JP2017206844A - Earthquake resistant wall structure - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide an earthquake resistant wall structure using a precast concrete superior in workability.SOLUTION: The earthquake resistant wall structure includes: a column beam frame 10 of reinforced-concrete formed for each plural floor; an earthquake-resisting wall 20 of precast concrete disposed in the column beam frame 10; a cotter 30 which is formed between the column beam frame 10 and the earthquake-resisting wall 20 to transmit a shear force from the column beam frame 10 to the earthquake-resisting wall 20; and a steel rod (reinforcement 40) which is embedded in both end parts of the earthquake-resisting wall 20 along the column 12 of the column beam frame 10, and the end part thereof is fixed to a joist 14 of the column beam frame 10 or other earthquake-resisting wall 20.SELECTED DRAWING: Figure 1

Description

  The present invention relates to a seismic wall structure.

  In the seismic reinforcement structure in Patent Document 1 below, anchor bars are embedded at predetermined intervals in the columns and beams of the column beam frame, and the ends of the anchor bars protrude from the columns and beams into the frame structure. . And this anchor reinforcement is fixed to the concrete cast in the construction surface, and the earthquake-resistant wall is constructed.

JP2013-221331A

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

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

  The seismic wall structure according to claim 1 is a reinforced concrete column beam frame provided on a plurality of floors, a precast concrete earthquake beam arranged in the column beam frame, the column beam frame and the earthquake wall. And a cotter for transmitting a shear force from the column beam frame to the earthquake-resistant wall, and embedded at both ends of the earthquake-resistant wall along the columns of the column beam frame, and end portions thereof are embedded in the column beam frame Steel bars fixed to other beams or other shear walls.

  In the seismic wall structure according to claim 1, shear force is transmitted from the column to the seismic wall by a cotter formed between the column beam frame and the seismic wall. In addition, shear force is transmitted from the beam to the seismic wall through the cotter. For this reason, the vertical direction force and the horizontal direction force which act on the column beam frame can be borne on the earthquake resistant wall.

  For this reason, it is not necessary to fix the wall bars of the earthquake-resistant wall to the columns and beams, and to transmit the force from the columns and beams to the earthquake-resistant walls via the wall bars. Therefore, it is not necessary to construct the wall of the seismic wall across the columns and beams, and the workability is good.

  Moreover, the edge part of the steel bar embed | buried under the both ends of a seismic wall is fixed to the beam of a column beam frame, or another seismic wall. For this reason, 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 deformation of the side surface of the column is suppressed. Therefore, cracks of the column can be suppressed.

  The seismic wall structure according to claim 2, wherein the beam is formed with a through-hole through which the steel bar protruding from the upper end surface of the seismic wall arranged on the lower floor passes, and is arranged on the upper floor. An insertion hole into which the steel rod is inserted is formed in the lower end surface of the earthquake resistant wall.

  In the seismic wall structure according to claim 2, the 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 further on the lower end surface of the seismic wall arranged on the upper floor. It is inserted into the formed insertion hole. That is, the insertion hole of the seismic wall arranged on the upper floor communicates with the through hole formed in the beam. For this reason, by injecting the grout material into the insertion hole, the grout material also flows between the earthquake resistant wall and the column beam frame arranged on the lower floor through the through hole. Therefore, the efficiency of the grout material injection operation is high.

  The seismic wall structure according to claim 3, wherein the cotters are respectively formed on the side surfaces of the columns facing each other, the end surface of the seismic wall, the lower surface of the beam, and the end surface of the seismic wall, and grout material is injected. Has a recess.

  In the earthquake-resistant wall structure according to the third aspect, since the cotter is formed by the concave portion, it does not protrude from the end face of the column, the beam, or the earthquake-resistant wall. For this reason, when installing a seismic wall, cotters do not interfere with each other and construction is easy.

