JP2622727B2 - RC precast earthquake-resistant wall - Google Patents

Description

The present invention relates to an RC precast used as a seismic element for medium- to low-rise reinforced concrete (hereinafter abbreviated as RC) buildings and medium-to-high-rise steel reinforced concrete (hereinafter abbreviated as SRC) buildings. The present invention relates to an earthquake-resistant wall, and more particularly, to an RC precast earthquake-resistant wall having an improved joint structure with a surrounding frame.

2. Description of the Related Art Conventionally, as a precast RC wall, a steel plate brace built-in type illustrated in FIG. 19 is known.

This is an RC precast earthquake-resistant wall A characterized by a structure in which a steel plate brace b is put in, for example, a C-shape in addition to the wall arrangement a so that a horizontal force during an earthquake is applied to the steel plate b. The peripheral frame B is joined to brackets c of columns and beams (or slabs) by high tension bolts, and has a configuration in which the protruding portions of the brackets c are not filled with post-cast concrete and finished.

Alternatively, as shown in FIG. 20, an RC precast earthquake-resistant wall A joined with a peripheral frame B and a cotter d is also known.

This consists of projecting a small number of cotters d consisting of irregularities that are continuous in a substantially rectangular wave shape at the joining edge of the earthquake-resistant wall A with a fineness of about 400 mm pitch. The joint with the skeleton is made, and the cotter d is used to prevent slip in the initial stage in the restoring force characteristic and to secure rigidity and strength.

Further, as illustrated in FIG. 21, an RC precast earthquake-resistant wall A joined to a peripheral frame B by using a cotter d and a shear bar e together is also known.

That is, by adding the shear strength of the shear line e to the joining by only the cotter d, the improvement of the proof strength of the joining portion and the ultimate strength of the wall plate are achieved.

In order to simplify the joint structure and improve workability and productivity, RC precast seismic retrofitting that is joined to the surrounding frame only by shear bars (also called dowel bars) without using cotters (irregularities) Walls are also known.

Alternatively, as illustrated in FIG. 22 and FIG. 23, a loop-shaped joint bar f.
RC precast earthquake-resisting wall A joined with a well-known member.
The loop-shaped joint bar f secures the fixing length and improves the ultimate strength of the wall plate.

Problems to be Solved by the Present Invention (I) In the case of the RC precast earthquake-resistant wall A with a built-in steel plate brace shown in FIG. 19, the steel plate brace b and the peripheral frame B
Since the connection with the bracket c on the side is performed by bolt connection using a very large number of high tension bolts, a great deal of labor and cost are required for bolt connection. In addition, since the range of the steel joint portion is large, the on-site construction (useless work) of post-cast concrete is increased, and this affects the work process, so that it is difficult to improve the efficiency of the work.

Therefore, in the case where field welding is employed for joining the steel plate b and the bracket c, there is a problem that not only a large amount of welding is required but a great deal of work is required, but also cracks are generated in the surrounding concrete due to welding heat.

Further, there is a problem that the steel plate brace c itself is expensive, and these are problems to be solved.

(II) As shown in FIG.
In the case of the RC precast earthquake-resistant wall A, which is joined with a steel plate, there is no steel plate brace, so the cost is low.

That is, in order to protrude the cotter d having relatively fine irregularities at the joining edge portion of the earthquake-resistant wall A, the structure of the mold is very complicated, and the assembly is troublesome. Also, it is necessary to arrange at least two U-shaped reinforcing bars for each cotter d, which increases the amount of used reinforcing bars and takes time to arrange the reinforcing bars. There is a problem that the cost is high.

In addition, in the case of joining by the cotter d, the cotters d are sequentially destroyed one by one due to the horizontal force at the time of the earthquake, and there is a tendency that finally complete failure occurs, as shown by the characteristic curve B in FIG. The ultimate yield strength is not so large, and the yield strength sharply decreases. In addition, there is a problem in applying to a span having a small wall length, in which the pull-out resistance of the tensile side wall legs (for example, a circle 10 in FIG. 1) is excellent during an earthquake (conversely, the shear force is excellent). To be applied to spans with large wall lengths).

