JP2021088888A - Joint structure of precast concrete earthquake resistant wall - Google Patents

Abstract

To make a joining construction of an earthquake resistant wall with a beam provided above and below a column and an earthquake resistant wall reasonable, in a joint structure of an earthquake resistant wall and a column of a building comprising a precast concrete earthquake resistant wall.SOLUTION: A joint structure of a precast concrete earthquake resistant wall comprises: a precast earthquake resistant wall 10 which is installed between neighboring precast column members 20 with a predetermined gap between itself and the precast column member 20 and at whose side end face in a width direction there are arranged wall joining reinforcements 16 which face a column joining reinforcement and a part of which protrudes to an outside with a predetermined interval in a height direction; a floor slab 50 laid above and below the precast column member 20 and the precast earthquake resistant wall 10; and a beam 30 installed above and below the precast earthquake resistant wall 10. A beam depth of the beam 30 is substantially the same as a slab thickness of the floor slab 50. The floor slab 50 and the beam 30 have the same installation height above and below the precast earthquake resistant wall 10. The precast earthquake resistant wall 10 is joined to the precast column member 20 since a joint is formed between the wall joining reinforcement and the column joining reinforcement via a filler filling the gap.SELECTED DRAWING: Figure 1

Description

The present invention relates to a joint structure in the construction of a building equipped with a precast concrete shear wall, and in particular, a precast concrete shear wall that rationalizes the construction such as joining of a seismic wall and a column, and beams provided above and below the seismic wall. Regarding the joint structure of.

In a building equipped with a reinforced concrete earthquake-resistant wall, when the earthquake-resistant wall is composed of precast concrete members (hereinafter referred to as precast members), the precast members are joined together with the center and ends of the column spans as divided positions. Wall joints may be provided. When joining the precast members at this division position, in order to join the horizontal bars of the shear wall and the beam main bars above and below the shear wall, an on-site concrete casting portion of about 600 to 800 mm is provided at the wall joint. Is common. For this reason, at the wall joint, welding work of reinforcing bars, joint work, assembling and disassembling work of formwork are required, and it takes time and effort for construction by a plurality of occupations, and it cannot be said that work efficiency is good.

Non-Patent Document 1 discloses a precast multi-story shear wall in which a loop lead direct joint is used for a column-wall lead direct joint of the earthquake-resistant wall.

Takaaki Miyahara, Kenji Yoshimatsu, Hiroshi Matsuzaki, Kazunori Iwabuchi, "Experimental Study on Pillars of Precast Multilayer Shear-Wall Lead-Direct Joints (Part 2) Frame Experiment" Architectural Institute of Japan Conference Academic Lecture Abstracts (Kanto), C- 2. Structure IV, September 1997, pp. 213-214

However, in the joint structure described in Non-Patent Document 1, the rationalization of the joint portion of the beam erected above and below the wall joint portion is not considered, and the column-wall or wall is used to join the main reinforcing bars of the beam. -A wide post-casting joint is still required at the joint between the walls, and formwork and rebar joining work using mechanical joints, etc. are required for that part.

Therefore, an object of the present invention is to provide a joint structure of a precast concrete earthquake-resistant wall capable of rationalizing the construction of joints between columns and walls and between walls.

In order to achieve the above object, the present invention is erected adjacent to a precast column member in which column joining bars partially projecting outward along the height direction are arranged on the side end faces in the width direction. A predetermined gap is provided between the precast column members and the precast column members, and the side end faces in the width direction face the column joining bars and are partially spaced in the height direction. The precast seismic wall with the wall joints protruding to the outside, the precast column members, the floor slabs laid above and below the precast seismic wall, and the beams installed above and below the precast seismic wall. The beam is provided with a beam structure substantially equal to the slab thickness of the floor slab, the floor slab and the beam have the same installation height above and below the precast seismic wall, and the precast seismic wall has the gap. A joint is formed between the wall joint bar and the column joint bar via a filling material to be closed, and the joint is joined to the precast column member.

