JP2016108736A - X-shaped brace in base-isolating method - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide an X-shaped brace, capable of eliminating risk of building collapse, and capable of reducing cost, by restraining swinging in the horizontal direction even if an earthquake occurs in base-isolation work.SOLUTION: An X-shaped brace comprises a central brace joint having a plurality of connection parts and a brace steel material connected to its connection parts, and is constituted by respectively connecting the brace steel material to the plurality of connection parts of the central brace joint. Particularly, the central brace joint is realized by a disc brace joint 10, and is constituted of two sheets or more of disc parts 11 by a steel plate arranged at an equal interval and a brace connection part 12 welded in a plurality of places to the disc part 11, and the respective brace connection parts 12 are constituted of disc abutting materials 12A, 12B and 12C respectively welded to the respective disc parts 11 and a common brace abutting material 12K respectively welded to anti-disc part side of the disc abutting material 12A.SELECTED DRAWING: Figure 1

Description

  The present invention relates to a seismic isolation method for isolating a building by inserting a seismic isolation device in the middle of an existing column, especially when an earthquake occurs during seismic isolation work. On the other hand, the present invention relates to an X-shaped brace that has strong earthquake resistance and is inexpensive.

<Seismic isolation method>
As a seismic isolation method for isolating existing buildings, for example, a seismic isolation method as described in Patent Literature 1 and Patent Literature 2 is known. This seismic isolation method is to cut an existing column in a state where the stress of the existing column is unloaded using a temporary support column and a jack, as will be described with reference to FIGS.
Hereinafter, the seismic isolation method which is the premise of the present invention will be described with reference to FIGS.

<Seismic isolation method in FIGS. 7 to 9>
7 is an explanatory view showing steps 1 to 4 of the seismic isolation method, FIG. 8 is an explanatory view showing steps 5 to 8 following step (4) in FIG. 7, and FIG. 9 is step 9 following step 8 in FIG. It is explanatory drawing which shows ~ 12.
This seismic isolation method starts from Step 1 (FIG. 7 (1)), Step 2 (FIG. 7 (2)), Step 3 (FIG. 7 (3)), Step 4 (FIG. 7 (4)), Step 5 (FIG. 8 (5)) in this order, and finally the method is completed in step 12 (FIG. 9 (12)).
Hereinafter, description will be given in this order.

<Step 1>
First, in FIG. 7A, 110 is an existing column, 120 is a lower beam, and 130 is an upper beam of, for example, B1FL (basement floor). The soil and walls around the existing pillar 110 have already been removed.

<Step 2>
In FIG. 7 (2), the upper part of the existing pillar 110 is reinforced by the reinforcing member 111, the lower part of the existing pillar 110 is reinforced by the reinforcing member 112, and the lower beam 120 is reinforced by the reinforcing member 121 as necessary. The upper beam 130 is reinforced by the reinforcing member 131.

<Step 3>
7 (3), a plurality of temporary receiving jacks J1 are installed on the reinforcing member 121 of the lower beam 120 (only two temporary receiving jacks J1 are depicted on the left and right sides of the existing pillar 110 in FIG. 7). Although it is not shown, it is actually in front of and behind the existing pillar 110 in the figure.

<Step 4>
In FIG. 7 (4), the temporary support column S1 is inserted between the upper reinforcing member 111 and each jack J1. In this state, since the temporary support column S1 is simply inserted, the existing column 110 still bears the load of the building.

<Step 5>
In FIG. 8 (5), each jack J1 is extended in the upward direction of the black arrow and preloaded (stress introduction).
In this state, the building load is transferred to the temporary support column S1 and the jack J1, and the existing column 110 is unloaded.

<Step 6>
In FIG. 8 (6), the upper and lower portions 110N between the reinforcing members 111 and the reinforcing members 112 of the existing pillars 110 that have been unloaded (that is, shaded portions in the figure) are cut.

<Step 7>
In FIG. 8 (7), the shaded portion 110 </ b> N of the cut existing pillar 110 is removed, and a space 110 </ b> K is created in the middle of the existing pillar 110.