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

(A) is an elevational view showing a seismic wall structure according to an embodiment of the present invention, (B) is a sectional view taken along line BB of (A), and (C) is a CC line of (A). It is line sectional drawing. It is a fragmentary sectional view which shows the connection 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 the string, (B) shows the reinforcing bar with the connecting pipe. A closed state is shown, and (C) shows a state in which the reinforcing bar and the connecting pipe are fixed with a 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 mounted 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 spanned the beam 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 mounted the earthquake-resistant wall of the upper floor on the beam 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 filled the grout material into the space between a beam and an earthquake-resistant wall. It is a partial elevation 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 in the pillar and the beam, (B) is the convex part in the earthquake-resistant wall (C) shows a state in which convex portions are formed on the columns, beams and the earthquake-resistant wall, and (D) shows a state in which a shear force transmission member is engaged with the concave portions formed in the beams and the earthquake-resistant wall. (E) is a partial sectional view showing a state before the shearing force transmission member is engaged with the recess, and (F) is a partial section showing a state after the shearing force transmission member is engaged with the recess. FIG. In the seismic wall structure according to the embodiment of the present invention, in the seismic wall structure is a partial elevation view showing a modification of the reinforcing bar embedded in the seismic wall, (A) shows a state in which the upper end of the reinforcing bar is fixed to the upper level seismic wall, (B) shows a state where the upper end of the reinforcing bar is fixed to the beam, (C) shows a state where a PC steel wire is passed over a plurality of floors instead of the reinforcing bar, and (D) shows the PC steel of (C). It is a partial plane sectional view which shows the state which temporarily fixed the earthquake-resistant wall to the column prior to construction of the wire.

(Seismic wall structure)
As shown in FIG. 1 (A), the seismic wall structure of the present embodiment includes a column beam frame 10 formed by columns 12 and beams 14 made of precast concrete, and a precast concrete frame arranged in the column beam frame 10. Of the seismic wall 20, cotters 30 and 32 formed between the column beam frame 10 and the seismic wall 20, and reinforcing bars 40 embedded along the columns 12 at both ends of the seismic wall 20. .

(Column beam structure)
The column beam frame 10 is provided continuously over a plurality of floors, and the columns 12 and the beams 14 constituting the column beam frame 10 are made of precast concrete. Concave portions 12 </ b> V are formed on the side surfaces of the columns 12 at regular intervals in the height direction (the direction of arrow V in FIG. 1A). As shown in FIGS. 1A and 1B, the recess 12 </ b> V is formed in a trapezoidal shape that expands from the inside toward the outside in order to facilitate demolding when the column 12 is formed. Moreover, the recessed part 14H is formed in the horizontal direction (arrow H direction in FIG. 1 (A)) at equal intervals in the upper-lower-end surface of the beam 14, and is formed in trapezoid shape similarly to the recessed part 12V.

  Sheath tubes 50 are embedded at both ends of the beam 14, and through-holes communicating with the upper and lower sides of the beam 14 are formed. As shown in FIG. 2C, the sheath tube 50 includes a large diameter portion 52 that opens to the upper end surface of the beam 14 and a small diameter portion 54 that opens to the lower end surface of the beam 14. The inserted reinforcing bar 40 is arranged to penetrate to the large diameter portion 52. A mechanical joint 60 is disposed inside the large diameter portion 52 so as to surround the reinforcing bar 40.

  The lower end portion of the mechanical joint 60 abuts on a stepped portion 53 formed between the large diameter portion 52 and the small diameter portion 54 of the sheath tube 50, and the upper end portion of the mechanical joint 60 is disposed on the upper portion of the beam 14. It is inserted into a sleeve 70U embedded in the lower end surface of the earthquake-resistant wall 20U. In addition, a reinforcing bar 40U of the earthquake-resistant wall 20U on the upper floor is inserted into the upper end portion of the mechanical joint 60.

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

  Reinforcing bar 40 is an example of a steel bar in the present invention. In this embodiment, the reinforcing bar 40 is a deformed reinforcing bar, and the adhesion of grout material G is enhanced. As the reinforcing bar 40, a round steel bar may be used instead of the deformed reinforcing bar. Further, the sheath tube 50 embedded in the beam 14 is not necessarily required, 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 necessarily required in the earthquake resistant wall 20, and an insertion hole may be formed in the lower end surface of the earthquake resistant wall 20.

  In addition, the area | region F in FIG. 1 (A) has shown the cross section of the pillar 12, the beam 14, and the earthquake-resistant wall 20. FIG. The reinforcing bar 40, the sheath tube 50, and the sleeve 70 are drawn by solid lines in the same manner as the region F in the outside of the region F, that is, in the region showing the vertical surfaces of the column 12, the beam 14, and the earthquake resistant wall 20. It is simplified for easy understanding and cannot be visually recognized from the outside. The same applies to FIGS.