The precast shear wall is composed of a plurality of sheets so that the wall surface forms a flat surface, and when the precast shear wall is installed with a predetermined gap between the adjacent precast shear walls, the wall joint bar is formed between the adjacent precast shear walls. It is preferable that the reinforcing bars are arranged so as to face each other at the gap position, a joint is formed between the wall joining bars via the filler that closes the gap, and the adjacent precast shear walls are joined.

The beam width is preferably substantially equal to the column width of the precast column member.

It is preferable that the wall joint bar and the column joint bar have a substantially U-shaped protrusion, and the protrusion forms a loop joint with another protrusion.

It is preferable that the wall joint bar and the column joint bar have a protruding portion having a perforated steel plate gibber or a nut, and the protruding portion forms a joint with another protruding portion.

According to the present invention, it is possible to rationalize the construction of the joints between columns and walls and between walls and walls, rationalize the joints of the beam main bars above and below the wall, and reduce the formwork.

(A) is a front view of a joint structure of a precast earthquake-resistant wall according to the first embodiment of the present invention, and (b) is a side sectional view shown by an Ib-Ib cross-sectional line of (a). The enlarged side sectional view shown by the Ib-Ib sectional line of FIG. 1A. (A) is a front view showing an installation process of an orthogonal beam of a joint structure of a precast shear wall according to the first embodiment of the present invention, and (b) is a side view shown by a cross-sectional line IIIb-IIIb of (a). .. (A) is a front view at the time of installation of the earthquake-resistant wall of the joint structure of the precast earthquake-resistant wall according to the first embodiment of the present invention, (b) is a front view of the beam and the floor slab after reinforcement, (c). Is a front view after placing concrete on beams and floor slabs. (A) is a front view of a joint structure of a precast earthquake-resistant wall according to a second embodiment of the present invention, and (b) is a side sectional view shown by a Vb-Vb cross-sectional line of (a). (A) is a front view showing an installation process of an orthogonal beam of a joint structure of a precast shear wall according to a second embodiment of the present invention, and (b) is a side view shown by a VIb-VIb cross-sectional line of (a). .. (A) is a front view at the time of installation of the seismic wall of the joint structure of the precast seismic wall according to the second embodiment of the present invention, (b) is a front view after the reinforcement of the beam and the floor slab, (c). Is a front view after placing concrete on beams and floor slabs. (A) is a plan sectional view of a wall-wall joint of a modified example of a precast earthquake-resistant wall, and (b) is a plan sectional view of a wall-column joint.

The joint structure of the precast concrete shear wall of the present invention will be described below with reference to the accompanying drawings. The same components are designated by the same reference numerals, and the description thereof will be omitted.

[First Embodiment]
1A and 1B show a joint structure 1 (hereinafter referred to as a joint structure 1) of a precast concrete earthquake-resistant wall according to the first embodiment of the present invention. The joint structure 1 is a precast column member 20 (hereinafter referred to as a column member 20) erected adjacent to a precast earthquake-resistant wall 10 (hereinafter referred to as an earthquake-resistant wall 10) constituting the earthquake-resistant wall with a predetermined column span. ), The beams 30 provided above and below the shear wall 10, the orthogonal beam 40 orthogonal to the beam 30 in a plan view, and the floor slab 50 surrounded on all sides by the beam 30 and the orthogonal beam 40 are joined. It consists of a structure. As shown in FIG. 2, the joint structure 1 is characterized in that the beam formation a of the beam 30 is substantially equal to the slab thickness b of the floor slab 50 and the installation height is also the same.