<Step 8>
In FIG. 8 (8), the lower plate 150P1 is installed on the reinforcing member 112 in the space 110K of the existing pillar 110, and the lower part of the lower plate 150P1 is grouted (grout portion 160).

<Step 9>
In FIG. 9 (9), the seismic isolation device 150 integrated with the upper plate 150P2 is placed on the lower plate 150P1, and the upper side of the upper plate 150P2 is grouted (grouting part 170).

<Step 10>
In FIG. 9 (10), each jack J1 is contracted downward in the black arrow.
In this state, the building load moves to the seismic isolation device 150, the lower plate 150P1, and the upper plate 150P2, and the temporary support column S1 and the jack J1 are unloaded.

<Step 11>
9 (10) is removed in FIG. 9 (11).

<Step 12>
Finally, when the temporary jack J1 shown in FIG. 9 (12) is removed, the seismic isolation work is completed.

FIG. 10 is a diagram for explaining how a building that has not undergone such a seismic isolation work and a building that has undergone a seismic isolation work each shake when an earthquake occurs. FIG. 10A is a front view of a building that has not undergone seismic isolation, FIG. 10B is a front view of the building that has undergone seismic isolation, and the dotted line indicates the width of the shaking of the building when the earthquake occurs. In FIG. 10A, the pillar 110 of the building shakes greatly as it goes to the upper floor centering on the first floor, and the uppermost floor vibrates greatly in the left-right direction as shown by the arrow, and becomes the maximum swing width.
On the other hand, the pillar 110 with the seismic isolation device 150 installed at the bottom is as shown in FIG. 10B when an earthquake occurs, and the entire building extends in the horizontal direction indicated by arrows in the figure with the seismic isolation device 150 as a boundary. It only sways slightly in parallel.
In this way, a building that has been seismically isolated remains in a slight parallel motion even if an earthquake occurs, thus eliminating the possibility of collapse.

<Problems of seismic isolation method>
By the way, the problem with the seismic isolation method described above is that if an earthquake occurs between Step 7 (with existing pillars cut) and Step 11 (with building weight added to the seismic isolation device), the building is simply temporary. Since it is only on the receiving jack J1 and the temporary support column S1, it can withstand vertical (vertical) vibration, but cannot withstand horizontal (horizontal) vibration. There was a risk of collapse.

<Earthquake countermeasures with steel brace 190>
Therefore, conventionally, a steel brace (restraining material) as described below has been installed between the upper and lower beams so as to resist horizontal vibration.
FIG. 11 is a perspective view for explaining a construction method capable of resisting horizontal vibration caused by an earthquake that occurs during the seismic isolation work.
In FIG. 11, 110 is an existing pillar, a part where the seismic isolation device 150 is installed after being cut, 112 is a reinforcing member that reinforces the existing pillar, and 190 is a steel brace made of H steel.
12 is a view showing a state in which the existing pillar 110 of FIG. 11 is cut, FIG. 11 (B) is a front view of the reinforcing members 112 and 112 with the bracing as shown in FIG. 11, and FIG. 12 (A) is FIG. 12B is a left side view, and FIG. 12C is a right side view of FIG.
In FIG. 11 and FIG. 12, by forming the brace 9 so that two steel braces 190 intersect each other as shown in the figure between the adjacent reinforcing members 112, 112, against horizontal vibrations. I can resist. The ends of the steel braces 190 and 190 are fixed to the reinforcing member 112 via the end adjustment mortar M.
In this state, even if an earthquake occurs during the seismic isolation work, the horizontal shaking is supported by the braces 9 by the two steel braces 190, so there is no risk of building collapse.
Although the vertical shaking of the building is not shown here, it is supported by the jack J1 and the temporary support S1 (see FIG. 8 (8)).

<Problem of bracing 9 with steel brace 190>
The present applicant has noticed that there are the following problems with respect to earthquake countermeasures using the steel brace 190. 12 (A) and 12 (C), since the steel brace 190 is arranged in parallel as seen in a side view as two braces, the reinforcing member facing the two steel brace 190 is provided. The width T3 of the side surface 112 is the sum of the widths T1 and T2 of the two steel braces 190, and the reinforcing member 112 having a large width T3 (T1 + T2) is required.
Therefore, in the case of the reinforcing member 112 having a width smaller than T3, there is a problem that the bracing 9 by the steel brace 190 cannot be used.

