillars 2. It is a steel frame building with existing beams and The existing columns 2 and the existing beams are each made of H-shaped steel. The existing beams spanned in the girder direction are pin-jointed to the existing columns 2, and the existing beams spanned in the inter-beam direction are rigidly joined to the existing columns 2. It is Such a steel-framed existing building 1 is mainly used as a factory, a warehouse, a gymnasium, or a multilevel parking lot, but the uses are not limited to these. Note that the existing beams are not shown in FIG.

In the steel-framed existing building 1 in which the existing columns 2 are made of H-section steel, generally, the weak axis direction of the H-section steel, that is, the direction perpendicular to the web portion of the H-section steel is the girder direction. The existing pillar 2 is erected so as to be. For this reason, in the existing building 1, since the horizontal resistance force in the girder direction is reduced, braces 5, which are diagonal members for reinforcement, are appropriately arranged between the existing columns 2 in the girder direction.

However, there is a possibility that the required earthquake resistance cannot be sufficiently satisfied with only the braces 5 arranged at the time of construction, so further reinforcement is necessary.

In order to improve the earthquake resistance of the existing steel-frame building 1, for example, as shown by the dotted line in FIG. It is conceivable to provide the brace 5 along the girder direction of the first existing column 2A and the beam span direction between the first existing column 2A and the third existing column 2C.

However, since the braces 5 are provided between the existing pillars 2 so as to prevent the traffic of people and goods, the braces 5 are installed between the first existing pillar 2A and the second existing pillar 2B and between the first existing pillar 2A and the third existing pillar 2A. If the brace 5 is easily provided between the building 2 and the existing building 1, the usability of the existing building 1 will be deteriorated because the traffic of people and goods, which has been possible without restrictions so far, will be hindered.

For this reason, for example, when the existing building 1 is used as a manufacturing factory, the ease of use of the manufacturing line and the degree of freedom in layout at the time of reorganization are significantly restricted, and when the existing building 1 is used as a warehouse. , there is a risk that the efficiency of carrying in and out of goods may be significantly reduced.

For this reason, in the earthquake-resistant reinforcement structure according to the present embodiment, by assembling the earthquake-resistant reinforcement frame 100 that does not hinder the traffic of people and goods to the existing building 1, the earthquake resistance of the existing building 1, that is, the existing building It improves the horizontal resistance of 1.

Next, with reference to FIGS. 2 and 3, the seismic reinforcing structure according to this embodiment will be described. FIG. 2 is an elevation view of the existing building 1 in which the seismic reinforcement structure according to this embodiment is constructed between the first existing pillar 2A and the second existing pillar 2B. It is the figure seen from the arrow A direction. FIG. 3 is a plan cross-sectional view showing a cross section along line CC of FIG.

First, the earthquake-resistant reinforcement frame 100 used in the earthquake-resistant reinforcement structure according to this embodiment will be described.

The earthquake-resistant reinforcing frame 100 is a gate-shaped frame having a pair of column members 10 and beam members 20 rigidly joined to the pair of column members 10 at both ends.

The column member 10, as shown in FIGS. 2 and 3, is formed of an H-shaped steel material having a pair of first flange portions 10a and a first web portion 10b sandwiched between the pair of first flange portions 10a. It is a columnar member. The pair of column members 10 are joined via beam members 20 in a state in which the respective first web portions 10b are present within the same structural plane. That is, the first web portions 10b of the pair of column members 10 are arranged on the same plane.

The beam member 20 has a joint beam 21 rigidly joined to the column member 10 and an intermediate beam 22 connecting the joint beams 21 rigidly joined to the column member 10 . The joint beam 21 and the intermediate beam 22 are made of H-shaped steel, respectively. connected in a straight line.

As shown in FIG. 3, the joint beam 21 has a web portion 21b of the joint beam 21 arranged in the same plane as the first web portion 10b of the column member 10. It is rigidly joined to the column member 10 by butt welding in a state of being abutted against 10a.

Further, in order to prevent deformation of the first flange portion 10a of the column member 10 when a force acts on the joint beam 21, the column member 10 is provided with a diaphragm 12 made of a relatively thick steel plate. Multiple are provided. The diaphragms 12 are arranged between the first flange portions 10a so as to be positioned in the same structural plane as the flange portion 21a of the joining beam 21, and are welded to the column member 10. As shown in FIG.

In this way, the earthquake-resistant reinforcement frame 100 is formed in a portal shape by a pair of column members 10 and beam members 20 rigidly joined to the column members 10, thereby forming a so-called Rahmen structure. In particular, the pair of column members 10 are arranged via the beam member 20 such that the respective first web portions 10b are present in the same structural plane, that is, so that the strong axis directions of the pair of column members 10 are aligned. Therefore, even when a load is applied in a direction parallel to the beam members 20, it is possible to generate a sufficient resistance against the earthquake-resistant reinforcement frame 100. FIG.