Furthermore, since the cotters d are protruded finely and densely, the filling property (constructability) at the time of post-cast concrete such as a floor slab is poor, and there is a concern that the strength is reduced. These are problems to be solved. I have.

(III) As shown in FIG. 21, in the case of the RC precast earthquake-resisting wall A of the joining type in which the cotter d and the shear bar e are combined, since the shear bars e project together with the cotter d,
It is much more troublesome and time-consuming to manufacture than the above-mentioned cotter-joint-type shear wall. In addition, regarding the on-site construction, there is a problem that the stirrup of the beam and the cotter d and the shear line e are poorly settled, resulting in poor workability.

(IV) In the case of RC precast earthquake-resistant walls using only shear (joint dowel) joints, the construction of the joints is simplified compared to the above-mentioned cotter type or joint method using both cotter and shear bars. Although the improvement of productivity and productivity can be achieved, after all, only the reinforcing bars are joined, so the horizontal force at the time of the earthquake only resists the bending shear force of the shear bar,
Therefore, as shown by the characteristic curve C in FIG. 5, the occurrence of the initial slip (E in FIG. 5) or the decrease in the rigidity due to the bending of the shear line cannot be denied, and the ultimate proof stress is sufficiently secured. There is a problem that the proof stress rapidly drops without being able to do so.

In addition, there is also a problem that cracking or the like of concrete precedes at the top or the leg of the wall, and a sufficiently large toughness and strength cannot be ensured, and these are problems to be solved.

(V) As shown in FIGS. 22 and 23, in the case of the RC precast shear wall A joined by the loop-like joint f, the occurrence of the initial slip or the decrease in the rigidity is reduced in the same manner as in the case of the shear bar alone. As a result, the ultimate strength cannot be secured sufficiently. For this reason, it is not usually carried out alone, but is usually carried out in combination with a cotter or the like.

(VI) Therefore, an object of the present invention is to prevent the initial slip of the joint, secure sufficiently large rigidity and ultimate strength, and facilitate the production and on-site construction of the precast earthquake-resistant wall, and reduce the frame cost. It is an object of the present invention to provide an RC precast earthquake-resistant wall with an improved joint structure in a configuration that can improve productivity and workability.

Means for Solving the Problems (First to Fifth Inventions) As means for solving the above-mentioned problems of the prior art, an RC precast earthquake-resistant wall according to the present invention is shown in FIGS.
As shown in FIG. 18, in the preferred embodiment, the reinforced concrete precast earthquake-resistant wall 3 has a substantially isosceles right-angled edge as viewed from the front in a plane substantially parallel to the wall at the joint edge with the peripheral frames 1 and 2. The joint reinforcing bar 4 having a triangular shape is projected into a V-shape;
And that the reinforcing bars 6, 6 'of the peripheral frames 1, 2 are wrapped, and concrete is filled after passing through the orthogonal direction reinforcing bar 7 into the triangle of the connecting reinforcing bar 4, and joined to the peripheral frames 1, 2. Each feature (first and second inventions).

In addition, the joint reinforcement 4 in the RC precast earthquake-resistant wall 3 is provided along the joint edge of the wall plate as a material different from the wall reinforcement (FIG. 1) or as a material different from the wall reinforcement. Reinforcement installed only on the part (Fig. 10)
Crossed reinforcing bars 5 installed in an arrangement that intersects 45 ゜ to 60 ゜ directions,
A structure in which only the outermost right isosceles triangular portion of the outermost periphery is welded to the V-shape after welding the intersections 8 and 8 'of 5' (third invention), or a reinforcing bar 9 formed into a continuous triangular wave shape Is characterized in that the outer half of the wave height is projected into a V-shape along the joining edge of the wall plate (FIG. 13,
(Figure 17).

The rebar 9 formed in the shape of the continuous triangular wave is characterized in that the triangular waves are doublely arranged along the joining edge of the wall plate in such a manner that the triangular waves are shifted back and forth by a half pitch (17th embodiment).
Figure).

