JP2002303050A - Seismic reinforcing strut and seismic strengthening frame using the same - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a seismic reinforcing strut, which is available in seismically strengthening a frame consisting of columns and beams of an existing building or a new building, and carries out shear reinforcement of the beams, while preventing spread of cracking occurring in an earthquake resisting wall to columns, when the earthquake resisting wall of a reinforced concrete structure is arranged as an earthquake resisting element, and to provide a seismic strengthening frame using the seismic strengthening strut. SOLUTION: The seismic strengthening strut 1 is comprised of a strut body 2, erected between upper and lower beams 5, 5 and connected directly or indirectly to the beams 5, 5, and binding members 3, 3 arranged at upper and lower ends of the strut body 2 in one piece, and connected to the beams 5 by overlapping on both side surfaces of the beams 5. Further, each binding member 3 has a length extending from a location of the strut body 2 to at least one of the columns 6 forming the frame 4. Thus, the seismic strengthening frame 4 is formed by setting the struts 1 thus constructed in the frame 4.

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a seismic reinforcement column for improving the seismic resistance of columns and beams of existing buildings or new buildings, and a seismic reinforcement frame using the same.

[0002]

2. Description of the Related Art For example, in order to improve the seismic resistance of a frame of an existing building or a column or a beam of a new building, it is necessary to arrange a seismic element such as a brace or a shear wall in the frame. It is conceivable that if the frame of columns and beams is made of reinforced concrete and the earthquake-resistant wall is made of reinforced concrete, the shear-resistant wall cracks due to the oblique tensile force when the horizontal wall bears the horizontal force, and even the column May extend.

[0003] If the cracks extending to the pillars further progress and develop into cracks penetrating the pillars, there is a possibility that the building will collapse due to the pillar breakage.
When the frame is seismically reinforced by adding a seismic element, column reinforcement may also be required.

[0004] When an earthquake-resistant element is arranged in a frame, and an opening is secured in the frame for a passage or the like, the upper and lower beams are not restrained due to the absence of the earthquake-resistant element.
Buildings may also collapse from this aspect, as they are more likely to shear fracture.

[0005] In particular, when an earthquake-resistant wall is arranged as an earthquake-resistant element while securing an opening in a part of the frame, a compressive resistance generated in an oblique direction on the earthquake-resistant wall by a horizontal shear force input to the frame during an earthquake. As a result, a vertical shearing force acts on the beam, so that shear failure is likely to occur in the section of the beam facing the opening.

In view of the above background, the present invention provides a seismic strengthening bundle and a seismic strengthening frame using the same, for example, in which a cracked column is prevented from extending to a pillar when a seismic wall is arranged, and a beam is prevented from being sheared. It is a suggestion.

[0007]

According to the present invention, a bundle body is provided between upper and lower beams and is directly or indirectly joined to each beam, and is integrated with the bundle body, and overlaps on both side surfaces of each beam. The seismic elements are reinforced concrete seismic walls by placing bundled columns made of restraint materials that are joined to the beams and separating the columns and seismic elements that make up the frame when seismic elements such as seismic walls are placed. In the case of, the extension of the cracks generated on the earthquake-resistant wall to the pillar is suppressed.

[0008] In addition, the restraint member is given a length spanning from the position of the bundle pillar main body to the pillar, and the section of the beam from the bundle pillar body to the pillar is restrained from both sides by the restraint material, and the beam is sheared and strengthened. The beam is prevented from being sheared in the section of the opening due to the formation of the opening between the column body and the column.

[0009] The constraining member overlaps both sides of the beam and is joined to the beam, thereby constraining the concrete of the beam when the frame is made of concrete, improving the shear strength of the concrete, generating cracks in the concrete, and exfoliating the concrete. To prevent

[0010] Even if the restraining member has a length extending from the position of the bundled pillar main body to one of the columns, no seismic element is arranged in a section from the position of the bundled pillar main body to the other pillar, and an opening is left. In that case, there is a possibility of shear failure in the section where the beam faces the opening, but if you place the bundled pillar body near the other column and place the seismic element between adjacent bundled pillar bodies, Since the seismic element restrains the deformation of the beam, it is possible to prevent shear failure of the beam in the section where the restraining material is absent.