(Seismic wall)
As shown in FIG. 1 (A), the seismic 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 wall 20 becomes the column beam frame. 10 is fixed. In addition, a spacer 16 is disposed between the beam 14 below the earthquake-resistant wall 20 and the earthquake-resistant wall 20 to ensure a gap between the beam 14 below the earthquake-resistant wall 20 and the earthquake-resistant wall 20.

  The spacer 16 is a resin block, but may be a metal block. Alternatively, it can be a concrete protrusion that is integrally formed with the earthquake resistant wall 20 and protrudes from the earthquake resistant wall 20, or a bolt that is screwed into a nut embedded in the earthquake resistant wall 20. If the spacer 16 is a bolt, the horizontal accuracy of the earthquake resistant 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 so that the gap and the width between the beam 14 above the earthquake-resistant wall 20 and the earthquake-resistant wall 20 are substantially equal. However, the gap width can be further reduced. By reducing the gap width, the shear force can be easily transmitted between the beam 14 below the earthquake-resistant wall 20 and the earthquake-resistant wall 20.

  Concave portions 20 </ b> V are formed on the side surface of the earthquake resistant wall 20 at equal intervals in the height direction. Further, the recess 20 </ b> V is formed at a position facing the recess 12 </ b> V of the column 12. Furthermore, the grout material G filled in the space between the earthquake-resistant wall 20 and the column beam frame 10 is integrally filled in the recess 20V and the recess 12V.

  For this reason, 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 12 </ b> V and 20 </ b> V and the grout material G function as a cotter 30 that transmits the 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 so as to be arranged at equal intervals in the horizontal direction. The recess 20H is formed at a position facing the recess 14H of the beam 14. Further, the grout material G filled in the gap between the earthquake resistant wall 20 and the column beam frame 10 is integrally filled in the recess 20H and the recess 14H.

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

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

  The upper end portion of the reinforcing bar 40 protrudes from the upper end surface of the earthquake resistant wall 20 and is inserted into a sheath tube 50 embedded in the beam 14. Further, the lower end portion of the reinforcing bar 40 is inserted into a 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 a mechanical joint 60 that protrudes from a sheath tube 50 embedded in the beam 14 below the earthquake resistant wall 20.

(Construction method)
In order to construct the seismic wall 20 in the column beam frame 10, first, as shown in FIG. 3, the seismic wall 20 is placed on the upper part of the beam 14B on the lower floor via the spacer 16. At this time, the seismic wall 20 is disposed between the columns 12, but as shown in FIG. 2 (A), the upper end of the reinforcing bar 40B protruding from the upper end surface of the seismic wall 20B on the lower floor is the beam 14B on the lower floor. It does not protrude from the sheath tube 50B embedded in the tube. Further, the lower end portion 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 accommodated in 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.

  For this reason, the seismic wall 20 can be easily slid in the horizontal direction (horizontal direction) above the beam 14B, and can be easily positioned at a predetermined position. In addition, the predetermined position is a position at which the planar positions of the reinforcing bars 40B protruding from the upper end surface of the earthquake-resistant wall 20B on the lower floor in FIG. 2A and the reinforcing bars 40 embedded in the arranged earthquake-resistant wall 20 substantially coincide. It is.

  In order to accommodate the mechanical joint 60 in the sleeve 70, one end of a 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 earthquake resistant wall 20. The other end is fixed to the side surface of the earthquake resistant wall 20 through the hole 22. In addition, in this embodiment, although the earthquake-resistant wall 20 is arrange | positioned after the pillar 12, this construction order may be reverse.

  Next, as shown in FIG. 2 (B), the string 62 is released, and the mechanical joint 60 is dropped into the sheath tube 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 disposed across the sleeve 70 embedded in the earthquake-resistant wall 20 and the sheath tube 50 embedded in the beam 14.