Furthermore, the beam member 20 is rigidly joined to the column member 10 so that its web portion exists in the same structural plane as the first web portion 10b of the pair of column members 10. Therefore, even when a load acts in a direction parallel to the beam member 20, it is possible to generate sufficient resistance at the joint between the column member 10 and the beam member 20. FIG.

Welding work such as welding of the column member 10 and the joint beam 21 and welding of the diaphragm 12 is performed in advance at a factory or the like where these members are processed, and the earthquake-resistant reinforcing frame 100 is formed by joining the column member 10 and the joint beam 21 together. It is carried into the existing building 1 in a state of being divided into the rigidly joined L-shaped member and the intermediate beam 22 .

Next, the assembly of the anti-seismic reinforcement frame 100 having the above configuration to the existing building 1 will be described. In particular, the case of assembling the earthquake-resistant reinforcement frame 100 between the first existing column 2A and the second existing column 2B, which are arranged in the girder direction of the existing building 1, which is highly required to be reinforced, will be described.

As shown in FIG. 3, the first existing column 2A of the existing building 1 has a pair of second flange portions 3a and a second web portion 3b sandwiched between the pair of second flange portions 3a, The second flange portion 3a extends parallel to the girder direction, and the second web portion 3b extends parallel to the inter-beam direction. The second existing pillar 2B also has the same shape as the first existing pillar 2A.

The earthquake-resistant reinforcing frame 100 is configured such that the first flange portions 10a of the column members 10 are provided with a plurality of high-strength (not shown) against the second web portions 3b of the first existing column 2A and the second existing column 2B erected in this way. They are integrated with the existing building 1 by being bolted together via bolts.

Welding may be performed in addition to/instead of bolting. However, when the existing column 2 is made of H-shaped steel, the welding work in the existing building 1 is performed between the pair of second flanges 3a. It is preferable to use a bolt connection because it is impossible to weld inside a narrow groove and there is concern about the influence of spatter and sparks even under conditions where welding work is possible.

Specifically, first, a plurality of insertion holes (not shown) through which high-strength bolts are inserted are processed in the second web portions 3b of the first existing column 2A and the second existing column 2B, and the rigidly joined column member 10 and the joint beam are formed. 21 are assembled to the first existing column 2A and the second existing column 2B via a plurality of high-strength bolts. Then, the joining beams 21 projecting from the first existing column 2A and the second existing column 2B so as to face each other along the girder direction are joined by a plurality of high-strength bolts via the intermediate beams 22 and the joint plates 24. The seismic reinforcing frame 100 is assembled to the existing building 1 as shown in FIG.

The beam member 20 is positioned relatively high above the ground GL in the state where the seismic reinforcing frame 100 is assembled to the existing building 1, and is pin-joined to the first existing column 2A and the second existing column 2B. It is provided at a position close to the existing beam 4 . In the example shown in FIG. 2, the beam member 20 is provided with a predetermined gap from the existing beam 4, but may be provided so as to contact the existing beam 4. FIG. However, the beam member 20 is not joined to the existing beam 4 at any part. That is, the beam member 20 does not, for example, function as a reinforcing member that reinforces the strength of the existing beam 4 by being joined to the existing beam 4, but merely constitutes a Rahmen structure together with the column member 10. . In the present invention, "not joined" means not joined as a structure for transmitting shear force.

In this way, the earthquake-resistant reinforcement frame 100 joins the first flange portions 10a of the pair of column members 10 to the second web portions 3b, which are the facing surfaces of the pair of existing columns 2A and 2B arranged to face each other. It is easily integrated with the existing building 1 only by

Here, the seismic reinforcing frame 100 having the above configuration is installed outside the second flange portions 3a of the pair of existing columns 2A and 2B, not between the opposing second web portions 3b of the pair of existing columns 2A and 2B as described above. Assuming that the seismic reinforcing frame 100 is installed in the direction between the beams so as to be aligned with the pair of existing columns 2A and 2B in the inter-beam direction, the seismic reinforcing frame 100 can be rigidly joined to the existing columns 2A and 2B. Therefore, it is necessary to newly construct a foundation or the like on the ground GL for supporting the seismic reinforcing frame 100 upright.