[0011] Even if no seismic element is arranged in the section from the position of the bundled pillar main body to the other pillar, and no seismic resistant element is arranged between the adjacent bundled pillar main bodies, the beam is attached to the restraining member as described in claim 2. Given the length over the entire length, it is possible to avoid shear failure of the beam over the entire length by disposing only the bundled columns.

In addition to the case where the bundle body and the restraining member are manufactured integrally, there is a case where they are separated from each other in advance as described in claim 3. When the installation object of the bundled pillar is a new building, there is no restriction on the installation of the bundled pillar, and it does not matter whether the bundled pillar main body and the restraint material are integrated in advance or separated.

When the bundle is installed in an existing building, when installing the bundle while keeping the existing beams in use, the bundle main body and the restraint are separated in advance, and the restraint is used alone as the restraint. And is joined to the bundle pillar main body after the installation of the bundle pillar main body.

In the case where the bundle is separated into the bundle main body and the restraining member, when the restraining member overlaps the side surface of the beam as described in claim 4, it is stretched from the beam to one of the upper and lower beams. If the projecting portion has a projecting portion, it can be joined to the projecting portion of the restraining material that overlaps the side surface of the beam and is opposed to the projecting portion, with the bundle pillar body sandwiched. In addition, the positioning of the bundled pillar main body and the positioning at the time of joining to the restraining member are easy, and the joining operation can be easily performed.

According to a fifth aspect of the present invention, the bundle composed of the bundle main body and the restraining member according to the first to fourth aspects is arranged in a frame composed of upper and lower beams and left and right columns. Construct a seismic retrofit frame.

In the case where a plurality of bundle columns are arranged between the left and right columns as described in claim 6, the restraining member located near the column spans from the position of the bundle column main body to the column on that side. It has a length and shear-reinforces the section from beam to column.

In the case of the fifth or sixth aspect, the restraining member joined to each bundle pillar body is particularly continuous between the left and right columns as described in the seventh aspect, and extends over the entire length of the beam as a whole. If it has a length, the beam will be shear-reinforced over its entire length, so even if no seismic element is placed between adjacent columns and bundle columns, or even when seismic elements are not placed between Can be avoided over time.

In the case where the restraining member is joined to the beam by using a PC steel material, the restraining member is connected to the beam together with a pedestal overlapping the same in order to prevent loss of tension introduced into the PC steel material. Crimping is performed.

Since the frame in which the bundled columns are arranged is divided into a plurality of openings by the left and right columns and the bundled columns, an earthquake-resistant element is provided in at least one of the divided openings as described in claim 9. By arranging, the seismic performance of the frame can be freely improved.

Since the bundle pillar is provided between the upper and lower beams, it also has a function of transmitting a part of the vertical load to be borne by the upper beam to the lower beam, so that the upper beam is bent or sheared. In the event of loss of load-bearing capacity, it also serves to prevent building collapse.

Here, in order to confirm the shear reinforcement effect of the frame 4 due to the arrangement of the bundle columns 1 having the length in which the restraining member 3 extends from the position of the bundle column main body 2 to the columns 6, the bundle columns 1 of the present invention are checked. Fig. 1- (a) using horizontal force repeatedly applied to the seismic retrofitting frame, and a diagram in which the restraining member 3 is arranged only at the position of the bundle pillar main body 2 and does not straddle the pillar 6 The results when horizontal force is repeatedly applied to the aseismic reinforcement frame shown in Fig. 3 are compared. FIG. 1A corresponds to the seismic retrofit frame of claim 6.

FIGS. 1 and 3 show two bundle columns 1 and 1 in a frame 4 and a seismic wall 7 as a seismic element between the bundle columns 1 and 1, respectively. 3 is common in that the opening 8 is open, but FIG.
While it is located only in the part located above and below,
FIG. 1 is different in that the restraint member 3 extends from the position of the bundled pillar main body 2 to the adjacent pillar 6. The frame 4 is assembled on a reaction table 9.

The frame 4 shown in FIGS. 1 (a) and 3 is made of reinforced concrete, and a plate is used as the restraining member 3. As shown in FIG. 1 (b), two sets of restraining members are used. 3,3
Is overlapped on both sides of the beam 5 and is sandwiched between the pedestals 15, 15.
Is crimped to the beam 5. The bundle column body 2 is made of an H-shaped steel, sandwiched between two restraining members 3, 3, and joined to the restraining members 3, 3 by bolts 11 at flanges.

