JP6863684B2 - Shear wall structure - Google Patents

Description

The present invention relates to a shear wall structure.

In the seismic reinforcement structure in Patent Document 1 below, anchor bars are embedded in the columns and beams of the column-beam frame at predetermined intervals, and the ends of the anchor bars are projected from the columns and beams into the structure surface of the frame. .. Then, this anchor bar is fixed to the concrete placed in the structure to construct the earthquake-resistant wall.

Japanese Unexamined Patent Publication No. 2013-221331

In the seismic retrofitting structure in Patent Document 1, it takes time and effort to construct anchor bars. In addition, bar arrangement work, formwork installation work, concrete placing work, and formwork dismantling work are required, and it takes time and effort to construct a seismic wall.

In view of the above facts, an object of the present invention is to provide a seismic wall structure having good workability by using precast concrete.

The seismic wall structure according to claim 1 has a column-beam structure made of reinforced concrete provided on a plurality of floors, and the side surface is separated from the side surface of the column of the column-beam structure when the column-beam structure is viewed from the front. Is separated from the lower surface of the beam of the column-column structure, and the lower surface is separated from the upper surface of the beam of the column-column structure and is arranged in the column-column structure. a cotter to transfer shear forces to the shear wall, a steel rod embedded along the pillar of the beam-column Frames at both ends of the shear wall, embedded in the beam, the shear wall disposed below floor The sheath pipe into which the steel rod protruding from the upper end surface of the above is inserted, and the steel rod embedded in the lower end surface of the earthquake-resistant wall arranged on the upper floor and embedded in the earthquake-resistant wall arranged on the upper floor. The inserted sleeve, the mechanical joint arranged so as to straddle the sheath pipe and the sleeve, and the upper end portion and the upper floor of the steel rod protruding from the earthquake-resistant wall arranged on the lower floor. The cotter comprises a gap between the lower end of the steel rod embedded in the seismic wall and the mechanical joint, and a grout injected into the gap between the mechanical joint and the sheath pipe and the sleeve. The side surface of the column, the side surface of the earthquake-resistant wall, the upper surface of the earthquake-resistant wall, the lower surface of the earthquake-resistant wall and the recess formed on the upper surface of the beam, respectively, and the grate material is injected between the column-beam structure and the earthquake-resistant wall. Is formed.

In the earthquake-resistant wall structure according to claim 1, shear force is transmitted from the column to the earthquake-resistant wall by a cotter formed between the column-beam frame and the earthquake-resistant wall. In addition, the shear force is transmitted from the beam to the shear wall via the cotter. Therefore, the vertical force and the horizontal force acting on the column-beam frame can be applied to the shear wall.

Therefore, it is not necessary to fix the wall reinforcement of the earthquake-resistant wall to the columns and beams, and to transmit the force from the columns and beams to the earthquake-resistant wall through the wall reinforcement. Therefore, it is not necessary to construct the wall reinforcement of the earthquake-resistant wall across the columns and beams, and the workability is good.

Further, the ends of the steel rods embedded in both ends of the earthquake-resistant wall are fixed to the beam of the column-beam frame or another earthquake-resistant wall. Therefore, when a bending moment acts on the column and the side surface of the column near the earthquake-resistant wall receives a tensile force, the steel rod bears the tensile force, so that the elongation and deformation of the side surface of the column is suppressed. Therefore, cracking of the pillar can be suppressed.

In the seismic wall structure according to one aspect , the beam is formed with a through hole through which the steel rod protruding from the upper end surface of the seismic wall arranged on the lower floor is formed, and the seismic wall structure is arranged on the upper floor. An insertion hole into which the steel rod is inserted is formed on the lower end surface of the wall.

In the seismic wall structure described in one embodiment , a steel rod protruding from the upper end surface of the seismic wall arranged on the lower floor penetrates the through hole of the beam and is formed on the lower end surface of the seismic wall arranged on the upper floor. It is inserted into the inserted insertion hole. That is, the insertion hole of the earthquake-resistant wall arranged on the upper floor communicates with the through hole formed in the beam. Therefore, by injecting the grout material into the insertion hole, the grout material wraps around between the seismic wall arranged on the lower floor and the column-beam frame through the through hole. Therefore, the efficiency of the grout material injection work is high.
The seismic wall structure according to one embodiment includes a mechanical joint arranged across the through hole and the insertion hole, and has an upper end portion of the steel rod protruding from the seismic wall arranged on a lower floor. The lower end of the steel rod embedded in the earthquake-resistant wall arranged on the upper floor is connected by the mechanical joint.

