Earthquake resisting wall structure

Abstract

To provide an earthquake resisting wall structure in which an intensive reinforcement is not needed to be divided and arranged on the upper and lower floors, by separately connecting a plurality of wall reinforcements and one intensive reinforcement having the same degree of reinforcement amount by an interval lap joint, which prevents excessively-concentrated bar arrangement in a beam, and which can achieve cost reduction.SOLUTION: An earthquake resisting wall structure is constituted by: an upper floor wall skeleton 6a where a wall vertical reinforcement 1 and a wall horizontal reinforcement 2 are arranged in double bars or single bars; a lower floor wall skeleton 6b where a wall vertical reinforcement 3 and a wall horizontal reinforcement 4 are arranged in double bars or single bars; and a beam skeleton 8 positioned between the upper floor wall skeleton 6a and the lower floor wall skeleton 6b. A single-bar-arranged intensive reinforcement 5 is arranged penetrating the beam skeleton 8 from the upper floor wall skeleton 6a to the lower floor wall skeleton 6b, and the intensive reinforcement 5 and the wall vertical reinforcement 1 of the upper floor wall skeleton 6a, and the intensive reinforcement 5 and the wall vertical reinforcement 3 of the lower floor wall skeleton 6b, are separately connected by an interval lap joint method respectively.SELECTED DRAWING: Figure 1

Description

[Technical field]

[0001] The present invention relates to a seismic wall structure in which multiple wall reinforcements and a single aggregate reinforcement having approximately the same amount of reinforcing bar (= strength x cross-sectional area) are connected at a distance using a "gap lap joint." [Background technology]

[0002] Fig. 11 shows a typical method of reinforcing bars in conventional reinforced concrete shear walls. The reinforcement is arranged in the following procedure. (1) Arrange the vertical and horizontal reinforcement of the lower floor walls. At this time, the vertical reinforcement of the walls protrudes from the bottom of the beams by the anchorage length. (2) Place the beam reinforcement. At this time, the vertical reinforcement of the lower floor wall, which protrudes from the bottom of the beam by the anchorage length, gets in the way. (3) Place the reinforcing bars. At this stage, pour the concrete. (4) Arrange the vertical and horizontal reinforcement of the upper floor walls. The insert bars and the vertical reinforcement of the upper floor walls are connected with lap joints.

[0003] The problems with the conventional construction method are shown in Figure 12. When the beams are made of steel-reinforced concrete, the core steel and wall rebars, and the core steel and insert bars interfere with each other, making reinforcement difficult. Possible solutions to this problem include drilling holes in the flanges of the core steel, or bending the wall vertical bars and insert bars, but both of these methods are time-consuming.

[0004] In addition, the problem of interference between the beam penetration holes and the vertical wall reinforcement bars, and between the beam penetration holes and the insert bars, making it difficult to install the beam penetration holes, can be addressed by bending the vertical wall reinforcement bars and the insert bars, but this is a time-consuming process.

[0005] In addition, the vertical reinforcement bars of the lower floor walls, beam reinforcement bars, insert bars, and floor reinforcement bars intersect, making the reinforcement arrangement inside the beams complex and dense, making it difficult to pour the wall concrete densely. The vertical reinforcement bars of the lower floor walls often protrude from the bottom of the beams, which gets in the way when installing the beam reinforcement bars.

[0006] Therefore, inventions related to column-beam frameworks and the structures of shear walls and beams have been made. For example, there are the inventions described in Patent Documents 1 to 3 and Non-Patent Documents 1 to 2.

[0007] Patent Document 1 discloses a column-beam framework including a pair of steel pipe columns, a steel frame beam member connecting the pair of steel pipe columns, and a reinforced concrete wall provided between the pair of steel pipe columns. The steel frame beam member includes a concrete body, and at least one side surface of the concrete body of the steel frame beam member is provided inside the reinforced concrete wall or flush with the reinforced concrete wall. Also, it is disclosed that at least one longitudinal bar of the reinforced concrete wall is fixed in the concrete body of the steel frame beam member or penetrates the concrete body of the steel frame beam member.

[0008] Patent Document 2 discloses a method for fixing and splicing wall reinforcement bars by arranging differential bars made of single bars between double-reinforced wall reinforcement bars forming a reinforced concrete structural wall and inserting the differential bars into the reinforcement bars forming a reinforced concrete structural frame.

[0009] Patent Document 3 discloses a method for constructing a shear wall using an SRC precast concrete beam. In this method, wall reinforcement is made into wall mesh bars in a unitized form, a pair of channels with their groove bottoms facing each other at a predetermined interval are used as steel frames, beam reinforcement bars assembled in a star-lap manner with the upper end bars omitted are assembled, unitized overlapping joint reinforcement bars with transverse bars attached only to the upper end penetrating the beam part are brought into the longitudinal slit of the SRC precast concrete beam provided with a longitudinal slit between the channels, and through this, the fixing of the lower wall mesh bars to the upper beam, the formation of the anchor fixing part of the upper wall mesh bars, and the complement of the upper end bars of the star-lap are achieved, and then the concrete of the slab, beam, and wall parts is cast integrally.