The reinforced concrete wall plate 71 is provided on the earthquake-resistant wall 7.
, The both ends in the width direction are swallowed by the bundled pillar main body 2 of the H-shaped steel, and the gap between the wall plate 71 and the bundled pillar main body 2 and the upper and lower beams 5,
5 is filled with a filler 12 such as non-shrink mortar. When the earthquake-resistant wall 7 is composed of a plurality of wall plates 71, 71, the adjacent wall plates 71, 71 are joined so that a vertical shear force is transmitted between them.

The force is applied to the beam 5 on the upper side of the frame 4 in two cycles for each incremental interlayer deformation angle ΔR, up to the maximum strength ΔR = 1.0 × 10 ⁻³ rad (hereinafter abbreviated as ΔR = 1.0). After that, ΔR = 2.0 up to the interlayer deformation angle R = 15.0 (× 10 ⁻³ rad), ΔR = 5.0 up to R = 25.0 (× 10 ⁻³ rad), and FIG. 1- (a) until the frame 4 is broken. 2) and FIG. 4 show the load-deformation relationships in FIG. Figure 1
(a), FIG. 3 shows a final crack generation situation.

In the case of FIG. 3, when R = 1.0, shear cracks occur in the upper and lower beams 5, 5 around the opening 8, and bending cracks occur in the head and the leg of the column 6, respectively. Occasionally, diagonal cracks occurred in the earthquake-resistant wall 7, and when R = 3.0 to 4.0, shear cracks and peeling occurred in the upper and lower beams 5, 5 around the opening 8. Further reached maximum intensity Q _max (-495.7kN) of negative pressure force when R = 5.0, reached a maximum intensity of positive force application when _{R = 6.0 Q max (413.7kN)} , when R = 8.0 The shear cracks of the upper and lower beams 5, 5 extended and widened, and the concrete was spalled and fractured.

On the other hand, in the case of FIG. 1, R = 1.0 to 2.0
At the time of, an oblique crack is generated in the earthquake-resistant wall 7, a horizontal crack is generated at a horizontal joint of the earthquake-resistant wall 7, and a bending crack is generated at the column 6 and the lower beam 5. Peeling occurred in the part. Further reached maximum intensity Q _max (-628.9kN) of negative pressure force when R = 5.0, crack occurs in the columns and beams joints, maximum intensity of the positive force application when R = 6.0 Q _max
(620.0 kN), the shear wall 7 slipped by less than 3 mm. When R = 8.0 to 10.0, the wall at the lower left corner of the earthquake-resistant wall 7 buckled, and the concrete peeled off. At R = 12 to 20, peeling occurred between the leg of column 6 and the column / beam joint.

From the comparison between the results of FIGS. 2 and 4, in the case of FIG. 1, the maximum shear strength of the frame 4 is about 1.3 (628.9) when the restraining member 3 straddles the column 6 adjacent to the bundled column main body 2. /
495.7) to 1.5 (620.0 / 413.7) times, which indicates that the shear reinforcement by the restraint members 3 on the beams 5 and 5 above and below the opening 8 is effective.

FIGS. 5 and 7 show the case where the bundle 3 is straddled from the position of the bundle body 2 to the column 6 by disposing the bundle 1 close to the column 6 of the frame 4. Figure 5 shows the shear wall 7
When one wall board 71 is arranged as FIG. 7, FIG. 7 shows three wall boards.
71 is arranged.

The results of FIGS. 5 and 7 are shown in FIGS. 6 and 8, respectively. In FIG. 5, the maximum shear strength is about 1.15 (569.3 / 495.7) in comparison with FIG. 4, which shows the results of FIG. ) ~
1.4 (570.4 / 413.7) times, in the case of Fig. 7 1.13 (559.0 / 495.7)
It can be seen that the shear reinforcement effect by the restraint member 3 appears in both cases, increasing by a factor of ~ 1.4 (578.5 / 413.7).

In FIGS. 5 and 7, the length of the section where the restraining member 3 overlaps the beam 5 is shortened. As a result, although the size of the restraining member 3 is almost the same as that of FIG. By straddling the section from the position 2 to the column 6, as described above, the effect of shear-reinforcing the beam 5 in that section is exhibited. In addition, bundle post 1
However, by securing a space (opening 8) between the pillars 6, it plays a role of preventing the cracks generated in the earthquake-resistant wall 7 from extending to the pillars 6.