In the seismic wall structure according to one aspect , the cotter is formed on the side surface of the pillar facing each other, the end surface of the seismic wall, the lower surface of the beam, and the end face of the seismic wall, respectively, and a recess in which a grout material is injected. have.

In the seismic wall structure according to one aspect , since the cotter is formed by a recess, the column, the beam, and the seismic wall do not protrude from the end face of the seismic wall. Therefore, when arranging the earthquake-resistant wall, the cotters do not interfere with each other, and the construction is easy.

According to the seismic wall structure according to the present invention, it is possible to provide a seismic wall structure having good workability by using precast concrete.

(A) is an elevation view showing a shear wall structure according to an embodiment of the present invention, (B) is a sectional view taken along line BB of (A), and (C) is CC of (A). It is a line sectional view. It is a partial cross-sectional view which shows the connecting structure of the reinforcing bar in the earthquake-resistant wall structure which concerns on embodiment of this invention, (A) shows the state which fixed the connecting pipe to the earthquake-resistant wall with a string, (B) is the reinforcing bar by the connecting pipe. The surrounding state is shown, and (C) shows the state where the reinforcing bar and the connecting pipe are fixed with the grout material. It is an elevation view which shows the construction procedure of the earthquake-resistant wall structure which concerns on embodiment of this invention, and shows the state which put the earthquake-resistant wall on the upper part of a beam. It is an elevation view which shows the construction procedure of the earthquake-resistant wall structure which concerns on embodiment of this invention, and shows the state which the beam is laid over the upper part of the earthquake-resistant wall. It is an elevation view which shows the construction procedure of the earthquake-resistant wall structure which concerns on embodiment of this invention, and shows the state which the earthquake-resistant wall of the upper floor is placed on the beam which spans the upper part of the earthquake-resistant wall. It is an elevation view which shows the construction procedure of the shear wall structure which concerns on embodiment of this invention, and shows the state which the grout material is filled in the space between a beam and a shear wall. It is a partial elevation view which shows the modification of the cotter of the earthquake-resistant wall structure which concerns on embodiment of this invention, (A) shows the state which formed the convex part on the column and the beam, (B) is the convex part on the earthquake-resistant wall. (C) shows a state in which a convex portion is formed on a column, a beam and an earthquake-resistant wall, and (D) is a state in which a shear force transmission member is engaged with a concave portion formed in the beam and the earthquake-resistant wall. (E) is a partial cross-sectional view showing a state before engaging the shear force transmitting member with the recess, and (F) is a partial cross section showing a state after engaging the shear force transmitting member with the recess. It is a figure. It is a partial elevation view which shows the deformation example of the reinforcing bar embedded in the earthquake-resistant wall in the earthquake-resistant wall structure which concerns on embodiment of this invention, and (A) shows the state which fixed the upper end part of the reinforcing bar to the earthquake-resistant wall of the upper floor. (B) shows a state in which the upper end of the reinforcing bar is fixed to the beam, (C) shows a state in which a PC steel wire is passed over a plurality of floors instead of the reinforcing bar, and (D) shows a state in which the PC steel of (C) is passed. It is a partial plan cross section which shows the state which the earthquake-resistant wall is temporarily fixed to a column prior to the construction of a line.

(Shear wall structure)
As shown in FIG. 1 (A), the seismic wall structure of the present embodiment is made of a column-beam frame 10 formed of columns 12 and beams 14 made of precast concrete and precast concrete arranged in the column-beam frame 10. The earthquake-resistant wall 20 is provided with cotters 30 and 32 formed between the column-beam frame 10 and the earthquake-resistant wall 20, and reinforcing bars 40 embedded along the columns 12 at both ends of the earthquake-resistant wall 20. ..

(Column beam frame)
The column-beam frame 10 is continuously provided over a plurality of floors, and the columns 12 and beams 14 constituting the column-beam frame 10 are made of precast concrete. Recesses 12V are formed on the side surface of the pillar 12 at equal intervals in the height direction (direction of arrow V in FIG. 1A). As shown in FIGS. 1A and 1B, the recess 12V is formed in a trapezoidal shape that expands from the inside to the outside in order to facilitate demolding when the pillar 12 is molded. Further, recesses 14H are formed on the upper and lower end surfaces of the beam 14 at equal intervals in the horizontal direction (direction of arrow H in FIG. 1A), and are formed in a trapezoidal shape like the recesses 12V.