  Further, as shown in FIG. 4, the gap between the earthquake resistant wall 20 and the beam 14 </ b> B is closed with an air hose 18, a formwork (not shown), or the like. As a result, the space VU between the beam 14B and the seismic wall 20 on the upper floor and the space VD between the beam 14B and the seismic wall 20 on the lower floor connect the sheath tube 50, the mechanical joint 60, and the sleeve 70 to each other. Is communicated via. The gap between the seismic wall 20 on the lower floor and the beam 14B is closed by the air hose 18 when the beam 14B is installed. For this reason, the grout material G is filled into the sleeve 70, the mechanical joint 60, the sheath tube 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. At this time, the grout material G is also integrally filled in the recesses 14H and 20H. In FIG. 4, the spacer 16 shown in FIG. 1 is omitted for easy understanding of the configuration.

  After filling with the grout material G, the joint member 12A and the beam 14 are placed on the top 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 tube 50 embedded in the beam 14. The joint member 12A has the same cross-sectional dimension as that of the column 12 and is integrated with the beams 14 on both sides. Moreover, the beam 14 is divided | segmented in the center part, and each divided member is joined using a reinforcing bar and a sleeve.

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

  Moreover, in this embodiment, although the pillar 12 and the beam 14 are formed with the precast concrete, embodiment of this invention is not restricted to this, You may form with a cast-in-place concrete. In addition, the structure of the column beam frame 10 may have various structures and scales such as a reinforced concrete structure, a steel reinforced concrete structure, and a mixed structure thereof.

  When the pillar 12 and the beam 14 are formed of on-site concrete, for example, after installing the form of the pillar 12, the seismic wall 20 is arranged at a predetermined position and the form of the beam 14 is installed. And the concrete of pillar 12 and beam 14 is laid. In this case, the recesses 12V of the column 12 and the recesses 14H of the beam 14 are made sufficiently close to each other between the column 12 and the earthquake-resistant wall 20 and between the beam 14 and the earthquake-resistant wall 20 so that mutual stress transmission can be sufficiently performed. It can be set as the structure which does not provide.

  Alternatively, after placing the concrete of the pillar 12, the seismic wall 20 is arranged at a predetermined position and the form of the beam 14 is installed. And the concrete of the beam 14 is laid. In this case, the concave portion 14H of the beam 14 can be provided without making the beam 14 and the seismic wall 20 sufficiently close to each other so that mutual stress transmission can be sufficiently performed.

  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 mold, and the gap between the earthquake-resistant wall 20 and the column 12 is not shown. Close it with a frame. Thereby, a space VV is formed between the column 12 and the earthquake resistant wall 20. By injecting the grout material G into the space VV, the grout material G is filled into the space VV. At this time, the grout material G is also integrally filled into the recesses 12V and 20V.

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

  By repeating the above steps, as shown in FIG. 6, the earthquake resistant wall 20 is constructed over a plurality of floors. In this embodiment, the grout material G is injected into the sleeve 70, the mechanical joint 60, the sheath tube 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. However, the embodiment of the present invention is not limited to this. For example, grout materials may be separately injected into the space VD and the space VU. In this case, after placing the joint member 12A and the beam 14 on the upper part of the column 12, a grout material is injected from the sheath tube 50, and the sheath tube 50 and the space VD are filled with the grout material. Further, after placing the seismic 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 earthquake-resistant wall structure of the present embodiment, as shown in FIG. 1A, the cotter 30 formed by the recesses 12V and 20V and the grout material G, the recesses 14H and 20H, and the cotter 32 formed by the grout material G. The seismic wall 20 can be loaded with the vertical force and the horizontal force acting on the column beam frame 10. Therefore, for example, it is not necessary to construct a wall line protruding from the earthquake resistant wall 20 across the column 12 and the beam 14. For this reason, the workability of the earthquake resistant wall 20 is high.

  In addition, in this embodiment, although the cotter 30 is provided with the recessed part 12V formed in the pillar 12, and the recessed part 20V formed in the earthquake-resistant wall 20, embodiment of this invention is not restricted to this. For example, as shown in FIG. 7A, a convex portion 12VE may be formed instead of the concave portion 12V of the column 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, even if the concave portion is not formed on either the column 12 or the earthquake-resistant wall 20, the convex portion 12 VE is formed on the column 12, and the convex portion 20 VE is formed on the earthquake-resistant wall 20. Good. In this case, the space | interval t1 between the pillar 12 and the earthquake-resistant wall 20 can be narrowed by arrange | positioning the convex part 12VE and the convex part 20VE alternately by the height direction. If t1 is narrowed, the amount of grout material to be filled can be reduced.