(Components of Joining Structure 1)
As shown in FIG. 1A, the seismic wall 10 has substantially U-shaped loop joint muscles 11 on both side end faces at a pitch of about 250 mm in the height direction from the end face 13 of the wall body 12 to the loop-shaped portion. Reinforcement is arranged so that the portion (protruding portion) including the above projects outward. In the present embodiment, the deformed reinforcing bar of D13 is used for the loop joint bar 11, and the U-shaped portion forms an R of about 150 mm. The loop joint bar 11, which is a wall joint bar, forms a gap joint with the loop joint bar 11 (21) provided on the other shear wall 10 or the column member 20. The loop joint bar 11 is arranged inside the wall body body 12 with a lap joint, an open lap joint, or the like so as to be integrated with a horizontal bar (not shown). As shown in FIG. 4A, in the vicinity of the upper end of the end surface 13 on the side facing the column member 20 (the portion arranged above the column upper surface 25), instead of the loop joint bar 11, a linear shape is formed. The joint muscles 16 are arranged so that the portion (protruding portion) of the above projects outward.

At the upper end of the earthquake-resistant wall 10, a vertical streak 14 projects upward from the wall body 12. In the present embodiment, the deformed reinforcing bar of D16 is used for the vertical bar 14. As shown in FIG. 1B, a known mechanical joint 15 provided at the lower end of the wall body 12 is attached to the lower end of the vertical bar 14. The protruding length of the vertical bar 14 is equal to the length obtained by adding the beam formation of the beam 30 to the joint length of the mechanical joint 15.

As shown in FIG. 1A, the column member 20 has substantially U-shaped loop joint bars 21 on both end faces on both end faces at a pitch of about 250 mm in the height direction of the column body 22 as in the seismic wall 10. Reinforcements are arranged so that a portion (protruding portion) including a loop-shaped portion protrudes from the end surface 23 to the outside. In the present embodiment, the deformed reinforcing bar of D13 is used for the loop joint bar 21, and the U-shaped portion forms an R of about 150 mm. The loop joint bar 21, which is a column joint bar, secures a sufficient fixing length inside the column body 22 and is fixed to the concrete of the column body 22.

As shown in FIG. 3B, a column main bar 24 projects upward from the column body 22 on the column upper surface 25 at the upper end of the column member 20. In the present embodiment, the deformed reinforcing bar of D29 is used for the column main bar 24. A known mechanical joint (not shown) provided at the lower end of the column body 22 is attached to the lower end of the column main bar 24. After the orthogonal beam 40 is placed on the upper surface 25 of the column, the lower end beam main bar 44 of the orthogonal beam 40 and the lower end beam main bar of the orthogonal beam 40 on the opposite side of the column member 20 are sandwiched by a mechanical joint (not shown) or the like. 44 are joined. After that, a band bar is arranged at the beam-column joint, and concrete is cast and integrated through the upper beam main bar 42, which will be described later.

As shown in FIGS. 1A and 1B, the beams 30 are provided above and below the earthquake-resistant wall 10. The beam 30 is a cast-in-place beam formed by placing concrete 61 after arranging beam main bars 31 and stirrup bars 32 at the site. As shown in FIG. 2, in the beam 30, the beam formation a is made equal to the slab thickness b of the floor slab 50, and the beam width c is made larger than the beam formation a (in the present embodiment, the beam width is substantially equal to the column width). By doing so, it is integrally formed with the floor slab 50. By providing the lath net 33 at the boundary between the beam 30 and the floor slab 50, concrete having different design strengths can be cast in the beam 30 and the floor slab 50. For example, concrete having a design strength of 36 N / mm ^{2 can be} placed on the beam 30, and concrete having a design strength of 24 N / mm ² can be placed on the floor slab 50. Depending on the conditions of the building, the beam width c may not be larger than the beam formation a.

As shown in FIGS. 1 (a) and 4 and 4, the orthogonal beam 40 is known to be provided in a direction orthogonal to the beam 30 in a plan view, and the upper portion of the stirrup bar 41 projects from the upper surface of the beam body 43. It is a half precast beam. The orthogonal beam 40 is a structural beam in which the beam formation ≥ beam width after the concrete 61 is placed in the portion corresponding to the slab thickness b of the floor slab 50. The upper end beam main bar 42 is arranged inside the upper end of the stirrup bar 41 after the orthogonal beam 40 is hung between the column members 20 and 20.