Sheath pipes 50 are embedded at both ends of the beam 14, and through holes that communicate with each other above and below the beam 14 are formed. As shown in FIG. 2C, the sheath pipe 50 includes a large-diameter portion 52 opened to the upper end surface of the beam 14 and a small-diameter portion 54 opened to the lower end surface of the beam 14, from the small-diameter portion 54. The inserted reinforcing bar 40 is arranged so as to penetrate to the large diameter portion 52. Further, inside the large diameter portion 52, a mechanical joint 60 is arranged so as to surround the reinforcing bar 40.

The lower end of the mechanical joint 60 is in contact with the stepped portion 53 formed between the large diameter portion 52 and the small diameter portion 54 of the sheath pipe 50, and the upper end portion of the mechanical joint 60 is arranged above the beam 14. It is inserted into a sleeve 70U embedded in the lower end surface of the seismic wall 20U. Further, a reinforcing bar 40U of the earthquake-resistant wall 20U on the upper floor is inserted into the upper end of the mechanical joint 60.

The mechanical joint 60 is a plug-in type mechanical joint that can be inserted without screwing in the reinforcing bar. By filling the reinforcing bar 40 and the reinforcing bar 40U with the grout material G between the reinforcing bar 40U and the mechanical joint 60, the reinforcing bar 40 and the reinforcing bar 40 and the mechanical joint 60 are filled. Stress can be transmitted between the reinforcing bars 40U. The grout material G is injected into the entire inside of the sheath pipe 50, the mechanical joint 60, and the sleeve 70, and the grout material G is integrated with the grout material G filled between the beam and the shear wall 20. ..

The reinforcing bar 40 is an example of a steel rod in the present invention, and in the present embodiment, it is a deformed reinforcing bar, and the adhesive force of the grout material G is enhanced. As the reinforcing bar 40, round steel may be used instead of the deformed reinforcing bar. Further, the sheath pipe 50 embedded in the beam 14 is not always necessary, and the beam 14 may be formed with a through hole having a large diameter portion and a small diameter portion. Similarly, the sleeve 70 is not always required for the earthquake-resistant wall 20, and an insertion hole may be formed on the lower end surface of the earthquake-resistant wall 20.

The region F in FIG. 1A shows the cross sections of the columns 12, the beams 14, and the shear wall 20. The reinforcing bars 40, the sheath pipe 50, and the sleeve 70 are drawn with solid lines in the same manner as the area F in the area outside the area F, that is, in the area showing the elevations of the columns 12, the beams 14, and the shear wall 20. It is simplified to make the explanation easy to understand, and cannot be visually recognized from the outside. The same applies to FIGS. 3, 4, 5 and 6.

(Shear wall)
As shown in FIG. 1 (A), the earthquake-resistant wall 20 is arranged with a gap from the column-beam frame 10, and the space formed in the gap is filled with the grout material G so that the earthquake-resistant wall 20 becomes the column-beam frame. It is fixed at 10. A spacer 16 is arranged between the beam 14 below the earthquake-resistant wall 20 and the earthquake-resistant wall 20 to secure a gap between the beam 14 below the earthquake-resistant wall 20 and the earthquake-resistant wall 20.

Although the spacer 16 is a block made of resin, it may be a block made of metal. Alternatively, it may be a concrete protrusion formed integrally with the earthquake-resistant wall 20 and protruding from the earthquake-resistant wall 20, or a bolt screwed into a nut embedded in the earthquake-resistant wall 20. If the spacer 16 is a bolt, the horizontal accuracy of the shear wall 20 can be adjusted by adjusting the screwing amount.

In FIG. 1A, the gap between the beam 14 below the earthquake-resistant wall 20 and the earthquake-resistant wall 20 is formed to have substantially the same width as the gap between the beam 14 above the earthquake-resistant wall 20 and the earthquake-resistant wall 20. However, this gap width can be further reduced. By reducing the gap width, it becomes easier to transmit the shearing force between the beam 14 below the earthquake-resistant wall 20 and the earthquake-resistant wall 20.