In FIGS. 2, 4, 6, and 8, R
a is 0.8 Q _max and the smaller story drift of the intersection of the envelope, Rb represents a larger story drift of the intersection of 0.8 Q _max and envelope.

[0033]

BEST MODE FOR CARRYING OUT THE INVENTION A bundle column 1 of the present invention comprises upper and lower beams 5,
5 and a frame 4 composed of left and right columns 6 and 6, a bundle column main body 2 erected between the upper and lower beams 5 and directly or indirectly joined to each beam 5, And is joined to the beam 5 so as to overlap both side surfaces of each beam 5, and has a length ranging from the position of the bundle pillar main body 2 to at least one of the columns 6 constituting the frame 4. Consists of restraining members 3 and 3.

Regardless of whether the frame 4 is an existing building or a new building, the structure of the frame 4 does not matter whether it is a steel frame structure, a reinforced concrete structure, or a steel reinforced concrete structure. In the case of a reinforced concrete structure or a steel reinforced concrete structure, it may be constituted by a precast member. The precast member is formed in the axial direction of one of the beam 5 and the column 6 constituting the frame 4 or in the axial direction of the beam 5 and the column 6. Stress may be introduced.

An object of the present invention is to prevent the cracks generated on the earthquake-resistant wall 7 from extending to the columns 6 when the earthquake-resistant element is the earthquake-resistant wall 7 made of reinforced concrete. Above, the seismic element is not limited to the shear wall 7, so the seismic element is
Including 72, any structure is not asked.

The earthquake-resistant wall 7 is made or constructed of a precast concrete or cast-in-place concrete as shown in the figure, a steel plate or a composite structure of steel and concrete. The brace may be made of precast concrete in addition to a steel material including a steel pipe, or a composite structure of steel material and concrete. In the case of concrete, a prestress is given in the axial direction when resisting a tensile force.

When concrete is used for the earthquake-resistant wall 7,
In addition to ordinary concrete and other concrete, ultra-lightweight concrete is also used as the concrete, and prestressing may be introduced in the vertical direction and / or the horizontal direction to adjust the rigidity.

The bundle body 2 and the restraining member 3 may be made of precast concrete, cast-in-place concrete, steel reinforced concrete, or a composite structure of steel or steel and concrete as shown in the figure. As required, prestress is introduced in the axial direction.

In the drawing, between the pillar 6 and the bundle pillar 1, or between the pillar 6 and the bundle pillar 1,
An H-section steel is used for the bundled pillar main body 2 from the surface of the arrangement when the earthquake-resistant wall 7 is disposed in the opening 8 formed between them, and a plate ( Gusset plate). The restraint members 3 are attached to each of the upper end and the lower end of the bundle pillar main body 2, and form two pairs sandwiching both side surfaces of the beam 5.

FIG. 1 shows that two frames 1, 1 are arranged between the columns 6, 6 to divide one frame into three openings 8 as described above. The case where the earthquake-resistant wall 7 of FIG. The opening 8 in which the earthquake-resistant wall 7 is not disposed can be used as a passage or as a window for lighting and ventilation.

When the earthquake-resistant wall 7 is not arranged in the frame 4, the number of the bundle columns 1 may be only one. Bundle 1
In the case where there is only one, the constraining member 3 may have a length that extends from the position of the bundled pillar main body 2 to at least one of the pillars 6. However, when the earthquake-resistant wall 7 is not arranged, the bundled pillar main body 2 is sandwiched. Since the openings 8 are formed on both sides, in order to evenly reinforce the section of the beam 5 facing the opening 8, the restraining member 3 is given a length extending between the columns 6 and 6.

In the case where there is only one bundle pillar 1 and the earthquake-resistant wall 7 is disposed in one of the openings 8, since the earthquake-resistant wall 7 has the effect of restraining the deformation of the beam 5, May have a length that spans a section facing the opening 8 where the earthquake-resistant wall 7 is not arranged.

In addition, three or more bundle columns 1 are erected between columns 6 and 6 to divide one frame into four or more openings 8, and one or two or more openings 8 There are also cases where seismic elements are placed.