<Method of solving the above problems>
Therefore, the present applicant has first developed a solution method that can use the existing steel brace 90 even in the case of the reinforcing member 112 having a small width.
FIG. 13 is a perspective view for explaining the solution method.
In FIG. 13, 112 is a reinforcing member that reinforces the existing pillar 110, 90 is a steel brace, which is the same steel as the steel brace 190 of FIG. It consists of four braces 91, 92, 93 and 94. Reference numeral 30 denotes a connecting iron plate, which is four similar connecting iron plates 31, 32, 33, 34.
The two steel braces 91 and 92 are arranged in a straight line, and the opposing ends are separated by a predetermined width (note: a distance through which another steel brace 93 and 94 can pass), The two connecting iron plates 31 and 32 are bridged to the sides of the two steel braces 91 and 92, respectively, and the connecting iron plate and the steel brace are respectively bolted. As a result, one straight long steel brace corresponding to the length of the steel brace 190 of FIG. 11 is formed.
Similarly, two other steel braces 93 and 94 are arranged on one straight line, and the opposite ends are slightly separated from each other (in this case, they may be in contact with each other). The two connecting iron plates 33 and 34 are bridged to the side surfaces of the two steel braces 93 and 94, respectively, and the connecting iron plate and the steel brace are respectively bolted. As a result, one straight long steel brace corresponding to the length of the steel brace 190 of FIG. 11 is formed.
One straight and long steel brace formed by the two steel braces 93 and 94 is passed through a gap formed at the opposite portion by the two steel braces 91 and 92. Thus, as shown in FIG. 13 as a whole, a brace 3 of steel brace penetration type is formed.
Then, what is necessary is just to fix the edge part of the steel braces 91, 92, 93, 94 to the reinforcement member 112 via the edge part adjustment mortar M.
Since the two steel braces 91, 92, 93, and 94 connected in an X shape support the horizontal shaking at the time of the earthquake, there is no risk of building collapse.
In this case, since the lateral width T3 of the reinforcing member 112 may be the same as the lateral width T1 of the steel braces 91, 92, 93, 94, the seismic isolation method can be applied to the reinforcing member 112 having a narrow lateral width.

<Problems of the above method using connecting iron plates>
However, the problem with the brace 3 between the steel braces using the connecting iron plates 31, 32, 33, 34 is that the ends of the two steel braces 91, 92, 93, 94 Tightening them together with a large number of bolts via connecting iron plates 31, 32, 33, 34 to form two straight, long steel braces and forming an X-shaped brace 3 between them There is a problem that a lot of time and a lot of manpower are required and the cost is high.

Japanese Patent Laid-Open No. 10-227137 JP 2011-17187 A

  The present invention has been made to solve such problems, and provides an inexpensive X-shaped bracing that can resist horizontal vibration when an earthquake occurs during base-isolation work. It is an object.

In order to solve the above problems, the X-shaped braces (1) to (4) according to the present invention are characterized by the following.
(1) a central brace joint having a plurality of connecting portions around it,
A blazed steel material connected to the connecting portion of the central brace joint;
With
It is formed by connecting the blazed steel material to the plurality of connecting portions of the central brace joint.
(2) In the X-shaped bracing (1) by the disc brace joint,
The central brace joint is a disc brace joint;
The disc brace joint is composed of two or more disc portions made of steel plates arranged at equal intervals, and a blaze connection portion welded to the disc portion at a plurality of locations.
Each of the blaze connection portions includes a disc contact material that is welded to each of the two or more disc portions, and a common blaze contact that is welded to the anti-disc portion side of the disc contact material. It is composed of materials.
(3) In the X-shaped bracing (1) by the disc brace joint,
The central brace joint is a rectangular brace joint;
The rectangular brace joint is composed of one rectangular brace base and blazed connection parts welded to the rectangular brace base at two locations,
The rectangular brace base is composed of two rectangular bases arranged in parallel to each other, and two blaze abutting materials made of rectangular steel plates that connect both short sides of the rectangular bases,
The blaze connection portion includes two connection portion bases arranged in parallel to each other and having slightly the same width and slightly different lengths, and a blaze abutting material that is connected at an end portion in the length direction of the connection portion base. To be configured.
(4) In the X-shaped bracing (3) by the rectangular brace joint,
The rectangular brace base includes a central wall portion that extends from the center in the width direction of each of the two rectangular base portions to an end portion in the length direction and connects the rectangular base portions to each other at the center,
The blaze connection portion includes a central wall portion that extends from the center in the width direction to the end portion in the length direction of each of the two connection portion bases and connects the two connection portion bases to each other in the center. about.