Recesses 20V are formed on the side surface of the earthquake-resistant wall 20 at equal intervals in the height direction. Further, the recess 20V is formed at a position facing the recess 12V of the pillar 12. Further, the recesses 20V and the recesses 12V are integrally filled with the grout material G filled in the space between the earthquake-resistant wall 20 and the column-beam frame 10.

Therefore, the axial force acting on the column 12 is transmitted to the earthquake-resistant wall 20 via the grout material G filled in the recesses 12V and 20V. That is, the recesses 12V and 20V and the grout material G function as a cotter 30 that transmits a shearing force QV between the column 12 and the earthquake-resistant wall 20.

Similarly, recesses 20H are formed on the upper and lower end surfaces of the earthquake-resistant wall 20 at equal intervals in the horizontal direction. Further, the recess 20H is formed at a position facing the recess 14H of the beam 14. Further, the recess 20H and the recess 14H are integrally filled with the grout material G filled in the gap between the earthquake-resistant wall 20 and the column-beam frame 10.

Therefore, the axial force acting on the beam 14 is transmitted to the shear wall 20 via the grout material G filled in the recesses 14H and 20H. That is, the recesses 14H and 20H and the grout material G function as a cotter 32 that transmits a shearing force QH between the column 12 and the earthquake-resistant wall 20.

At both ends of the shear wall 20, there are two reinforcing bars in the direction of arrow H in FIG. 1 (A) and two in the direction of arrow D in FIG. 1 (C), for a total of four reinforcing bars (a total of eight reinforcing bars at both ends). 40 is buried. The reinforcing bar 40 is embedded inside from a position approximately 100 mm to 150 mm away from the side end surface (end surface in the arrow H direction) of the earthquake-resistant wall 20.

The upper end of the reinforcing bar 40 protrudes from the upper end surface of the earthquake-resistant wall 20 and is inserted into the sheath pipe 50 embedded in the beam 14. Further, the lower end portion of the reinforcing bar 40 is inserted into the sleeve 70 embedded in the lower end surface of the earthquake-resistant wall 20. Further, as shown in FIG. 2C, the lower end portion of the reinforcing bar 40 is inserted into the mechanical joint 60 protruding from the sheath pipe 50 embedded in the beam 14 below the earthquake-resistant wall 20.

(Construction method)
In order to construct the shear wall 20 in the column-beam frame 10, first, as shown in FIG. 3, the shear wall 20 is placed on the upper part of the beam 14B on the lower floor via the spacer 16. At this time, the earthquake-resistant wall 20 is arranged between the columns 12, and as shown in FIG. 2A, the upper end of the reinforcing bar 40B protruding from the upper end surface of the lower-floor earthquake-resistant wall 20B is the lower-floor beam 14B. It does not protrude from the sheath tube 50B embedded in. Further, the lower end of the reinforcing bar 40 embedded in the earthquake-resistant wall 20 does not protrude from the sleeve 70 embedded in the earthquake-resistant wall 20. Further, the mechanical joint 60 is housed inside the sleeve 70. That is, nothing protrudes from the lower end surface of the earthquake-resistant wall 20 and the upper end surface of the beam 14B on the lower floor.

Therefore, the earthquake-resistant wall 20 can be easily slid in the lateral direction (horizontal direction) on the upper part of the beam 14B, and can be easily aligned at a predetermined position. The predetermined position is a position where the plane positions of the reinforcing bars 40B protruding from the upper end surface of the lower floor earthquake-resistant wall 20B in FIG. 2 (A) and the reinforcing bars 40 embedded in the arranged earthquake-resistant wall 20 substantially match. Is.

In order to accommodate the mechanical joint 60 inside the sleeve 70, one end of the string 62 is joined to the upper end of the mechanical joint 60, and the string 62 is a grout injection formed substantially horizontally on the shear wall 20. The other end is fixed to the side surface of the shear wall 20 through the hole 22. In this embodiment, the earthquake-resistant wall 20 is arranged after the pillar 12, but the construction order may be reversed.

Next, as shown in FIG. 2B, the string 62 is released from being fixed, the mechanical joint 60 is dropped into the sheath pipe 50 of the beam 14 by its own weight, and is locked to the stepped portion 53. As a result, the mechanical joint 60 is arranged so as to straddle the sleeve 70 embedded in the earthquake-resistant wall 20 and the sheath pipe 50 embedded in the beam 14.