However, in this embodiment, as described above, the seismic reinforcement frame 100 and the existing columns 2A, 2B are located within the width of the pair of existing columns 2A, 2B in the inter-beam direction, that is, between the pair of second flange portions 3a. The seismic reinforcement frame 100 is housed and arranged, and the planes of the second web portions 3b of the existing columns 2A and 2B and the planes of the first flange portions 10a of the column members 10 are butted and joined together. In other words, the earthquake-resistant reinforcing frame 100 is reliably rigidly joined to the existing columns 2A and 2B while in surface contact with the existing columns 2A and 2B. Accordingly, it is not necessary to newly install a foundation or the like on the ground GL for erecting and supporting the seismic reinforcement frame 100 .

Therefore, it is possible to shorten the construction period for attaching the earthquake-resistant reinforcing frame 100 to the existing building 1, and to suppress an increase in construction costs. As a result, the existing building 1 can be seismically reinforced quickly and inexpensively without stopping the operation of the factory or warehouse that uses the existing building 1 for a long period of time.

Further, as described above, the earthquake-resistant reinforcement frame 100 is a rigid-frame structure formed in a gate shape. Therefore, by assembling the anti-seismic reinforcement frame 100 in the girder direction of the steel-framed existing building 1, which generally has a brace structure, a Rahmen structure is added to the brace structure. As a result, the earthquake resistance in the girder direction of the existing building 1, that is, the horizontal resistance can be improved.

In addition, the earthquake-resistant reinforcing frame 100 is formed in a gate shape, and when the earthquake-resistant reinforcing frame 100 is assembled to the existing building 1, the beam member 20 is provided at a position relatively high from the ground GL and close to the existing beams 4. be done. For this reason, compared with the case where, for example, an X-shaped brace is provided between the pair of existing pillars 2A and 2B, it is necessary to secure sufficient space between the pair of existing pillars 2A and 2B so that people and goods can come and go. becomes possible.

In the earthquake-resistant reinforcement frame 100, the first flange portion 10a of the column member 10 is joined to the second web portion 3b of the first existing column 2A and the second existing column 2B made of H-shaped steel. It is assembled to the existing building 1 by. In other words, the column member 10 of the seismic reinforcing frame 100 is partially fitted between the second flange portions 3a of the first existing column 2A and between the second flange portions 3a of the second existing column 2B. .

In this way, by utilizing the space formed between the second flange portions 3a of the pair of existing columns 2A and 2B as a space for assembling the earthquake-resistant reinforcing frame 100, the earthquake-resistant reinforcing frame 100 can be connected to the pair of existing columns 2A. , 2B, and even when the seismic reinforcement frame 100 is assembled, it is possible to suppress the narrowing of the space in the girder direction formed between the pair of existing columns 2A and 2B. It is possible.

By assembling the earthquake-resistant reinforcement frame 100 configured as described above to the existing steel-framed building 1 in this way, it is possible to improve the earthquake resistance of the existing building 1 without hindering the traffic of people and goods. When the existing building 1 is used as a manufacturing factory, it suppresses restrictions on the usability of the manufacturing line and the freedom of layout during reorganization, and when the existing building 1 is used as a warehouse, goods It is possible to suppress the decrease in the efficiency of loading and unloading.

In addition, the position where the seismic reinforcing frame 100 is assembled is not limited to between the first existing pillar 2A and the second existing pillar 2B shown in FIG.

According to the above embodiment, the following effects are obtained.

According to the earthquake-resistant reinforcement structure according to the present embodiment, a pair of earthquake-resistant reinforcement frames 100 formed in a gate shape by a pair of column members 10 and beam members 20 are arranged on the opposite surfaces of a pair of existing columns 2 arranged to face each other. are assembled to the existing building 1 by joining the pillar members 10 of each. Since the seismic reinforcement frame 100 used in the seismic reinforcement structure according to the present embodiment is a rigid-frame structure frame formed in a gate shape, even if it is provided between the pair of existing columns 2 of the existing building 1, the pair of It is possible to improve the earthquake resistance of the existing building 1 without hindering the traffic of people and goods between the existing pillars 2.

Further, the following modifications are also within the scope of the present invention, and the configurations shown in the modifications and the configurations described in the above embodiments may be combined, or the configurations described in different modifications below may be combined. is also possible.

In the above embodiment, the seismic reinforcement frame 100 is provided between a pair of existing columns 2 provided along the girder direction. Alternatively, as shown in FIG. 4, the seismic reinforcement frame 100 may be provided between a pair of existing columns 2 provided along the inter-beam direction. FIG. 4 is an elevation view of the existing building 1 in which the seismic reinforcement structure according to the present embodiment is constructed between the first existing pillar 2A and the third existing pillar 2C indicated by dotted lines in FIG. It is the figure which looked at the building 1 from the arrow B direction of FIG.