  According to the present invention, when an earthquake occurs during seismic isolation work, the X-shaped bracing by the brace joint resists vibration in the horizontal direction, so there is no risk of building collapse and the cost is low. Is obtained.

FIG. 1 is a perspective view of a construction method using an X-shaped bracing with a disc brace joint according to Embodiment 1 of the present invention that can resist horizontal vibration caused by an earthquake that occurs during the seismic isolation construction. FIG. 2 is a view showing the disc brace joint of FIG. 1, FIG. 2 (A) is a perspective view of the disc brace joint, FIG. 2 (B) is a plan view of the disc brace joint, and FIG. 2 (C) is a circle. FIG. 2D is a front view from the direction of arrow d in FIG. 2C, and FIG. 2E is a view from the direction of arrow e in FIG. 2C. FIG. 2 (F) is a plan view from the direction of arrow f in FIG. 2 (C). FIG. 3A is a front view showing a state in which X-shaped bracing by a disc brace joint is used, and FIG. 3B is a view taken along the line BB in FIG. FIG. 4 is a perspective view of a construction method using an X-shaped bracing with a rectangular brace joint of Embodiment 2 that can resist horizontal vibration caused by an earthquake that occurs during seismic isolation work. 5 is a view showing the rectangular brace joint of FIG. 4, FIG. 5 (A) is a perspective view of the rectangular brace joint, FIG. 5 (B) is a plan view of the rectangular brace joint, and FIG. 5 (C) is FIG. ), And FIG. 5D is an exploded plan view of the rectangular brace joint of FIG. 5B. FIG. 6A is a front view showing a state in which X-shaped bracing by a rectangular brace joint is used, and FIG. 6B is a view taken along the line BB in FIG. 6A. FIG. 7 is an explanatory view showing steps 1 to 4 out of all steps 1 to 12 of the seismic isolation method. FIG. 8 is an explanatory diagram showing steps 5 to 8 following step (4) in FIG. FIG. 9 is an explanatory diagram showing steps 9 to 12 following step 8 of FIG. Fig. 10 is a diagram for explaining how a building that has not undergone seismic isolation work and a building that has undergone seismic isolation work will shake when an earthquake occurs, and Fig. 10 (A) is seismically isolated. FIG. 10B is a front view of the building without seismic isolation. FIG. 11 is a perspective view for explaining a construction method capable of resisting horizontal vibration caused by an earthquake occurring during the seismic isolation work. 12 is a view showing a state where the existing pillars of FIG. 11 are cut out, FIG. 11 (B) is a front view of the bracing of FIG. 11, FIG. 12 (A) is a left side view of FIG. 12 (B), and FIG. FIG. 12C is a right side view of FIG. FIG. 13 is a perspective view of a construction method using a steel brace penetrating brace according to the prior invention that can resist horizontal vibration caused by an earthquake that occurs during seismic isolation work.

<Configuration of bracing 1 according to Embodiment 1 of the present invention>
FIG. 1 is a perspective view of an X-shaped bracing 1 using a disc brace joint according to a first embodiment of the present invention that can resist horizontal vibration caused by an earthquake that occurs during seismic isolation work. In FIG. 1, the brace 1 according to the first embodiment of the present invention is connected to one end of four brazed steel members 90 at intervals around the disc brace joint 10 around the disc brace joint 10. The other end of the blazed steel material 90 is fixed to the side surface of the reinforcing member 112 facing the blazed steel material 90 side via the end portion adjusting mortar M.
Thus, since the X-shaped bracing 1 by the disc brace joint is used between the reinforcing members 112 and 112, even if an earthquake occurs, the horizontal swing is caused by the X-shaped bracing 1 by the disc brace joint. Because it resists, there is no risk of building collapse