In the present embodiment, the floor slab 50 is a field-cast slab having a slab thickness of 300 mm. Since the slab thickness b of the floor slab 50 is provided at the same height as the beam 30 at the same height as the beam formation a of the beam 30, the floor slab 50 and the beam 30 can share the formwork, and the reinforcement can be easily arranged. Since it can be done, the construction efficiency is improved. A known half precast plate, deck plate, or the like can also be used for the floor formwork.

(Structure of Joining Structure 1)
The joint structure 1 will be described with reference to FIGS. 1 and 2. The earthquake-resistant wall 10-1 is joined to the earthquake-resistant wall 10-2 via the joint portion J1 to form a linear wall in a plan view that serves as the earthquake-resistant wall. In the joint portion J1, the seismic wall 10-1 and the seismic wall 10-2 are provided close to each other at a predetermined interval, and the loop joint bar 11 of the seismic wall 10-1 and the seismic wall 10 are provided within the predetermined interval. The loop joint bar 11 of -2 is installed so as to face each other in front view and a part of them overlap (overlap) with each other, and the end face 13 of the shear wall 10-1 and the end face 13 of the shear wall 10-2. It is formed by filling the grout material 60 between the two.

The shear walls 10-1 and 10-2 are joined to the column members 20-1 and 20-2 via the joint portion J2, respectively. In the joint portion J2, the earthquake-resistant wall 10 and the column member 20 are similarly provided close to each other with a predetermined interval, and the loop joint bar 11 of the earthquake-resistant wall 10 and the loop joint bar of the column member 20 are provided within the predetermined interval. 21 are installed so as to face each other in a front view and part of them overlap each other, and are formed by filling a grout material 60 between the end surface 13 of the earthquake-resistant wall 10 and the end surface 23 of the column member 20. ..

The beams 30 are provided above and below the earthquake-resistant walls 10-1 and 10-2. Since the beam formation a is equal to the slab thickness b of the floor slab 50 and the beam 30 and the floor slab 50 are provided at the same height, the beam 30 is configured to be included in the floor slab 50 in appearance. There is. The end of the orthogonal beam 40 in the long axis direction is placed on the upper surface 25 of the column at the upper end of the column member 20, the main bar of the upper beam 42 and the slab bar of the floor slab 50 (not shown) are arranged on the upper surface, and concrete 61 is struck. By being installed, it is integrally formed with the pillar member 20 and the floor slab 50. In this way, the joint structure 1 is constructed by constructing the earthquake-resistant wall 10, the column member 20, the beam 30, the orthogonal beam 40, and the floor slab 50. In the present embodiment, the predetermined distances between the walls and the pillars and the walls at the joints J1 and J2 are 100 mm. The predetermined interval is preferably about 100 mm to 200 mm.

(Construction method of joint structure 1)
First, as shown in FIGS. 3A and 3B, a pillar is placed at a predetermined position on the floor surface F of an arbitrary floor so that the loop joint bar 21 faces the end surface 13 of the shear wall 10. After installing the member 20, the orthogonal beam 40 is hung between the column members 20 and 20. The orthogonal beam 40 is hung on the surface of the column member 20 where the loop joint bar 21 is not provided.

Next, as shown in FIG. 4A, the seismic wall 10-1 is built on the vertical bar 14 on the lower floor so that one loop joint bar 11 faces the loop joint bar 21 of the column member 20. After that, one loop joint bar 11 of the seismic wall 10-2 is opposed to the other loop joint bar 11 of the seismic wall 10-1, and the other loop joint bar 11 of the seismic wall 10-2 is placed on the column member 20-2. The shear wall 10-2 is built on the vertical bar 14 on the lower floor so as to face one of the loop joint bars 21.