Further, as shown in FIG. 4, the gap between the earthquake-resistant wall 20 and the beam 14B is closed by an air hose 18, a formwork (not shown), or the like. As a result, the space VU between the beam 14B and the earthquake-resistant wall 20 on the upper floor and the space VD between the beam 14B and the earthquake-resistant wall 20 on the lower floor form the sheath pipe 50, the mechanical joint 60, and the sleeve 70. It is communicated through. The gap between the earthquake-resistant wall 20 on the lower floor and the beam 14B is closed by the air hose 18 when the beam 14B is installed. Therefore, by injecting the grout material G from the grout injection hole 22 formed in the earthquake-resistant wall 20, the grout material G is filled in the sleeve 70, the mechanical joint 60, the sheath pipe 50, the space VD, and the space VU. At this time, the grout material G is integrally filled in the recesses 14H and 20H. In FIG. 4, the spacer 16 shown in FIG. 1 is omitted in order to make the configuration easy to understand.

After filling the grout material G, the joint member 12A and the beam 14 are placed on the upper part of the column 12. At this time, the beam 14 is dropped in the vertical direction while passing the reinforcing bar 40 protruding from the upper end surface of the earthquake-resistant wall 20 through the sheath pipe 50 embedded in the beam 14. The joint member 12A has the same flat cross-sectional dimension as the flat cross-sectional dimension of the column 12, and is integrated with the beams 14 on both sides. Further, the beam 14 is divided at the central portion, and each of the divided members is joined by using a reinforcing bar and a sleeve or the like.

Although the joint member 12A is made of precast concrete in the present embodiment, the embodiment of the present invention is not limited to this. For example, it may be formed of cast-in-place concrete that is also used as a joint for column main bars and beam main bars.

Further, in the present embodiment, the columns 12 and the beams 14 are formed of precast concrete, but the embodiment of the present invention is not limited to this, and may be formed of cast-in-place concrete. Further, the structural form of the column-beam frame 10 may be of various structures and scales such as a reinforced concrete structure, a steel-framed reinforced concrete structure, and a mixed structure thereof.

When the column 12 and the beam 14 are formed of cast-in-place concrete, for example, after installing the formwork of the column 12, the earthquake-resistant wall 20 is arranged at a predetermined position and the formwork of the beam 14 is installed. Then, the concrete of the columns 12 and the beams 14 is cast. In this case, the recess 12V of the column 12 and the recess 14H of the beam 14 are provided so close that the column 12 and the shear wall 20 and the beam 14 and the shear wall 20 are sufficiently close to each other so that stress can be sufficiently transmitted to each other. Can be configured without the provision of.

Alternatively, after placing the concrete of the pillar 12, the earthquake-resistant wall 20 is arranged at a predetermined position to install the formwork of the beam 14. Then, the concrete of the beam 14 is placed. In this case, the beam 14 and the earthquake-resistant wall 20 are sufficiently close to each other so that stress can be sufficiently transmitted to each other so that the recess 14H of the beam 14 is not provided.

Next, as shown in FIG. 5, the gap between the earthquake-resistant wall 20 and the beam 14 is closed with an air hose 18 or a formwork, and the gap between the earthquake-resistant wall 20 and the pillar 12 is not shown. Close with a frame or the like. As a result, a space VV is formed between the pillar 12 and the earthquake-resistant wall 20. By injecting the grout material G into the space VV, the grout material G is filled in the space VV. At this time, the grout material G is integrally filled in the recesses 12V and 20V.

Further, the pillar 12U on the upper floor is placed on the upper part of the joint member 12A, and the earthquake-resistant wall 20U on the upper floor is placed on the upper part of the beam 14 via the spacer 16.

By repeating the above steps, as shown in FIG. 6, the seismic wall 20 is constructed over a plurality of floors. In the present embodiment, the grout material G is injected into the sleeve 70, the mechanical joint 60, the sheath pipe 50, the space VD, and the space VU by injecting the grout material G from the grout injection hole 22 formed in the earthquake-resistant wall 20. Although it is supposed to be filled, the embodiment of the present invention is not limited to this. For example, the grout material may be injected separately into the space VD and the space VU. In this case, after the joint member 12A and the beam 14 are placed on the upper part of the column 12, the grout material is injected from the sheath pipe 50, and the sheath pipe 50 and the space VD are filled with the grout material. Further, after mounting the earthquake-resistant wall 20U on the upper floor, the sleeve 70, the mechanical joint 60, and the space VU are filled with the grout material G.