FIG. 9 shows a case in which an H-section steel is used for the bundle post body 2 so that both ends of the earthquake-resistant wall 7 can be sandwiched from both sides in the out-of-plane direction.
Pre-casted shear wall 7 joined to each other 2
This shows a case where it is composed of two wall plates 71, 71. Here, the respective bar arrangement states when the frame 4 is made of reinforced concrete and the wall plate 71 is made of precast concrete are shown.
When sandwiching both ends of the earthquake-resistant wall 7, the wall 7
Since it is sufficient that the cross section has a concave shape on the side, a concrete member of that shape may be used for the bundle body 2.

In the drawing, the case where the bundle 1 and the earthquake-resistant wall 7 are arranged in the structure of the frame 4 is shown. It may be placed out of plane. For example, the restraint members 3 and 3 are overlapped on the side surfaces of the beam 5 in the section from the installation position of the bundle pillar body 2 to one pillar 6, and the end of the restraint member 3 is sandwiched between the beam 5 and the bundle body 2. And the bundled pillar body 2 can be joined to the beam 5 together with the restrained member 3 by a PC steel rod 10 or the like penetrating the bundled pillar body 2, the restraint member 3 and the beam 5. In this case, the bundle main body 2 is provided with a length that overlaps the side surfaces of the upper and lower beams 5 and 5.

FIGS. 10 to 13 show the bundle 1 and the earthquake-resistant wall 7 shown in FIG.
A specific example of the arrangement of the bundle pillar main body 2 and the beam 5 in the arrangement example of FIG.

When the bundle pillar main body 2 is arranged in the plane of the frame 4, the bundle pillar main body 2 is slightly shorter than the distance from the top end of the lower floor beam 5 to the lower end of the upper floor beam 5. Have a length,
When the restraint member 3 overlaps the side surface of the beam 5, the restraint member 3 has a projecting portion 3 a that projects from the beam 5 to one of the upper and lower beams 5, and the bundle body 2 overlaps and faces the side surface of the beam 5. Restraint materials 3, 3
Are joined between the overhanging portions 3a, 3a. Figure 10, Figure 18, Figure
When the bundle columns 1 are continuously arranged at least over two layers as shown in FIG. 20, the overhanging portions 3a,
3a is formed.

In the drawing, since the H-shaped steel is used for the bundle column main body 2, the upper end and the lower end of the bundle column main body 2 are joined to both side surfaces of the beam 5, and the restraining member spans the beam 5 and the bundle column main body 2. Sandwiched by gusset plates 3 and 3 and joined by bolts 11 and welding, filling filler 12 such as non-shrinkable mortar between beam 2 and beam 5 and joining beam 2 to beam 5 However, the method of joining the bundle body 2 to the beams 5, 5 is not limited to this.

When a gusset plate is used as the restraining member 3 when the frame 4 is made of reinforced concrete, the restraining member 3 moves the beam 5 in the width direction as shown in FIG. 12 which is a sectional view taken along the line yy in FIG. The beam 5 is joined to the beam 5 by a penetrating bolt, a PC steel bar 10, or the like. When the frame 4 is existing, a through hole is formed in advance by core boring. The constraining member 3 is evenly joined to the beam 5 in a section overlapping the beam 5, and when the constraining member 3 is continuous between the columns 6 and 6, as shown in FIG.
Are joined evenly over the entire length of the.

In the case where the building is existing, the bundled pillar 1 and the earthquake-resistant wall 7 are installed in a plurality of layers as shown in FIG.
When the straddle straddles the beam 5 above and below, as shown in FIG. 12, the constraining member 3 of the slab 13 connected to the beam 5 is removed, and after the constraining member 3 is joined, it is restored by filling with concrete or mortar. When a part of the slab 13 is to be removed, the restricting member 3 is installed by dropping the restricting member 3 from above the slab 13 into the removed portion.

When the main body 2 of the bundle is located in the plane of the frame 4, in transmitting the horizontal force acting on the frame 4 to the bundle 1 and the earthquake-resistant wall 7, as shown in FIG. The gap between the upper and lower ends of the beam and the beam 5 is filled with a filler 12.

In FIG. 12, the restricting member 3 has overhangs 3 a, 3 a at the top and bottom, and the flange 2 a of the bundled column main body 2 is formed so that the filler 12 goes around the top and bottom of the beam 5 at the portion over the top and bottom of the beam 5. The filler plate 14 is interposed between the restraining member 3 and a gap is formed between the side surface of the beam 5 and the restraining member 3. At the upper and lower ends of the bundle pillar body 2, an end plate 2c serving as a damping plate for the filler 12 together with the restraining member 3 is joined.