After building the shear walls 10-1 and 10-2, a simple formwork (not shown) is installed at the joints J1 and J2, and the column members 20-1, the shear walls 10-1, 10-2, The beam main bar 31 and the stirrup bar 32 of the beam 30 are arranged on the column member 20-2, and the state shown in FIG. 4B is obtained. Here, the beam main bar 31 can be a mechanical joint or a lap joint at an arbitrary position in the column span. At the same time, the upper end beam main bar 42 is arranged on the column member 20 and inside the upper end of the stirrup bar 41 of the orthogonal beam 40. In addition, the slab muscles of the floor slab 50 are arranged. In parallel with this, the reinforcement arrangement and the formwork of the band reinforcement are installed at the column-beam joint portion of the orthogonal beam 40 and the column member 20.

After bar arrangement, a lath net 33 (shown in FIG. 2) is provided at the boundary between the beam 30 and the floor slab 50, and the shear walls 10-1 and 10-2 are provided between the column member 20-1 and the shear wall 10-1. In the meantime, the members are joined so as to close the space between the earthquake-resistant wall 10-2 and the column member 20-2 with a filler such as a grout material 60. After the filler is hardened, concrete 61 for the slab, the beam, and the beam-column joint is cast to form the beam 30 and the floor slab 50, which are joined as shown in FIG. 4 (c). Structure 1 is completed. As the filler, in addition to mortar grout and high-fluidity concrete, any material that can be reliably filled in the gap between the earthquake-resistant wall and the column member and between the earthquake-resistant wall and can exhibit the same strength as the wall member and the column member. It goes without saying that various filling materials can be used. When concrete such as high-fluidity concrete is placed in the joints J1 and J2, it may be placed at the same time as the concrete is placed in the beam 30.

According to the present embodiment, since the orthogonal beam 40 is a structural beam and the beam width c of the beam 30 is increased to substantially equal to the column width of the column member 20, the beam formation a of the beam 30 is a slab of the floor slab 50. It can be substantially equal to the thickness b. Further, since the installation heights of the beam 30 and the floor slab 50 are the same, it is not necessary to increase the upper portions of the joints J1 and J2 for the joint of the main bar 31 of the beam 30. Further, the formwork work for the floor slab 50 and the beam 30 can be performed in parallel at the same time, and the bar arrangement work can also be performed in parallel at the same time. Further, the joints J1 and J2 between the columns and the walls and between the walls can be made smaller than the normal joints between the precast members by using the wall joints and the column joints. Therefore, the construction period can be shortened, the work efficiency of beam construction can be improved, and the construction of the joint between columns and walls and between walls can be rationalized.

[Second Embodiment]
5 (a) and 5 (b) show the joint structure 2 (hereinafter referred to as the joint structure 2) of the precast concrete earthquake-resistant wall according to the second embodiment of the present invention. The joint structure 2 has the same structure as the joint structure 1 except that the orthogonal beam 40A orthogonal to the beam 30 in a plan view is different and the joint portion between the beam 30 and the orthogonal beam 40A is different. The joint structure 1 was a structure using a precast beam member in which the orthogonal beam 40 was connected to the beam main bar at the beam-column joint and concrete was cast, but the joint structure 2 was a beam-column integrated type as an orthogonal beam. It is a structure using the precast beam member of. As shown in FIGS. 6A and 6B, the orthogonal beam 40A is a precast beam member including the column-beam intersection 45, and the long-axis end portion is joined to another orthogonal beam in the middle of the column span. Will be done. As shown in FIG. 5A, the beam 30 is joined to the orthogonal beam 40A by a mechanical joint 70.