  In addition, when installing the earthquake-resistant wall 20 in the construction surface of the column beam frame 10, it is necessary to install it by sliding from the horizontal direction in order to avoid interference with the convex part 12VE and the convex part 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, it can be easily constructed.

  Similarly, in the present embodiment, the cotter 32 includes the recess 14H formed in the beam 14 and the recess 20H formed in the earthquake-resistant wall 20, but the embodiment of the present invention is not limited thereto. 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, the concave portion is not formed in either the column 12 or the seismic wall 20, the convex portion 14 HE is formed in the beam 14, and the convex portion 20 HE is formed in the seismic wall 20. Good. In this case, the space | interval t2 between the beam 14 and the earthquake-resistant wall 20 can be narrowed by arrange | positioning convex part 14HE and convex part 20HE alternately in a horizontal direction. If t2 is narrowed, the amount of grout material to be filled can be reduced. Even if the cotter 32 is in any of these forms, the seismic wall 20 can be loaded with a horizontal force acting on the column beam frame 10.

  Moreover, as shown to FIG. 7 (A)-(C), the shape of convex part 12VE, 20VE, 14HE, 20HE may be trapezoid shape or a cube shape. If it is trapezoidal, it is easy to remove the mold after molding, and if it is cubic, the structure of the mold becomes simple.

  Further, as shown in FIGS. 7D to 7F, the concave portion 20HP formed in the earthquake-resistant wall 20 and the concave portion 14HP formed in the beam 14 are engaged in the direction of the arrow H shown in FIG. 7D. A shearing force transmission member 36 may be disposed. The shear force transmission member 36 is, for example, a metal block or a high-strength concrete block, and is less susceptible to shear distortion, so that the horizontal force acting on the beam 14 can be easily transmitted to the earthquake resistant wall 20.

  In order to arrange the shearing force transmission member 36, for example, as shown in FIGS. 7D and 7E, the seismic wall 20 is formed with a recess 20HP penetrating between the wall surfaces 20F. Then, as shown in FIG. 7E, the shearing force transmission member 36 is slid from the direction of arrow D (direction perpendicular to the construction 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 shearing force transmission member 36 is lifted and engaged with the recess 14HP. Thereby, the shear force transmission member 36 is engaged with the recess 20HP formed in the earthquake-resistant 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 It is connected to a reinforcing bar 40U embedded in the seismic wall 20U. The lower end portion of the reinforcing bar 40 is inserted into a sleeve 70 embedded in the lower end surface of the earthquake-resistant wall 20 and 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.

  Thus, when a bending moment acts on the column 12 during 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. For this reason, the elongation deformation of the side surface of the column 12 is suppressed, and the crack of the column 12 can be suppressed.

  In this embodiment, the upper end portion 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 the mechanical joint 60. Not exclusively.

  For example, like the rebar 42 shown in FIG. 8A, the upper end portion penetrates the sheath tube 50 of the beam 14 and is further inserted into the sleeve 70U embedded in the lower end surface of the earthquake resistant wall 20U on the upper floor. You may fix to the earthquake-resistant wall 20U of an upper floor. In this case, even if the mechanical joint 60 is not used, the reinforcing bar 42 and the reinforcing bar 42U embedded in the earthquake-resistant wall 20U on the upper floor are joined by the sleeve 70U as a mechanical joint. Moreover, since it is not necessary to provide the step part 53 (refer FIG.2 (C)) for engaging with the mechanical coupling 60 in the sheath pipe | tube 50, the structure of the sheath pipe | tube 50 can be simplified. As described above, the mechanical joint 60 may not be used. At this time, as the sleeve 70U, it is preferable to use a mortar-filled joint provided with ribs on the inner peripheral surface, but any sleeve that can transmit a tensile force between the reinforcing bar 42 and the reinforcing bar 42U may be used.

  Further, for example, as in a reinforcing bar 44 shown in FIG. 8B, the upper end portion may be inserted into a 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 protrudes from the upper end surface of the beam 14 and is inserted into a sleeve 70U embedded in the lower end surface of the earthquake resistant wall 20U on the upper floor. In this way, since the protruding length of the reinforcing bar 44 protruding from the earthquake-resistant wall 20 can be shortened, the earthquake-resistant wall 20 can be easily carried and the beam 14 can be easily constructed.