In FIG. 12, when the PC steel bar 10 presses and joins the restraining member 3 to the beam 5, the tension of the PC steel bar 10 is dispersed in the restraining member 3 to prevent the restraining member 3 from being deformed. , PC steel rod
In order to secure a constant distance between both ends of the PC steel rod 10 when introducing a constant tension to the PC steel 10, concrete or steel pedestals 15, 15 are arranged on both sides of the beam 5. Pedestal at both ends
Fixed at 15.

As shown in FIG. 11, which is a cross-sectional view taken along the line xx of FIG. 10, and the details of FIG. , 2a.

FIGS. 14 to 17 show an example in which the wall plate 71, the bundle column main body 2 and the beam 5 are connected when four wall plates 71 are arranged between the bundle column bodies 2 and 2. FIG. As described above, the wall plate 71 on the side of the bundle main body 2 is sandwiched between both flanges 2a, 2a of the bundle main body 2 as shown in FIG. 15, which is a cross-sectional view taken along the line xx of FIG.
The space surrounded by the web 2b and the web 2b is filled with the filler 12 to be joined to the bundle body 2. In FIG. 14, the projecting portion 3a of the restraint member 3 is omitted to show a cross section of the bundle pillar main body 2.

As shown in FIG. 15, a horizontal streak 7a is formed from the end face of the wall plate 71 on the bundle column main body 2 side so that the shear force is transmitted between the wall plate 71 and the bundle column main body 2 through the filler 12. The anchoring bar 7b is welded to the protruding portion of the lateral bar 7a, and the shear connector 2d is welded to the web 2b of the bundle body 2. Vertical bars 16 are arranged in the filler 12. A stiffener 2e for stiffening the flanges 2a, 2a is welded between the flanges 2a, 2a on the surface of the web 2b opposite to the wall plate 71.

FIG. 16 shows an example of the connection between the upper end of the wall plate 71 and the beam 5. FIG. 16 shows a cross section taken along the line yy of FIG. 14, but the connection between the lower end of the wall plate 71 and the beam 5 is the same. A gap is provided between the wall plate 71 and the beam 5 so that the filler 12 is filled, and the shear force is transmitted between the wall plate 71 and the beam 5.
From the upper end and the lower end of 71, a vertical streak 7c protrudes, and a fixing streak 7d is welded to the protruding portion. Post-installed anchors and other anchors 17 and stud bolts are embedded or driven into the beam 5 from the surface on the wall plate 71 side and protrude toward the wall plate 71 side. A horizontal streak 18 is arranged in the filler 12.

FIG. 17 shows an example of joining adjacent wall plates 71,71. Here, the fixing streaks 7e shown in FIG.
And protrude the plate 7f fixed in the concrete by the anchor bar 7g, and place the plate between the two plates 7f, 7f.
19, and welded or bolted to the plates 7f, 7f, and by filling the filler 12 between the end faces of the wall plates 71, 71 so that the vertical shear force is transmitted between the wall plates 71, 71. The wall plates 71, 71 are joined. Also, a metal lath for reinforcing the filler 12 between the plates 19, 19 of the two wall plates 71, 71.
Handed 20 and welded to both. FIG. 17 shows a cross section taken along the line zz of FIG.

FIG. 18 shows an elevation view when the bundle pillar 1 and the earthquake-resistant wall 7 are installed continuously over the four-layer frame 4, and FIG. 19 shows the bundle only for a specific frame 4 of a plurality of layers. The elevation when the pillar 1 and the earthquake-resistant wall 7 are installed is shown.

FIG. 20 shows an elevation when a brace 72 as a seismic element and a bundle 1 are continuously installed over a four-layer frame 4.

The brace 72 is provided between the restraining members 3 and 3 facing the diagonal direction of the parallel bundles 1 and 1 or between the upper end of one bundle pillar main body 1 and the lower end of the other bundle pillar main body 2. Alternatively, it is installed between the corresponding beams 5 and 5. In FIG. 20, in addition to the overhang portion 3a, the brace 72
Is formed, the end of the brace 72 is abutted or overlapped with the connection 3b, and the end of the brace 72 is connected to the restraining member 3 using the splice plate 21 straddling both ends.