(Action / effect)
According to the seismic wall structure of the present embodiment, as shown in FIG. 1A, the cotter 30 formed of the recesses 12V and 20V and the grout material G, the recesses 14H and 20H and the cotter 32 formed of the grout material G , The vertical force and the horizontal force acting on the column-beam frame 10 can be borne by the shear wall 20. Therefore, for example, it is not necessary to construct the wall reinforcement protruding from the earthquake-resistant wall 20 across the columns 12 and the beams 14. Therefore, the workability of the earthquake-resistant wall 20 is high.

In the present embodiment, the cotter 30 includes a recess 12V formed in the pillar 12 and a recess 20V formed in the earthquake-resistant wall 20, but the embodiment of the present invention is not limited to this. For example, as shown in FIG. 7A, a convex portion 12VE may be formed instead of the concave portion 12V of the pillar 12.

Alternatively, as shown in FIG. 7B, a convex portion 20VE may be formed instead of the concave portion 20V of the earthquake-resistant wall 20.

Alternatively, as shown in FIG. 7C, a convex portion 12VE may be formed on the pillar 12 and a convex portion 20VE may be formed on the earthquake-resistant wall 20 without forming a concave portion on either the pillar 12 or the earthquake-resistant wall 20. Good. In this case, by alternately arranging the convex portions 12VE and the convex portions 20VE in the height direction, the distance t1 between the pillar 12 and the earthquake-resistant wall 20 can be narrowed. If t1 is narrowed, the amount of grout material to be filled can be reduced.

When the earthquake-resistant wall 20 is installed in the structure surface of the column-beam frame 10, it is necessary to slide the earthquake-resistant wall 20 from the horizontal direction in order to avoid interference between the convex portion 12VE and the convex portion 20VE. However, as shown in FIG. 2A, since there is nothing protruding from the lower end surface of the earthquake-resistant wall 20 and the upper end surface of the beam 14, the construction can be easily performed.

Similarly, in the present embodiment, the cotter 32 includes a recess 14H formed in the beam 14 and a recess 20H formed in the earthquake-resistant wall 20, but the embodiment of the present invention is not limited to this. For example, as shown in FIG. 7A, a convex portion 14HE may be formed instead of the concave portion 14H of the beam 14.

Alternatively, as shown in FIG. 7B, a convex portion 20HE may be formed instead of the concave portion 20H of the earthquake-resistant wall 20.

Alternatively, as shown in FIG. 7C, a convex portion 14HE may be formed on the beam 14 and a convex portion 20HE may be formed on the earthquake-resistant wall 20 without forming a concave portion on either the column 12 or the earthquake-resistant wall 20. Good. In this case, by alternately arranging the convex portions 14HE and the convex portions 20HE in the horizontal direction, the distance t2 between the beam 14 and the earthquake-resistant wall 20 can be narrowed. If t2 is narrowed, the amount of grout material to be filled can be reduced. Regardless of the form of the cotter 32, the horizontal force acting on the column-beam frame 10 can be applied to the shear wall 20.

Further, as shown in FIGS. 7A to 7C, the shapes of the convex portions 12VE, 20VE, 14HE, and 20HE may be trapezoidal or cubic. If it is trapezoidal, it is easy to remove the mold after molding, and if it is cubic, the structure of the formwork is simple.

Further, as shown in FIGS. 7 (D) to 7 (F), the recess 20HP formed in the shear wall 20 and the recess 14HP formed in the beam 14 are engaged in the direction of arrow H shown in FIG. 7 (D). The shearing force transmitting member 36 may be arranged. The shear force transmitting member 36 is, for example, a metal block or a high-strength concrete block, and since shear strain is unlikely to occur, the horizontal force acting on the beam 14 can be easily transmitted to the shear wall 20.

In order to arrange the shear force transmitting member 36, for example, as shown in FIGS. 7 (D) and 7 (E), the earthquake-resistant wall 20 is formed with a recess 20HP penetrating between the wall surfaces 20F. Then, as shown in FIG. 7 (E), the shear force transmitting member 36 is slid from the direction of arrow D (the direction orthogonal to the structural surface of the column-beam frame 10) and inserted into the recess 20HP. Next, as shown in FIG. 7 (F), it is slid in the direction of arrow V (upward), a spacer or the like is inserted into the recess 20HP, and the shear force transmitting member 36 is lifted and engaged with the recess 14HP. As a result, the shear force transmission member 36 engages with the recess 20HP formed in the shear wall 20 and the recess 14HP formed in the beam 14.