Action The post-cast concrete filled into the triangle by the V-shaped projecting reinforcing bar 4 having a substantially right-angled isosceles triangle shape and the orthogonal reinforcing bar 7 penetrating into the triangle is strongly restrained. It exhibits almost the same rigidity and strength as conventional cotter type joints. In addition, the filling of the post-cast concrete is much easier than the conventional cotter-type joint because of the large porosity of the joint.

A so-called truss that transmits and resists bilateral compressive force or tensile force (axial force) to the horizontal force Q (FIG. 1) at the time of the earthquake is used as the joint reinforcing bar 4 having a substantially right-angled isosceles triangular shape. Since it exerts an effect, it is effective in preventing initial slip and contributes to an increase in rigidity and proof stress, so that the mechanical properties are greatly improved.

The joint reinforcing bar 4 having a substantially right-angled isosceles triangular shape has an effective total length nearly twice as large as that of a general shear bar (dub bar), and accordingly, the concrete has a large adhesive force and a strong restraining force acts.

In addition, the orthogonal reinforcing bar 7 reliably restrains the post-cast concrete filled in the triangular joint reinforcing bar 4 as described above, as well as with respect to the horizontal force Q during an earthquake as shown in FIG. When the compressive forces P ₁ , P ₂ and the tensile forces T ₁ , T ₂ act conjugately on the RC precast earthquake-resistant wall 3, the tensile side legs of the wall plate (the portion surrounded by a circle 10 in FIG. 1) In ()), an effect of being restrained by the slab 11 can be expected, and a composite effect can be expected for the torso-jointed reinforcing bar 4 having a large initial slip prevention effect.

As a result, the mechanical properties of the RC precast earthquake-resistant wall 3 of the present invention are extremely excellent in rigidity, ultimate strength, and toughness, as indicated by the characteristic curve A in FIG.

The triangular joint reinforcing bar 4 protruding from the joint edge on the lower side of the RC precast earthquake-resistant wall 3 has a very good fit with the stirrups 6, 6 'projecting from the precast beam 12, which is the peripheral frame. It has good filling properties of post-cast concrete (cast-in-place slab concrete) and is excellent in workability.

This RC precast earthquake-resistant wall 3 has a simple configuration in which a joining reinforcing bar 4 having a substantially right-angled isosceles triangular shape is protruded in a V-shape in a direction substantially parallel to the wall at the joining edge thereof. 2) The formwork structure is simple and the productivity is excellent.

Embodiment Next, the illustrated embodiment of the present invention will be described.

First, Figs. 1 and 2 show that the wall reinforcer (double bar) also serves as a double rebar, and that it is approximately 45
Using the crossed reinforcing bars 5, 5 'arranged so as to intersect each other in an arrangement inclined in the ゜ direction, the connecting reinforces 4 in a substantially right-angled isosceles triangular shape are formed at the connecting edges of the lower side and both side sides as V-shaped. 2 shows an RC precast earthquake-resistant wall 3 configured to protrude from the wall.

The crossing reinforcing bars 5 and 5 'have a diameter of φ6 to φ25 and have a pitch between intersections of, for example, 100 to 300.
It is arranged to be on the order of mm. Then, at least with respect to the peripheral portion of the wall plate, the intersection portion 8 of the crossed reinforcing bars 5 and 5 'is welded (however, each cross portion inside the wall plate may or may not be welded) as a welding grid bar. Forming the fourth
As shown in the figure, only the outer half (right triangle part) of the outermost grid of the welded grid is V
Many molds protrude at a constant pitch.

The crossed reinforcing bars 5 and 5 'are located at the outermost intersection 8' (fourth
Even from the position shown in the figure, the extra length s at the end is secured at about 20 mm. As shown in FIGS. 3 and 4, with respect to the thickness t _s of the cast-in-place slab 11 serving as the peripheral frame, the V-shaped joint reinforcing bar 4 has a total protrusion amount up to the above-mentioned extra length s of the end portion. l ₀ is t _s −l ₀
= 20 mm, and the above-mentioned ₁₀ dimension is a length fixed to the beam or wall (in the case of wall-wall-plate joining) or the pillar 1 which is the peripheral skeleton.