In this case, the earthquake-resistant reinforcing frame 100 is configured such that the first flange portion 10a of the column member 10 is attached to the second flange portion 3a of the first existing column 2A and the third existing column 2C via a plurality of high-strength bolts (not shown). They are integrated with the existing building 1 by being bolted to each other. Also in this case, the beam member 20 is positioned relatively high above the ground GL in the state where the seismic reinforcing frame 100 is assembled to the existing building 1, and is rigidly attached to the first existing column 2A and the third existing column 2C. It is provided at a position close to the existing beams 4 that are joined.

In this way, by assembling the earthquake-resistant reinforcing frame 100 along the inter-beam direction of the steel-framed existing building 1, which generally has a Rahmen structure in which the existing columns 2 and the existing beams 4 are rigidly joined, the Rahmen structure is further improved. will be added. As a result, it is possible to further improve the earthquake resistance of the existing building 1 in the inter-beam direction, that is, the horizontal resistance. In addition, the position where the seismic reinforcement frame 100 is assembled is not limited to between the first existing pillar 2A and the third existing pillar 2C shown in FIG.

In addition, as shown in FIG. 2, the column member 10 has a length that contacts the ground GL. Alternatively, as shown in FIG. 4, if there is an existing facility 6 or the like near the first existing pillar 2A or the third existing pillar 2C, the length of the column member 10 should be adjusted so as to avoid the existing facility 6. may be set to Also, as shown in FIG. 4, the lengths of the pair of column members 10 may be set to different lengths. This is also the case when the seismic reinforcement frame 100 is assembled along the girder direction of the existing building 1 as shown in FIG.

Moreover, the beam member 20 is rigidly joined to the upper end portion of the column member 10, as shown in FIG. Alternatively, as shown in FIG. 4, if the column member 10 and the beam member 20 form a gate-shaped Rahmen structure, the beam member 20 is positioned lower than the upper end of the column member 10. It may be joined. In other words, the column member 10 may have a portion extending upward from the portion to which the beam member 20 is rigidly joined. In order to expand the vertical space formed between the pair of existing columns 2 as much as possible, it is preferable to rigidly connect the beam member 20 to the upper end of the column member 10 and position the beam member 20 as high as possible. . This is also the case when the seismic reinforcement frame 100 is assembled along the girder direction of the existing building 1 as shown in FIG.

The beam member 20 also has an intermediate beam 22 that connects the joint beams 21 that are rigidly joined to the column member 10 . Alternatively, as shown in FIG. 4, the joining beams 21 may be connected via joint plates 24 and high-strength bolts (not shown) without providing the intermediate beams 22 .

Further, in the above embodiment, the existing columns 2 of the existing building 1 are made of H-shaped steel. Alternatively, the existing column 2 may be formed of, for example, a steel pipe having a rectangular cross section or an I-shaped steel material. Similarly, the beam member 20 of the seismic reinforcement frame 100 may be formed of a steel pipe having a rectangular cross section or an I-shaped steel material instead of the H-shaped steel material. This is also the case when the seismic reinforcement frame 100 is assembled along the girder direction of the existing building 1 as shown in FIG.

Although the embodiments of the present invention have been described above, the above embodiments merely show a part of application examples of the present invention, and the technical scope of the present invention is not limited to the specific configurations of the above embodiments. Absent.

100: Seismic reinforcement frame 1: Existing building (steel frame building)
2 ... existing pillar 2A ... 1st existing pillar (existing pillar)
2B: Second existing pillar (existing pillar)
2C: 3rd existing pillar (existing pillar)
3a... Second flange part 3b... Second web part 4... Existing beam 10... Column member 10a... First flange part 10b... First web part 20... Beam member

Claims (3)

An earthquake-resistant reinforcement structure for a steel-framed building having existing columns and existing beams made of steel,
A gate-shaped anti-seismic reinforcement frame having a pair of steel column members and a beam member formed of steel and having both ends rigidly joined to the pair of column members,
The earthquake-resistant reinforcement frame is configured such that the beam members are not joined to the existing beams, and the pair of column members are joined to the facing surfaces of the pair of existing columns arranged to face each other. integrated with the steel-framed building,
Seismic reinforcement structure. The pair of column members are each formed of a steel material having a pair of first flange portions and a first web portion sandwiched between the pair of first flange portions,
The pair of column members are rigidly joined to the beam members so that the respective first web portions exist within the same structural plane,
The seismic reinforcement structure according to claim 1. The first web portion of the column member is attached to the second web portion of the existing column formed of a steel material having a pair of second flange portions and a second web portion sandwiched between the pair of second flange portions. The seismic reinforcement frame is integrated with the steel frame building by joining the flanges,
The seismic reinforcement structure according to claim 2.

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