<Configuration of disc brace joint 10>
FIG. 2 is a view for explaining the disc brace joint 10 of FIG.
FIG. 2A is a perspective view of a disc brace joint. Here, in FIG. 2A, in order to make the three-layer structure of the disc part 11 easy to understand, the blaze connection part 12 on the front side and the back side of the disc part 11 is not shown. FIG. 2B is a plan view of the disc brace joint.
2A and 2B, a disc brace joint 10 according to Embodiment 1 of the present invention includes three disc portions 11 that are horizontally arranged at equal intervals in the vertical direction, and the disc. It is comprised from the blaze connection part 12 welded with respect to the part 11 at multiple places (FIG. 2 (B) 4 places).

<Configuration of disk portion 11>
In the disc portion 11, three discs made of steel plates are arranged at equal intervals at the upper, lower, and intermediate positions, respectively. The concave circular arc part of the blaze connection part 12 is brought into contact with a place where the convex circular arc part of the three disk parts 11 is located, and the circular plate part 11 and the blaze connection part 12 are welded by welding the contact part. Fix it. This is also performed at the other three locations of the three disc portions 11, so that the three disc-shaped arc portions and the four blaze connection portions 12 are integrally fixed by welding. FIG. 2 (B)) is completed.

<Configuration of blaze connection 12>
2C is a perspective view of the blaze connection portion 12 in FIG. 2A, FIG. 2D is a front view from the direction of the arrow d in FIG. 2C, and FIG. 2E is FIG. ) Is a plan view from the direction of arrow e, and FIG. 2F is a side view from the direction of arrow f in FIG.
The blaze connecting portion 12 is composed of three disc contact members 12A, 12B, 12C and one blaze contact member 12K.
The disc contact members 12A, 12B, and 12C have the same shape, and a concave arc portion along the convex arc portion of the disc portion 11 is formed on one side of the rectangle.
The three disc contact members 12A, 12B, and 12C are welded to one blaze contact member 12K on the opposite side of the disc contact members 12A, 12B, and 12C with respect to the concave arc portion. The blaze connection portion 12 has a shape like a bookcase with one partition in the middle.

<Connection between disc brace joint 10 and blazed steel 90>
In the blaze contact material 12K, bolt holes for bolt connection with the end portion 90K of the blaze steel material 90 (FIG. 2A) are formed in the top, bottom, left and right (FIG. 2D). Embodiment 1 of FIG. 1 by bringing the end portions 90K of the blaze steel material 90 into contact with the blaze contact members 12K of the four blaze connection portions 12 of the disc brace joint 10 of B) and bolting them together. The disc brace joint 10 and the four brazed steel members 90 form an X-shaped bracing 1 by a disc brace joint.

<Structure of blaze steel 90>
The blazed steel material 90 is a commercially available H steel. That is, the blazed steel material 90 includes flanges 90F and 90F made of two long steel plates parallel to the length direction, and the flanges 90F and 90F extend in the length direction from the center of the short piece to the center of the other short piece. It is comprised from the web 90W which consists of an elongate steel plate connected in the center.
Further, two ribs 90R (four on both sides) made of short steel plates that slightly extend from the inner center along the web 90W are provided inside the connecting portion 90K.
The connecting portions of the flange 90F, the web 90W, and the rib 90R are integrally formed by welding.

<Installation of X-shaped brace 1 by disc brace joint>
As shown in FIG. 1, an X-shaped bracing 1 formed by a disc brace joint is disposed between adjacent reinforcing members 112 and 112, and the end of each steel brace 90 is connected to the reinforcing member 112 via an end adjustment mortar M. The earthquake countermeasure according to the present invention is completed. In FIG. 1, the seismic isolation device installation part of the existing pillar 110 has not been cut or removed, but after that, a part of the existing pillar 110 is cut and removed (see [FIG. 3]), The seismic isolation device 150 (see [FIG. 9] (12)) is installed in the created space.