The arrangement angle of the crossed reinforcing bars 5 and 5 'is not limited to the above-mentioned 45 °. It is possible to obtain the same effect by implementing the truss effect or the restraining effect by the filled concrete within the range of about 60 km.

The RC precast earthquake-resistant wall 3 of this embodiment has a beam-shaped upper side.
12 is formed as a single body (Fig. 1), but the same applies to RC precast earthquake-resistant walls without beams. The stirrups 6 of the beam mold 12 are wrapped with the V-shaped joint reinforcing bars 4 together with the upper end main reinforcement 6 ', and are protruded by a dimension which allows the orthogonal reinforcement 7 to pass therethrough.

The RC precast earthquake-resistant wall 3 having the above configuration is shown in Figs.
As exemplified in the figure, the lower joint edge is placed on the beam form 12 (or a single cast-in-place beam or precast beam) of the lower RC precast earthquake-resistant wall 3 at a distance equivalent to the thickness t _{s of the} cast-in-place slab 11. And the joint is performed. At this time, the joint reinforcing bars 4 on the lower side are placed in the middle position between the stirrup 6 and the upper main reinforcing bar 6 'of the beam 12 and the triangle of the V-shaped joint reinforcing bar 4 as shown in FIG. A total of three (although the position and the number are not limited to) orthogonal direction streaks 7 are passed to the position of the intersection 8 'on the outer periphery and the position orthogonal to the top main streaks 6',
Then, the concrete of the cast-in-place slab 11 is cast, and the trinity joint is performed. Between the lower side of RC precast earthquake-resistant wall 3 and beam 12, approximately
There is an interval equivalent to the thickness of the rebar 4,6,
Since only 6 'is protruded, the porosity is large and the filling property of the cast concrete is good, so that the concrete construction of high quality can be performed efficiently.

The RC precast earthquake-resistant wall 3 and the columns 1 and 1 on both sides are joined by a V-shaped joint reinforcing bar 4 protruding from the joint edge and an orthogonal reinforcing bar 7 penetrating therethrough (in the case of a column and a wall, hoop reinforcing bars). Alternatively, the connection with the beam mold 12 is performed in the same manner as described above.

In addition, the above-mentioned crossed reinforcing bars (weld grid bars for walls) of the present embodiment.
An economical and efficient factory manufacturing method of 5, 5 'will be described below.

Manufacture of rebar mesh (weld grid) by machine knitting
As shown in Fig. 6, a vertical and horizontal streak (or a round steel bar of φ6 to φ25) with a thickness of D6 to D25 is set up, knitted in the horizontal direction, and each intersection is spot-welded to produce a factory. It is usual to do. In other words, as described above, it is essentially unsuitable for factory production of crossed reinforcing bars (weld grid bars for walls) 5, 5 'that intersect in the 45 ° direction, and as shown in FIG. There is no choice but to make it by cutting.

Therefore, the size (H × L) of the reinforcing mesh produced by machine knitting is set as follows, and the crossed reinforcing bars 5, 5 'are set.
(Welded grid reinforcement for walls) is manufactured efficiently.

First, as shown in FIG. 6, for example, as shown in FIG. 6, two crossed reinforcing bars 5, 5 '(weld grid bars for walls) and the same size and the same reinforcing bar mesh can be cut. It is used as it is as the crossed reinforcing bars 5 and 5 'including the joining reinforcing bar 4 (FIG. 7).

Second, a large right-angled isosceles triangular rebar mesh cut one by one on both sides of the rebar mesh,
As shown in FIG. 8, the bottom of the rebar mesh is not large enough to correspond to the long sides of the intersecting rebars (weld grid bars for walls) 5, 5 ', and the height is such that joint rebars can be secured. And

Thirdly, the small right and left isosceles triangular rebar meshes of the upper and lower two pieces shown in FIG. 6 are insufficient as shown in FIG. Crossed bars (weld grid reinforcement for walls)
The size is set to exactly fill the margins of 5 and 5. That is, a small right-angled isosceles triangular rebar mesh is formed on both slopes of one large right-angled isosceles triangular rebar mesh,
, Two joints are used as lap joints to form one crossed reinforcing bar (weld grid bar for wall) 5,
5 'can be made (FIG. 9). When the reinforcing mesh (weld grid) shown in FIG. 6 is manufactured with the horizontal dimensions H and L, each of the reinforcing meshes (H × L) is almost useless. Thus, a total of four crossed reinforcing bars (reinforcing bars for walls) 5, 5 'can be manufactured, and economic efficiency and productivity are high.