In FIG. 20, one of the intersecting braces 72, 72 is given a length extending between the restraining members 3, 3 opposed to each other in the diagonal direction of the bundled columns 1, 1, and one of the braces 72 is provided.
Intersecting braces 72, 72 are erected in the same plane by abutting and joining the other brace 72 to the middle part of the 72, but the two braces 72, 72 extend in the diagonal direction of the bundle columns 1, 1. Given the length that straddles the opposing restraining members 3, 3, the two braces 72 are shifted in the width direction of the beam 5 within the range of the distance between the opposing restraining members 3, 3 across the beam 5. In some cases.

[0063]

The present invention is erected between the left and right pillars and between the upper and lower beams,
A bundle body directly or indirectly joined to each beam,
When the seismic elements are arranged, the seismic elements are separated from the pillars that make up the frame by seismic elements. When the element is a reinforced concrete earthquake-resistant wall, it is possible to suppress the extension of cracks generated on the earthquake-resistant wall to the pillar.

In addition, the restraining member is given a length extending from the position of the bundled pillar main body to the pillar, and the section of the beam from the bundled pillar body to the pillar is restrained from both sides by the restraining material, and the beam is strengthened by shearing. It is possible to prevent the beam from being sheared in the section of the opening due to the formation of the opening between the main body and the column.

In the second aspect, since the length of the beam is given to the restraining member over the entire length of the beam, it is possible to avoid shear failure of the beam over the entire length.

According to the third aspect, since the main body of the bundle and the restraining member are separated in advance, when the installation target of the bundle is an existing building, the bundle is installed with the existing beams in use. Can be.

According to a fourth aspect of the present invention, when the bundle is separated into the bundle main body and the restraint, when the restraint overlaps the side surface of the beam,
Because it has an overhanging portion that projects from the beam to the upper or lower beam side, it can be joined to the overhanging portion of the restraint material that overlaps the side surface of the beam and sandwiches the bundle body, After the joining of the constraining member to the beam, the positioning of the bundle column main body and the joining to the constraining member can be easily performed, and the joining operation can be easily performed.

According to the seventh aspect, when a plurality of bundled pillars are arranged between the left and right pillars, the connecting members connected to the respective bundle pillar bodies are made continuous between the left and right pillars. Shear can be reinforced and shear failure of the beam can be avoided over its entire length even when no seismic elements are arranged between adjacent columns and bundle columns or between bundle columns.

According to the eighth aspect, since the restraining member is press-bonded to the beam together with the pedestal overlapping with the restraining member, it is possible to prevent loss of tension introduced into the PC steel material when bonding is performed using the PC steel material.

According to the ninth aspect, since the seismic element is arranged in at least one of the plurality of openings defined by the right and left columns and the bundle columns, the seismic performance of the frame can be freely improved.

Since the bundle column is provided between the upper and lower beams, it also has a function of transmitting a part of the vertical load to be borne by the upper beam to the lower beam, so that the upper beam is bent or sheared. This can prevent the building from collapsing even when the load carrying capacity is lost.

[Brief description of the drawings]

FIG. 1A is an elevation view showing a frame in which a bundle of columns having restraint members and an earthquake-resistant element are arranged, and FIG. 1B is a plan view of the restraint member portion of FIG.

FIG. 2 is a graph showing a load-deformation curve when a horizontal force is repeatedly applied to the frame of FIG. 1;

FIG. 3 is an elevational view showing a frame on which a bundled column without restraint members and an earthquake-resistant element are arranged.

FIG. 4 is a graph showing a load-deformation curve when a horizontal force is repeatedly applied to the frame of FIG. 3;

FIG. 5 is an elevational view showing another frame in which a bundle column having a restraining member and an earthquake-resistant element are arranged.

FIG. 6 is a graph showing a load-deformation curve when a horizontal force is repeatedly applied to the frame of FIG. 5;

FIG. 7 is an elevational view showing another frame in which a bundle column having a restraining member and an earthquake-resistant element are arranged.

8 is a graph showing a load-deformation curve when a horizontal force is repeatedly applied to the frame of FIG. 7;

FIG. 9 is an elevational view showing a state in which the frame and the earthquake-resistant wall are arranged in the case of FIG. 1;

FIG. 10 is an elevation view showing an example of joining a bundle column to a beam.