  Further, for example, as shown in FIG. 8C, a sheath tube 72 penetrating in the vertical direction may be embedded in the earthquake resistant wall 20 and the PC steel wire 48 may be disposed through a plurality of floors. In this case, prior to the construction of the PC steel wire 48, for example, as shown in FIG. The PC steel wire 48 can be passed through the sheath tube 50 and the sheath tube 72 of the earthquake resistant wall 20 at a time.

  The PC steel wire 48 can be prestressed to the beam 14, the seismic wall 20, and the column 12 joined to the beam 14 by passing through the desired number of floors and then using a hydraulic jack or the like. . After prestressing, the inside of the sheath tube 72 and the sheath tube 50 is filled with grout. By prestressing the pillar 12 in this manner, the elongation deformation of the pillar 12 is suppressed, and the crack of the pillar 12 can be suppressed. A PC steel bar having a large cross-sectional area may be used according to the required prestressing force.

  In addition, you may divide | segment the PC steel wire 48 for every length for one floor, without letting it pass over several floors. In this case, every time the seismic wall 20 of each floor is constructed, it can be constructed while sequentially connecting using mechanical joints. Thus, if it divides | segments for every length of one floor, since it is not necessary to fix the earthquake-resistant wall 20 to the pillar 12 temporarily, workability | operativity is good.

  The sheath tube 72 may be passed through a deformed bar instead of the PC steel wire 48 or the PC steel rod. Similar to the PC steel wire 48, the deformed reinforcing bar may penetrate the earthquake resistant wall 20 over a plurality of floors, or may be divided for each floor. When divided, it is possible to use various mechanical joints such as a threaded joint that engages the deformed reinforcing bar with the screw formed on the inner peripheral surface, and a steel pipe crimping joint that presses and fixes the reinforcing bar and the sleeve. it can.

  In addition, as shown in FIG. 6, according to the earthquake resistant wall structure of the present embodiment, the space VU above the beam 14 and the space VD below the beam 14 are communicated by the sheath tube 50. For this reason, the grout material G can be filled into the sheath tube 50, the mechanical joint 60, the sleeve 70, and the spaces VB and VU only 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 individually inject the grout material, the labor for injecting the grout is reduced.

  In this embodiment, the grout material G is injected from the grout injection hole 22, but 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.

  In this embodiment, after filling the grout material G into the spaces VU and VD between the beam 14 and the seismic wall 20, the grout material G is filled into the space VV between the column 12 and the seismic wall 20. 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 spaces VD and VV. At this time, the air hose 18 provided at the boundary between the space VU and the space VV is kept provided. In this way, by injecting the grout material G into the grout injection hole 22, the grout material G flows from the space VD into the space VV, so that the labor for grout injection can be further reduced.

10 Column beam frame 12, 12U Column 14, 14B Beam 20, 20B, 20U Earthquake resistant wall 12V, 14H, 20H, 20V Recess 14HP, 20HP Recess 30, 32 Cotters 40, 40B, 40U Rebar (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

Claims (3)

Column beam frames made of reinforced concrete on multiple floors,
A precast concrete seismic wall arranged in the column beam frame,
A cotter that is formed between the column beam frame and the earthquake-resistant wall, and transmits shearing force from the column beam frame to the earthquake-resistant wall;
Steel bars embedded in the both ends of the seismic wall along the columns of the column beam frame, and ends fixed to beams of the column beam frame or other earthquake walls,
A seismic wall structure. The beam is formed with a through-hole through which the steel rod protruding from the upper end surface of the earthquake-resistant wall disposed on the lower floor passes.
The earthquake-resistant wall structure according to claim 1, wherein an insertion hole into which the steel rod is inserted is formed on a lower end surface of the earthquake-resistant wall arranged on an upper floor.   The cotter has recesses formed on the side surfaces of the pillars facing each other, the end surface of the earthquake-resistant wall, the lower surface of the beam, and the end surface of the earthquake-resistant wall, respectively, and into which grout material is injected. The earthquake-resistant wall structure according to claim 2.