<Period during which X-shaped bracing 1 with disc brace joint is used>
As described in FIG. 7A, first, the soil and walls around the existing pillar 110 where the seismic isolation device is installed are removed, and as described in FIG. Is reinforced by the reinforcing member 111, and the lower part of the existing pillar 110 is reinforced by the reinforcing member 112. Then, the X-shaped bracing 1 by the disc brace joint is incorporated between the reinforcing members 112 and 112, and the jack J1 is placed on the reinforcing member 121 of the lower beam 120 as described in FIG. 4 units are mounted on the front, rear, left and right, and temporary struts S1 are inserted between the upper reinforcing members 111 and the jacks J1, and the jacks J1 are extended upward so that the load on the building can be loaded with the temporary struts S1 and the jacks. Move to J1 and cut a part of the existing pillar 110. The seismic isolation device 150 is installed in the space of the existing pillar 110 that has been cut, and each jack J1 is contracted downward to transfer the building load to the “upper plate, seismic isolation device, lower plate” side. Unload “S1 and jack J1” and remove the temporary support column S1 and jack J1. The X brace 1 with the disc brace joint is now finished and removed with the end adjustment mortar M.

<Effect of X bracing 1 with disc brace joint>
3A is a front view showing a state in which an X-shaped bracing 1 using a disc brace joint is used between adjacent reinforcing members 112 and 112, and the existing pillar 110 is cut and removed, and FIG. 3B is FIG. It is a side view of (A).
Since the X-shaped bracing 1 by the disc brace joint is used between the reinforcing members 112 and 112, even if an earthquake occurs in this state, the horizontal swing is caused by the X-shaped bracing 1 by the disc brace joint. Because it resists, there is no risk of building collapse (Effect A).
In addition, in this case, the operation of forming the X-shaped bracing 1 by the disc brace joint is performed by applying the blaze steel material 90 to each of the blaze contact members 12K of the four braze connection portions 12 of the disc brace joint 10 in FIG. By bringing the end portion 90K into contact with each other and bolting the bolts at four locations, the X-shaped bracing 1 by the disc brace joint can be obtained, so that the assembly work does not take time and the cost is greatly reduced. (Effect B).

<Configuration of bracing 2 according to Embodiment 2 of the present invention>
FIG. 4 is a perspective view of the X-shaped bracing 2 by the rectangular brace joint of the second embodiment according to the seismic isolation method of the present invention that can resist horizontal vibration caused by an earthquake occurring during the seismic isolation work.
In FIG. 4, the brace 2 according to the second embodiment of the present invention is configured such that the ends of one blazed steel material 90 are connected to four locations of the rectangular brace joint 20 around the rectangular brace joint 20. The other end of each of the reinforcing members 112 is fixed to the side surface of the reinforcing member 112 facing the blazed steel material 90 via the end adjustment mortar M.

<Configuration of rectangular brace joint 20>
FIG. 5A is a perspective view of a rectangular brace base 21 constituting the rectangular brace joint 20 of FIG. In addition, the blaze connection part 22 which comprises the rectangular brace joint 20 of FIG. 4 is welded to the front and back side of the rectangular brace base 21, but here the internal structure of the rectangular brace base 21 is easily understood. Therefore, the blaze connection part 22 welded to the front side and the back side of the rectangular brace base 21 is not shown.
FIG. 5B is a plan view of the rectangular brace joint 20. Here, two blaze connections 22 omitted in FIG. 5A are depicted.
5A and 5B, the rectangular brace joint 20 according to the second embodiment of the present invention includes one rectangular brace base 21 and two positions with respect to the rectangular brace base 21. It consists of two blaze connections 22 to be welded.