Further, as shown in FIG. 1A, according to the earthquake-resistant wall structure of the present embodiment, the upper end portion of the reinforcing bar 40 embedded in the earthquake-resistant wall 20 is fixed to the beam 14 and is moved upstairs by the mechanical joint 60. It is connected to the reinforcing bar 40U buried in the earthquake-resistant wall 20U. The lower end of the reinforcing bar 40 is inserted into a sleeve 70 embedded in the lower end surface of the earthquake-resistant wall 20, and is connected to the reinforcing bar 40B protruding from the upper end surface of the earthquake-resistant wall 20B on the lower floor by a mechanical joint 60.

As a result, when a bending moment acts on the column 12 in the event of an earthquake or the like and the side surface of the column 12 near the earthquake-resistant wall 20 receives a tensile force, the reinforcing bar 40 can bear the tensile force. Therefore, the elongation deformation of the side surface of the pillar 12 is suppressed, and the cracking of the pillar 12 can be suppressed.

In the present embodiment, the upper end of the reinforcing bar 40 is fixed to the beam 14 and connected to the reinforcing bar 40U embedded in the earthquake-resistant wall 20U on the upper floor by a mechanical joint 60. Not exclusively.

For example, as in the reinforcing bar 42 shown in FIG. 8A, the upper end portion is penetrated through the sheath pipe 50 of the beam 14 and further inserted into the sleeve 70U embedded in the lower end surface of the earthquake-resistant wall 20U on the upper floor. It may be fixed to the earthquake-resistant wall 20U on the upper floor. In this case, even if the mechanical joint 60 is not used, the sleeve 70U is joined as a mechanical joint between the reinforcing bar 42 and the reinforcing bar 42U embedded in the earthquake-resistant wall 20U on the upper floor. Further, since it is not necessary to provide the sheath pipe 50 with a step portion 53 (see FIG. 2C) for engaging the mechanical joint 60, the configuration of the sheath pipe 50 can be simplified. As described above, the mechanical joint 60 may not be used. At this time, it is preferable to use a mortar-filled joint having ribs on the inner peripheral surface as the sleeve 70U, as long as it can transmit a tensile force between the reinforcing bar 42 and the reinforcing bar 42U.

Further, for example, as in the reinforcing bar 44 shown in FIG. 8B, the upper end portion may be inserted into the sleeve 56 embedded in the lower end surface of the beam 14 and connected to the reinforcing bar 46 embedded in the beam 14. In this case, the reinforcing bar 46 is projected from the upper end surface of the beam 14 and inserted into the sleeve 70U embedded in the lower end surface of the earthquake-resistant wall 20U on the upper floor. By doing so, the protruding length of the reinforcing bar 44 protruding from the earthquake-resistant wall 20 can be shortened, so that the earthquake-resistant wall 20 can be easily transported and the beam 14 can be easily constructed.

Further, for example, as shown in FIG. 8C, a sheath pipe 72 penetrating in the vertical direction may be embedded in the earthquake-resistant wall 20, and the PC steel wire 48 may be arranged so as to penetrate over a plurality of floors. In this case, prior to the construction of the PC steel wire 48, for example, if the earthquake-resistant wall 20 is temporarily fixed to the columns 12 on the plurality of floors using the angle member 80 as shown in FIG. 8 (D), the beams 14 on the plurality of floors The PC steel wire 48 can be passed through the sheath pipe 50 and the sheath pipe 72 of the earthquake-resistant wall 20 at once.

The PC steel wire 48 can be prestressed to the beam 14, the shear wall 20, and the column 12 joined to the beam 14 by tensioning the PC steel wire 48 through a desired number of floors and then using a hydraulic jack or the like. .. After applying prestress, grout is filled inside the sheath tube 72 and the sheath tube 50. By applying prestress to the column 12 in this way, the elongation and deformation of the column 12 can be suppressed, and the cracking of the column 12 can be suppressed. A PC steel rod having a large cross-sectional area may be used depending on the magnitude of the required prestress force.