(Components of Joint Structure 2)
As shown in FIGS. 6A and 6B, the orthogonal beam 40A is a precast beam member having a column-beam intersection 45 having a cross section equal to that of the column member 20 in the center of the beam body 43A. The column-beam intersection 45 has a main bar insertion hole 46, the column main bar 24 of the column member 20 is inserted into the main bar insertion hole 46, the orthogonal beam 40A is placed on the column member 20, and a grout material is inserted into the main bar insertion hole 46. It is filled and joined. In the column-beam intersection 45, a loop joint bar 48 is arranged on a side surface 47 in a direction orthogonal to the beam major axis direction in a plan view, and when the orthogonal beam 40A is placed on the column member 20, a loop is formed. The joint bar 48 and the loop joint bar 21 are arranged parallel to the axial direction of the column main bar 24. The orthogonal beam 40A has a beam main bar 49 protruding from the side surface 47.

(Structure of Joining Structure 2)
The joint structure 2 will be described with reference to FIGS. 5 and 6. The structure of the joint portion J1 is the same as that of the joint structure 1. The joint portion J2A is installed so that the one provided on the upper side of the loop joint muscle 11 faces the loop joint muscle 48 in front view instead of the loop joint muscle 21 and a part of the joint portion J2A is overlapped with each other. The point is different from the joint J2. Further, the orthogonal beam 40A is placed on the column member 20, and the beam main bar 49 is joined to the beam 30 by a known mechanical joint 70 with the beam main bar 31, and is joined to the adjacent orthogonal beam in the middle of the column span. The point is different.

The dimensions of each part such as the diameter of various reinforcing bars, the reinforcing bar arrangement pitch, the beam formation, the beam width, and the slab thickness described above are not limited to the numerical values shown in the present embodiment, and the strength required for each building. It can be set as appropriate according to the above.

(Construction method of joint structure 2)
First, as shown in FIGS. 6A and 6B, a pillar is placed at a predetermined position on the floor surface F of an arbitrary floor so that the loop joint bar 21 faces the end surface 13 of the shear wall 10. Members 20-1 and 20-2 are installed. After that, the orthogonal beam 40A is placed on the column upper surface 25 of the column members 20-1 and 20-2 so that the beam longitudinal direction comes to the surface of the column members 20-1 and 20-2 where the loop joint bar 21 is not provided. Each is placed.

Next, as shown in FIG. 7A, a seismic wall 10-1 is erected on the vertical bar 14 on the lower floor so that one loop joint bar 11 faces the loop joint bar 21 of the column member 20-1. Include. After that, one loop joint bar 11 of the seismic wall 10-2 is opposed to the other loop joint bar 11 of the seismic wall 10-1, and the other loop joint bar 11 of the seismic wall 10-2 is placed on the column member 20-2. The shear wall 10-2 is built on the vertical bar 14 on the lower floor so as to face one of the loop joint bars 21.

After building the shear walls 10-1 and 10-2, a simple formwork (not shown) was installed at the joints J1 and J2A, and as shown in FIG. 7B, the shear walls 10-1, The beam main bar 31 and the stirrup bar 32 of the beam 30 are arranged on 10-2. The beam main bars 49 of the orthogonal beam 40A are joined to both ends of the beam main bar 31 via a mechanical joint 70. The beam main bar 31 can be a mechanical joint or a lap joint at any position within the column span. In addition, slab muscles (not shown) of the floor slab 50 are arranged.

After bar arrangement, a lath net 33 is provided at the boundary between the beam 30 and the floor slab 50, and between the column member 20-1 and the shear wall 10-1, between the shear walls 10-1 and 10-2, and the shear wall 10-. The space between 2 and the pillar member 20-2 is closed with a filler such as grout material 60. After the filler is hardened, the concrete 61 is cast to form the beam 30 and the floor slab 50, and the joint structure 2 is completed as shown in FIG. 7 (c). As the filler, as described above, various concretes can be used instead of the grout material 60. When concrete such as high-fluidity concrete is used, the concrete of the beam 30 may be cast at the same time as the joints J1 and J2A.

[Modification example]
In each of the above embodiments, the wall body is a substantially rectangular parallelepiped, but as shown in FIGS. 8A and 8B, the wall body is on the side end surface in the width direction of the wall body along the height direction. The recess 17 may be formed. Since the recess 17 is formed, it is not necessary to install a formwork at the joint between the earthquake-resistant walls and the joint between the earthquake-resistant wall and the column member, and the work efficiency is improved.