FIG. 11 is a sectional view taken along line xx of FIG. 10;

FIG. 12 is a sectional view taken along line yy of FIG. 10;

FIG. 13 is a partially enlarged view of FIG. 11;

FIG. 14 is an elevation view showing an example of joining a shear wall to a beam and a bundle.

FIG. 15 is a sectional view taken along line xx of FIG. 14;

FIG. 16 is a sectional view taken along line yy of FIG. 14;

FIG. 17 is a sectional view taken along the line zz of FIG. 14;

FIG. 18 is an elevational view showing a case where a bundle pillar and a seismic wall are continuously installed on a four-layer frame.

FIG. 19 is an elevational view showing a case where bundle columns and earthquake-resistant walls are installed for a specific frame in a plurality of layers.

FIG. 20 is an elevational view showing a case where a bundle and a brace are continuously installed on a four-layer frame.

[Explanation of symbols]

1… Bundling column, 2… Bundling column main body, 2a …… Flange, 2b ……
Web, 2c …… end plate, 2d …… shear connector,
2e… stiffener, 3… restraint material, 3a… overhang, 3b…
Connection part, 4 ... frame, 5 ... beam, 6 ... pillar, 7 ...
Earthquake-resistant wall, 71 ... wall board, 7a ... horizontal streak, 7b ... anchor streak, 7c ...
... vertical streaks, 7d ... anchor streaks, 7e ... anchor streaks, 7f ... plate, 7g ... anchor streaks, 72 ... brace, 8 ... opening, 9 ... reaction table, 10 ... PC steel Rod, 11 ... bolt, 12
…… filler, 13 …… slab, 14 …… filler plate,
15 ... pedestal, 16 ... vertical streak, 17 ... anchor, 18 ... horizontal streak, 19 ... plate, 20 ... metal lath, 21 ... splice plate.

 ──────────────────────────────────────────────────続 き Continuing on the front page (72) Inventor Takashi Toriya 2-3-5, Izumi, Asaka-shi, Saitama 201 Heights Asakadai 201 (72) Inventor Toru Masyama 3-8-1, Nishikanda, Chiyoda-ku, Tokyo Pacific Cement Co., Ltd. F-term (for reference) 2E176 AA04 BB28

Claims (9)

[Claims] In a frame composed of upper and lower beams and left and right columns, a bundle column main body that is installed between the upper and lower beams and directly or indirectly joined to each beam, and upper and lower ends of the bundle column main body It is composed of a restraining material that is integrated with the beam and is joined to the beam by overlapping on both side surfaces of each beam, and the restraining material has a length spanning from the position of the bundled pillar main body to at least one of the pillars constituting the frame. Seismic reinforcement bundle post. 2. The bundle for seismic reinforcement according to claim 1, wherein the restraining member has a length extending over the entire length of the beam. 3. The seismic reinforcing bundle according to claim 1, wherein the bundle main body and the restraining member are separated from each other in advance. 4. A restraining member having a projecting portion projecting from the beam to the upper or lower beam side when overlapping with the side surface of the beam,
4. The bundle for seismic reinforcement according to claim 3, wherein the bundle pillar main body is sandwiched and joined between the projecting portions of the constraining members that overlap with the side surface of the beam. 5. An anti-seismic reinforcement frame in which the bundled pillar according to claim 1 is arranged on a frame composed of upper and lower beams and left and right columns. 6. A plurality of bundle columns are arranged between the left and right columns, and the restraining member of the bundle column adjacent to the column has a length extending from the position of the bundle column main body to the column on that side. The aseismic reinforcement frame according to claim 5. 7. The seismic reinforcement bundle according to claim 5, wherein the restraint member joined to each bundle main body is continuous between the left and right columns. 8. The restraining member is provided with a pedestal overlapping the PC and the PC.
The aseismic reinforcement frame according to any one of claims 5 to 7, wherein the frame is joined to the beam by crimping using a steel material. 9. An opening surrounded by upper and lower beams, one of right and left pillars and a bundle adjacent thereto, or one surrounded by upper and lower beams and two adjacent bundles. The aseismic reinforcement frame according to any one of claims 5 to 8, wherein an aseismic element is disposed in the opening of (1).