Second Embodiment The RC precast earthquake-resistant wall 3 shown in FIG. 10 to FIG.
As a material different from the wall reinforcements 14 and 14 (FIG. 12), only the portion along the lower side and both sides, which are the joining edges of the wall plate, is also approximately 45 to 60 degrees with respect to the horizontal direction. It is characterized in that crossed reinforcing bars 5, 5 'arranged in a direction intersecting with each other are installed and V-shaped joining reinforcing bars 4 are projected. Jointed reinforcing bar 4 projected with crossed reinforcing bars 5 and 5 'as welding grid bars
The structure and specifications are the same as in the first embodiment. FIG. 12 shows the cross bars 5, 5 'as single bars,
Is shown at the intermediate position, but of course, it can be installed and implemented as a double streak.

The RC precast earthquake-resistant wall 3 of the present embodiment also has a configuration in which a beam mold 12 is integrally formed on the upper side. Then, as shown in FIG. 12, the joints with the peripheral frameworks 1 and 2 are formed on the V-projection projecting from the lower side of the RC precast earthquake-resistant wall 3.
The joining reinforcing bars 4 of the mold are wrapped with stirrups 6 projecting from the beam form 1 immediately below, and the concrete of the in-situ slab 11 is passed through the orthogonal reinforcing bars 7 within the triangle of each joining reinforcing bar 4. Is filled.

Third Embodiment The RC precast earthquake-resistant wall 3 shown in FIG. 13 to FIG.
Using a single reinforcing bar 9 (rebar truss) formed into a continuous triangular wave shape with a hypotenuse with a slope of about 45 ° (or 60 ° is acceptable), attach a V-shaped reinforcing bar 4 at the connecting edge. It features a protruding configuration.

The reinforcing bar 9 has a thickness of about D6 to D25 (or φ6 to
A round steel bar with a diameter of about 25) is used and bent to form a continuous triangular wave shape. The triangular wave pitch of the reinforcing bar 9 is about 300 mm to 600 mm, and it is just outside the wave height.
A half portion protrudes from the joining edge of the RC precast shear wall 3 as a V-shaped joining reinforcing bar 4. The total protruding amount l ₀ of the joint reinforcing bar 4 is the same as that of the first embodiment, and the in-place slab 11
Is designed such that the relationship with the thickness t _s is about t _s −l ₀ = 20 mm.

FIG. 13 shows a configuration in which the reinforcing bars 9 are provided only along the lower side of the RC precast earthquake-resistant wall 3 and the connecting reinforcing bars 4 are projected, but this is not restrictive. In a similar manner, reinforcing bars 9 are installed along both sides or the upper side of the wall plate, and
May be implemented in a configuration in which the projection is made. Also, the thirteenth
Although the figure shows a configuration in which the beam mold 12 is integrally formed on the upper side of the wall plate, it is a matter of course that the present invention can be implemented with a simple wall plate configuration without a beam mold.

FIG. 15 shows a configuration in which the reinforcing bars 9, 9 are installed as double bars. However, it can be installed and implemented as a single streak as in the second embodiment.

As shown in FIG. 16, the RC precast earthquake-resistant wall 3 of this embodiment is also wrapped with the stirrup 6 and the upper main reinforcement 6 ′ projecting from the beam 12 directly below, as shown in FIG. The concrete of the cast-in-place slab 11 is filled through the direction bars 7 and joined.

The orthogonal reinforcing bar 7 has a reinforcing bar diameter d of D10 to D16 and a length of 80.
d or more reinforcing bars are used.