In each of the above embodiments, two earthquake-resistant walls are provided between the column members, but only one earthquake-resistant wall may be provided between the column members, and three or more earthquake-resistant walls are provided. You may be.

In each of the above embodiments, the beam width of the beam 30 is substantially equal to the column width of the column member 20, but may be smaller than the column width of the column member 20 or larger than the column width of the column member 20. ..

In each of the above embodiments, the orthogonal beam uses a precast beam member of a beam-column joint connection type or a beam-column joint integrated type, but if it can support a building load, a beam center connection type or a beam An end connection type precast beam member may be used, or a cast-in-place RC beam may be used.

In each of the above embodiments, loop joints are arranged in the wall joints and column joints, but instead of the loop joints, a reinforced rod having a nut attached to the tip or Japanese Patent Application Laid-Open No. 2018-123644 Perforated steel plate gibber or the like as shown in FIGS. 1 and 3 may be used. Further, by inserting the reinforcing bar into the loop portion of the loop joint bar or the circular hole of the perforated steel plate gibber, the shear strength of the joint can be improved.

The present invention is not limited to the above-described embodiment, and various modifications can be made within the scope shown in each claim. That is, an embodiment obtained by combining technical means appropriately modified within the scope of the claims is also included in the technical scope of the present invention.

1, 2, Joint structure 10 Seismic wall 11, 21, 48 Loop joint bar 12 Wall body 13, 23 End face 14 Vertical bar 15, 70 Mechanical joint 16 Joint bar 17 Recess 20 Pillar member 22 Pillar body 24 Pillar main bar 25, 25A Column upper surface 30 Beam 31 Beam main reinforcement 32,41 Stirrup reinforcement 40,40A Orthogonal beam 42 Upper end beam main reinforcement 43,43A Beam body 44 Lower end beam main reinforcement 45 Column beam intersection 46 Main reinforcement insertion hole 47 Side 49 Beam main reinforcement 50 Floor slab 60 Beam 61 Concrete

Claims (5)

A precast column member in which column joint bars partially projecting outward along the height direction are arranged on the side end faces in the width direction.
It is installed with a predetermined gap from the precast column member between the precast column members erected adjacently, and faces the column joint bar in the width direction at a predetermined interval in the height direction. A precast earthquake-resistant wall with wall joints that partially protrude to the outside
The precast column member, floor slabs laid above and below the precast shear wall, and
Beams installed above and below the precast shear wall,
With
The beam has a beam formation substantially equal to the slab thickness of the floor slab.
The floor slab and the beam have the same installation height above and below the precast shear wall.
The precast concrete shear wall is characterized in that a joint is formed between the wall joint bar and the column joint bar via a filler that closes the gap and is joined to the precast column member. Joint structure. The precast shear wall is composed of a plurality of sheets so that the wall surface forms a flat surface, and when the precast shear wall is installed with a predetermined gap between the adjacent precast shear walls, the wall joining bar is formed between the adjacent precast shear walls. The first aspect of the present invention is that the reinforcing bars are arranged so as to face each other at the gap position, a joint is formed between the wall joining bars of each other via a filler that closes the gap, and the adjacent precast shear walls are joined. Joint structure of precast concrete shear wall described in. The joint structure of a precast concrete earthquake-resistant wall according to claim 1 or 2, wherein the beam width is substantially equal to the column width of the precast column member. Any one of claims 1 to 3, wherein the wall joint and the column joint have a substantially U-shaped protrusion, and the protrusion forms a loop joint with another protrusion. The joint structure of the precast concrete shear wall described in the section. The wall joint bar and the column joint bar have a protrusion provided with a perforated steel plate gibber or a nut, and the protrusion forms a joint with another protrusion, according to claims 1 to 3. The joint structure of the precast concrete shear wall according to any one item.

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