<Configuration of the rectangular brace base 21>
The rectangular brace base 21 is made of rectangular steel plates 21A and 21B made of rectangular steel plates respectively provided at the bottom and top in the figure, and rectangular steel plates that connect the short sides of these rectangular base portions 21A and 21B up and down, respectively. A blaze abutting member 21K, and a central wall 21W that extends from the center in the width direction to the end in the length direction of each of the two rectangular bases 21A and 21B and connects the rectangular bases 21A and 21B to each other at the center. A strip steel plate extending between the rectangular base portion 21A and the rectangular base portion 21B obliquely from one rectangular base portion 21A to the other rectangular base portion 21B with a width from the long side portion of the rectangular base portion 21A to the central wall portion 21W portion. The four inclined plates 21S and the four ribs 2 each formed of a steel plate short piece slightly extending from the inner center of each blaze contact member 21K along the central wall portion 21W. And R, consists of. All the contact portions of these steel plates are welded together.
The two blaze abutting members 21K are provided with bolt holes for connecting the ends 90K of the blaze steel material 90 (FIG. 5A) in the vertical and horizontal directions. Therefore, one end of the rectangular brace joint 20 and the two blazed steel members 90 is obtained by bringing the end portion 90K of the blazed steel member 90 into contact with the blazed contact member 21K of FIG. A long blazed steel material 90 (see FIG. 4) is formed.

<Configuration of Blaze Connection 22>
5C is a cross-sectional view taken along the line CC of FIG. 5B, and FIG. 5D is a plan view of the rectangular brace base 21 and the blaze connecting portion 22 that constitute the rectangular brace joint 20. FIG. 5 (C) and 5 (D), the blaze connection portion 22 is a connection portion base having a long length among two rectangular steel plates having the same width and slightly different lengths provided in parallel to each other. 22A, the connection base 22B having a short length, and the connection bases 22A and 22B are connected to each other at the center by extending from the center in the width direction to the end in the length direction of each of the connection bases 22A and 22B. A central wall portion 22W, a blazed contact member 22K made of a rectangular steel plate connected at the longitudinal ends of the connection bases 22A and 22B, and an inner center of the blazed contact member 22K along the central wall portion 22W. And a rib 22R made of a short steel plate that extends slightly. All the contact portions of these steel plates are welded together.
In the blaze contact material 22K, bolt holes for bolt connection with the end portion 90K of the blaze steel material 90 (FIG. 5A) are formed vertically and horizontally.

<Formation of X-shaped bracing 2 by rectangular brace joint>
The rectangular brace joint 20 (see FIG. 5B) is formed by connecting and welding the two blaze connection portions 22 to the center of both sides in the length direction of the rectangular brace base 21 described above.
Then, the end portions 90K of the blaze steel material 90 are brought into contact with the two blaze contact materials 21K and the two blaze contact materials 22K of the rectangular brace joint 20, respectively, and the blaze contact material 21K and the blaze contact material 22K. The bolt holes (FIG. 5 (A) and FIG. 5 (D)) and the bolt holes (FIG. 5 (A)) of the end portion 90K of the blazed steel material 90 are passed through the bolts and bolted together. As a result, the X-shaped bracing 2 by the rectangular brace joint formed by the rectangular brace joint 20 and the four blazed steel members 90 of Embodiment 2 in FIG. 4 is completed.

<Use of X bracing 2 with rectangular brace joint>
The X-shaped bracing 2 by the rectangular brace joint thus completed is arranged between the adjacent reinforcing members 112 and 112 as shown in FIG. 4, and the end portion of each steel brace 90 is connected to the end adjustment mortar M. The seismic countermeasure during the seismic isolation work according to the present invention is completed by fixing the reinforcing member 112 to the reinforcing member 112.

<Period during which X-shaped bracing 2 with rectangular brace joint is used>
After the X-shaped bracing 2 by the rectangular brace joint is assembled between the reinforcing members 112 and 112, the jack J1 is placed on the reinforcing member 121 of the lower beam 120 as described in FIG. Four units are mounted on the front, rear, left and right of 112, and temporary columns S1 are inserted between the upper reinforcing members 111 and the jacks J1, and the jacks J1 are extended upward so that the load on the building is Moving to the jack J1, a part of the existing pillar 110 is cut, and the seismic isolation device 150 is placed in the space of the cut existing pillar 110, and each jack J1 is contracted downward to reduce the load of the building “upper plate Move to the “Seismic isolation device / lower plate” side, unload the “temporary column S1 and jack J1,” the temporary column S1 and jack J1 are removed, and the seismic isolation work is completed. Here, the X brace 2 by the rectangular brace joint is finished with its task and is removed together with the end adjustment mortar M.