The joint reinforcing bar 4 of the present embodiment has a continuous configuration formed of a single material of the reinforcing bar 9 formed into a continuous triangular wave shape, so that the continuous effect makes it possible to clarify the stress transmission of the joint, and In addition to the truss effect, it is excellent in concrete adhesion and restraint effects, greatly improving mechanical properties (securing yield strength and ultimate strength), as well as preventing initial slip and ensuring sufficient rigidity. it can.

Fourth Embodiment The RC precast earthquake-resistant wall 3 shown in FIG. 17 is a two-reinforcement (truss) that is formed into a continuous triangular wave shape with a slope of about 45 ° (or about 60 °). Muscle) 9,
9 is double-used as a material different from the wall arrangement, and is characterized in that V-shaped joint reinforcing bars 4 and 4 are projected from joint edges.

In particular, the two rebars 9, 9 are double-installed in such a manner that the triangular waves are shifted back and forth by half a pitch in the left-right direction in FIG.

In the RC precast earthquake-resistant wall 3 of the present embodiment, the joining rebars 4 are alternately projected by being shifted by a half pitch by the double rebars 9, 9. It has the feature that the effect of preventing cracking, splitting, etc. near the joint is even greater.

Other Examples (Part 1) The above RC precast earthquake-resistant wall 3 according to the present invention
Can be applied to the construction of low-rise multi-story RC precast apartment buildings. In that case, the joining reinforcing bars 4 protruding from the four surrounding wall plates are combined in an orthogonal state,
Alternatively, the V-cut portion of one wall plate is combined with the joint reinforcing bar 4 of the other wall plate which is arranged perpendicular to the V-cut portion, and if necessary, concrete is cast and joined by using the orthogonal reinforcing bar 7 or the like. It can be implemented reliably.

(Part 2) As described above, a crossed reinforcing bar 5 used for projecting the V-shaped connecting reinforcing bar 4 at the connecting edge of the RC precast earthquake-resistant wall 3 and crossing in the 45 ° direction and connecting each intersection point by spot welding. Reinforcing bars 9 (truss bars) formed into a 5 '(weld grid bar) or continuous triangular wave shape are used as a single reinforcing bar unit, and are used as column-wall, beam-wall, or wall in a conventional in-situ construction method. -It can be used as a joint reinforcing bar (connector bar) in a joint portion of wall concrete, which contributes to making a joint portion having high rigidity and strength.

Advantageous Effects of the Present Invention As described above in detail in connection with the embodiments, the RC precast earthquake-resistant wall according to the present invention has sufficient rigidity and proof strength at the joint with the surrounding frameworks 1 and 2 by the joint reinforcing bars 4. This contributes to the construction of buildings with high seismic safety or larger, higher-rise buildings.

In addition, this RC precast earthquake-resistant wall 3 and surrounding frame 1,
Since the joint with 2 is composed of a joint reinforcing bar 4 and orthogonal bars 7 in a very simple manner, it is easy to construct the wall plate and to arrange the reinforcing bars. Good fillability, easy on-site construction, excellent workability, simplification and efficiency. In addition, it is easy to maintain and control the quality of joints, and it is also possible to reduce the cost of frame work and improve productivity and workability.

Further, since the RC precast diaphragm wall 3 of the present invention has a simple structure in which the V-shaped joint reinforcing bar 4 is protruded from the joint edge thereof, the formwork structure at the time of manufacturing (precast) is very simple. Thus, the workability is good, the process can be shortened, and an improvement in productivity can be expected.

[Brief description of the drawings]