The PC steel wire 48 may be divided for each length of one floor without passing through a plurality of floors. In this case, every time the earthquake-resistant wall 20 on each floor is constructed, it can be constructed while being sequentially connected by using a mechanical joint. If the length is divided by the length of one floor in this way, it is not necessary to temporarily fix the earthquake-resistant wall 20 to the pillar 12, so that the workability is good.

Further, the sheath pipe 72 may be passed through a deformed reinforcing bar instead of the PC steel wire 48 or the PC steel rod. Like the PC steel wire 48, this deformed reinforcing bar may penetrate the earthquake-resistant wall 20 over a plurality of floors, or may be divided into each floor. When divided, various mechanical joints such as threaded reinforcing bar joints that engage the screws formed on the inner peripheral surface with deformed reinforcing bars and steel pipe crimping joints that crimp and fix the reinforcing bars and sleeves can be used. it can.

Further, as shown in FIG. 6, according to the seismic wall structure of the present embodiment, the space VU above the beam 14 and the space VD below the beam 14 are communicated with each other by the sheath pipe 50. Therefore, the grout material G can be filled in the sheath pipe 50, the mechanical joint 60, the sleeve 70, and the space VB and VU simply by injecting the grout material G from the grout injection hole 22 formed in the earthquake-resistant wall 20. That is, since it is not necessary to inject the grout material individually, the labor of the grout injection work is reduced.

Although the grout material G is injected through the grout injection hole 22 in the present embodiment, the embodiment of the present invention is not limited to this. For example, a grout injection hole may be formed in the space VD below the beam 14, and the grout material G may be press-fitted from the grout injection hole.

Further, in the present embodiment, the space VU and VD between the beam 14 and the earthquake-resistant wall 20 are filled with the grout material G, and then the space VV between the pillar 12 and the earthquake-resistant wall 20 is filled with the grout material G. However, the embodiment of the present invention is not limited to this. For example, the air hose 18 provided at the boundary between the space VD and the space VV may be omitted to communicate the space VD and the VV. At this time, the air hose 18 provided at the boundary between the space VU and the space VV is left as it is. By doing so, by injecting the grout material G into the grout injection hole 22, the grout material G flows from the space VD to the space VV, so that the labor of the grout injection work can be further reduced.

10 Column beam frame 12, 12U Column 14, 14B Beam 20, 20B, 20U Shear wall 12V, 14H, 20H, 20V Recess 14HP, 20HP Recess 30, 32 Cotter 40, 40B, 40U Reinforcing bar (steel bar)
42, 42U, 44, 48 Reinforcing bars (steel bars)
48 PC steel wire (steel bar)
50, 50B sheath tube (through hole)
70, 70U sleeve (insertion hole)
G grout material

Claims (1)

Reinforced concrete column-beam frames on multiple floors
When the pillar-beam structure is viewed from the front, the side surface is separated from the side surface of the column of the pillar-beam structure, the upper surface is separated from the lower surface of the beam of the pillar-beam structure, and the lower surface is separated from the upper surface of the beam of the pillar-beam structure. Then, the earthquake-resistant wall made of precast concrete placed in the pillar-beam frame,
A cotter that transmits shear force from the column-beam frame to the earthquake-resistant wall,
A steel rod embedded along the pillar of the beam-column Frames at both ends of the shear walls,
A sheath pipe embedded in the beam and into which the steel rod protruding from the upper end surface of the earthquake-resistant wall arranged on the lower floor is inserted.
A sleeve embedded in the lower end surface of the earthquake-resistant wall arranged on the upper floor and into which the steel rod embedded in the earthquake-resistant wall arranged on the upper floor is inserted.
A mechanical joint arranged across the sheath tube and the sleeve,
The upper end of the steel rod protruding from the earthquake-resistant wall arranged on the lower floor, the gap between the lower end of the steel rod embedded in the earthquake-resistant wall arranged on the upper floor, and the mechanical joint, and the above. The ground material injected into the gap between the mechanical joint and the sheath pipe and sleeve,
With
The cotter includes a side surface of the column, a side surface of the earthquake-resistant wall, an upper surface of the earthquake-resistant wall, a recess formed on the lower surface of the earthquake-resistant wall and the upper surface of the beam, and between the column-beam frame and the earthquake-resistant wall. A shear wall structure formed by injecting the ground material.

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