<Effect of X-shaped bracing 2 by rectangular brace joint>
6A is a front view of a state in which an X-shaped bracing 2 using a rectangular brace joint is used between adjacent reinforcing members 112 and 112, and the existing pillar 110 is cut and removed, and FIG. 6B is FIG. It is a side view of A).
Since the X-shaped bracing 2 by the rectangular brace joint is used between the reinforcing members 112 and 112, even if an earthquake occurs in this state, the horizontal bracing joint resists the X-shaped bracing 2 by the rectangular brace joint. Therefore, there is no risk of building collapse (Effect A).
In addition, in this case, the operation of forming the X-shaped bracing 2 by the rectangular brace joint is performed by bringing the end portion 90K of the blaze steel material 90 into contact with the blaze contact members 21K and 22K of the rectangular brace joint 20 in FIG. Since the X-shaped brace 2 by the rectangular brace joint can be obtained by bolting both at four locations, the assembly work does not take time and the cost is greatly reduced (effect B).

<Summary>
1) According to the present invention, by using the X-shaped bracing by the brace joint according to the present invention between adjacent reinforcing members, even if an earthquake occurs during the seismic isolation work, the horizontal vibration is The bracing joint resists X-shaped bracing, eliminating the risk of building collapse.
In addition, in this case, the work of forming the X-shaped bracing by the brace joint is performed by bringing the ends of the blazed steel material into contact with the blaze connection part of the rectangular brace joint, and bolting them at four locations respectively. Since the braces are completed, the assembly work does not take much time and the cost is greatly reduced.

DESCRIPTION OF SYMBOLS 1 Bracing 2 which concerns on Embodiment 1 of this invention Bracing 10 which concerns on Embodiment 2 of this invention Disc brace joint 11 Disc part 12 Blaze connection part 12A, 12B, 12C Disc contact material 12K Blaze contact material 20 Rectangular Brace joint 21 Rectangular brace base 21A, 21B Rectangular base 21K Blaze contact material 21W Central wall 21S Inclined plate 21R Rib 22 Blaze connection 22A, 22B Connection base 22K Blaze contact 22R Rib 22W Central wall 90, 91, 92, 93, 94 Blaze steel 90F Flange 90W Web 90K Connection 90R Rib 110 Existing column 112 Reinforcement member 150 Seismic isolation device M End adjustment mortar

Claims (4)

A central brace joint with a plurality of connections around it,
A blazed steel material connected to the connecting portion of the central brace joint;
With
An X-shaped bracing by a central brace joint, which is formed by connecting the blazed steel material to the plurality of connecting portions of the central brace joint. The central brace joint is a disc brace joint;
The disc brace joint is composed of two or more disc portions made of steel plates arranged at equal intervals, and a blaze connection portion welded to the disc portion at a plurality of locations.
Each of the blaze connection portions includes a disc contact material that is welded to each of the two or more disc portions, and a common blaze contact that is welded to the anti-disc portion side of the disc contact material. An X-shaped brace by a disc brace joint according to claim 1, wherein the brace joint is composed of a material. The central brace joint is a rectangular brace joint;
The rectangular brace joint is composed of one rectangular brace base and blazed connection parts welded to the rectangular brace base at two locations,
The rectangular brace base is composed of two rectangular bases arranged in parallel to each other, and two blaze abutting materials made of rectangular steel plates that connect both short sides of the rectangular bases,
The blaze connection portion includes two connection portion bases arranged in parallel to each other and having slightly the same width and slightly different lengths, and a blaze abutting material that is connected at an end portion in the length direction of the connection portion base. The X-shaped bracing by the rectangular brace joint according to claim 1, which is configured. The rectangular brace base includes a central wall portion that extends from the center in the width direction of each of the two rectangular base portions to an end portion in the length direction and connects the rectangular base portions to each other at the center,
The blaze connection portion includes a central wall portion that extends from the center in the width direction to the end portion in the length direction of each of the two connection portion bases and connects the two connection portion bases to each other in the center. An X-shaped bracing by the rectangular brace joint according to claim 3.

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