FIG. 1 is a front view of a first embodiment of an RC precast earthquake-resistant wall according to the present invention, particularly showing a wall arrangement structure in relation to a surrounding skeleton, FIG. 2 is a plan view of the same, and FIG. An enlarged sectional view showing the joint structure between the precast earthquake-resistant wall and the surrounding frame in detail,
FIG. 4 is an explanatory view showing the same structure from the front, and FIG.
Fig. 6 is a characteristic diagram showing the mechanical properties, Fig. 6 to Fig. 9 are front views each explaining the manufacturing procedure of crossed reinforcing bars (weld grid bars), and Fig. 10 is a second view of the RC precast shear wall according to the present invention. Front view showing the structure of the joint reinforcement in particular in relation to the surrounding skeleton of the embodiment, FIG. 11 is a plan view of the same, FIG. 12 shows the joint structure between the RC precast earthquake-resistant wall and the surrounding skeleton in detail FIG. 13 is an enlarged sectional view, FIG. 13 is a front view showing a third embodiment of the RC precast earthquake-resistant wall according to the present invention, FIG.
15 and 16 are enlarged sectional views showing the joint structure between the RC precast shear wall and the surrounding frame in detail from the side and front directions, and FIG. 17 is a fourth embodiment of the RC precast shear wall according to the present invention. Fig. 18 is an enlarged view detailing the joint structure between the RC precast shear wall and the surrounding frame from the front, and Figs. 19 to 22 show a conventional RC precast shear wall. FIG. 23 is a sectional view of the earthquake-resistant wall shown in FIG. 1, 2 ... Peripheral frame 3 ... RC precast earthquake-resisting wall 4 ... Joining rebar, 7 ... Orthogonal rebar 5, 5 '... Crossed rebar, 9 ... Rebar

──────────────────────────────────────────────────続 き Continued on the front page (51) Int.Cl. ⁶ Identification code Agency reference number FI Technical display location E04B 2/56 643 E04B 2/56 643A E04H 9/02 321 E04H 9/02 321B (72) Inventor Kunihiro Nogami 8-21-1, Ginza, Chuo-ku, Tokyo Inside the Tokyo head office of Takenaka Corporation (72) Inventor Masayuki Iwata 8-2-1-1, Ginza, Ginza, Chuo-ku, Tokyo Inside the Tokyo head office of Takenaka Corporation (72) Inventor Nobuo Nakayama 8-21-1, Ginza, Chuo-ku, Tokyo Inside the Tokyo head office of Takenaka Corporation (72) Inventor Yasuo Higashibata 2-5-114 Minamisuna, Koto-ku, Tokyo Inside the Technical Research Center of Takenaka Corporation ( 72) Inventor Haruhiko Okamoto 2-5-14 Minamisuna, Koto-ku, Tokyo Inside Takenaka Corporation Technical Research Institute

Claims (5)

(57) [Claims] In a reinforced concrete precast earthquake-resistant wall, a joint reinforcing bar having a substantially right-angled isosceles triangular shape as viewed from the front is projected in a plane substantially parallel to the wall surface at a joint edge with a peripheral frame. RC precast shear wall characterized by: 2. A reinforced concrete precast earthquake-resistant wall, wherein a joining rebar having a substantially right-angled isosceles triangular shape as viewed from the front is projected in a plane substantially parallel to the wall, at a joint edge with the peripheral frame, RC precast earthquake-resistant wall characterized by being wrapped with the joint reinforcing bar and the reinforcing bar of the surrounding frame, and filled with concrete after passing through the orthogonal reinforcing bar into the triangle of the connecting reinforcing bar and joined to the surrounding frame. . 3. The reinforcing bar is a reinforcing bar installed on the entire surface of the wall plate also serving as a wall reinforcing member, or provided only at a portion along the connecting edge of the wall plate as a material different from the wall reinforcing member, This rebar is
Claims characterized in that the intersection of the reinforcing bars installed in an arrangement intersecting in the direction of about 45 ° to 60 ° is welded, and only the portion of the outermost substantially isosceles right triangle is projected into a V-shape. RC precast earthquake-resistant wall according to paragraph 1 or 2. 4. A joint reinforcing bar is formed by joining a reinforcing bar formed into a continuous triangular wave shape along a joint edge of a wall plate at an outer side of approximately 1/1 of the wave height.
The RC precast earthquake-resistant wall according to claim 1 or 2, wherein the two parts are arranged so as to protrude into a V-shape. 5. A reinforcing bar formed into a continuous triangular wave shape,
5. The RC precast earthquake-resistant wall according to claim 4, wherein the triangular waves are doublely arranged along the joining edge of the wall plate by being shifted back and forth by half a pitch.