[0010] In addition, Non-Patent Document 1 discloses an experimental outline and results of investigating the joint performance when lap spliced joints are used, by replacing the table-shaped arranged wall longitudinal bars with single-arranged bars having the same cross-sectional area in the seismic wall of a reinforced concrete structure. Non-Patent Document 2 discloses considerations on the stress transfer mechanism between the bundled bars and the wall longitudinal bars by performing FEM analysis on the element tests of Non-Patent Document 1 and examining the compatibility between the experimental and analytical results.

Prior Art Documents

Patent Documents

[0011]

Patent Document 1

Patent Document 2

Patent Document 3

Non-Patent Documents

[0012]

Non-Patent Document 1

Non-Patent Document 2

Summary of the Invention

Problems to be Solved by the Invention

[0013] The invention described in Patent Document 1 is an invention aimed at realizing an indoor space where the beam type of the steel beam member does not protrude from the wall surface of the reinforced concrete wall.

[0014] The invention described in Patent Document 2 describes the difference bars to be inserted when the amount of reinforcing bars in the vertical wall bars on the upper floor is the same as that in the vertical wall bars on the lower floor, but does not consider the case where the amount of reinforcing bars in the vertical wall bars on the upper floor is different from that in the vertical wall bars on the lower floor.

[0015] The invention described in Patent Document 3 aims at a shear wall construction method under an SRC precast concrete beam that realizes the meshing of the wall reinforcement into units and eliminates the poor filling of concrete at the joint surface of the precast concrete beam, and the configuration is complicated.

[0016] An object of the present invention is to provide a seismic wall structure that can prevent over-dense reinforcement in a beam and reduce costs by separating and connecting a plurality of wall bars and a single aggregated bar having the same amount of reinforcing bars as the plurality of wall bars by a lap joint, so that it is not necessary to divide and arrange the aggregated bar between the upper and lower floors.

Means for Solving the Problems

[0017] In a seismic wall structure composed of an upper floor wall body in which the vertical wall bars and the horizontal wall bars are double-reinforced or single-reinforced, a lower floor wall body in which the vertical wall bars and the horizontal wall bars are double-reinforced or single-reinforced, and a beam body located between the upper floor wall body and the lower floor wall body, a single-reinforced aggregated bar penetrating the beam body from the upper floor wall body to the lower floor wall body is arranged, and the aggregated bar is spaced and connected to the vertical wall bars of the upper floor wall body and the aggregated bar is spaced and connected to the vertical wall bars of the lower floor wall body in a lap joint manner, respectively.

[0018] Here, the aggregated bar refers to a bar having an amount of reinforcing bars equal to or more than that of the plurality of vertical wall bars with a number less than the number of the plurality of vertical wall bars, considering the strength (material strength and yield strength) and cross-sectional area of the plurality of vertical wall bars arranged in the upper floor wall body or the lower floor wall body.

[0019] When calculating the amount of reinforcing bars in the vertical wall bars, there are cases of designing with material strength × cross-sectional area and designing with yield strength × cross-sectional area, and the aggregated bar may be calculated accordingly.

[0020] The present invention is a construction method used for RC walls attached to RC buildings, SRC buildings, SC (CES) buildings, prestressed concrete buildings, etc. The concrete may be placed in place or precast. Also, the steel reinforcement of the RC wall to which the present invention is applied may be either single reinforcement or double reinforcement. In the case of double reinforcement, the positional relationship between the vertical wall reinforcement and the horizontal wall reinforcement may be such that either is on the inner side of the wall and either is on the outer side of the wall. Also, the spacing of the bundled reinforcement is not limited. For example, the bundled reinforcement may be concentrated on both sides of the wall.

[0021] In the seismic wall structure of the present invention, the amount of steel reinforcement of the upper-story vertical wall reinforcement may be less than the amount of steel reinforcement of the lower-story vertical wall reinforcement, the amount of steel reinforcement of the bundled reinforcement may be equal to or greater than the amount of steel reinforcement of the upper-story vertical wall reinforcement, and may be less than the amount of steel reinforcement of the lower-story vertical wall reinforcement.

[0022] When the steel reinforcement of the vertical wall reinforcement is different between the upper and lower stories, the amount of steel reinforcement of the bundled reinforcement is determined according to the upper-story vertical wall reinforcement with less steel reinforcement. By doing so, even when planning a hinge at the wall base of the upper story, the amount of steel reinforcement of the upper-story vertical wall reinforcement and the bundled reinforcement will be approximately the same, so a hinge can be formed as planned.

[0023] When the amount of steel reinforcement of the bundled reinforcement is determined according to the upper-story vertical wall reinforcement with less steel reinforcement, at the wall head of the lower story, the vertical wall reinforcement will be more than the bundled reinforcement. Therefore, there is concern that the flexural strength of the wall head of the lower story will be insufficient, a new hinge will be formed, and the stress state of the building will change. However, since the wall head of the lower story has a margin in flexural strength, it does not pose a problem.

[0024] In the seismic wall structure of the present invention, it is preferable that the ratio of the amount of steel reinforcement of the bundled reinforcement to the upper-story vertical wall reinforcement is 1 to 1.4:1. When the installation ratio of the bundled reinforcement to the upper-story vertical wall reinforcement is determined by the amount of steel reinforcement, when it is about 1 for the upper-story vertical wall reinforcement with respect to 1 to 1.4 for the bundled reinforcement, sufficient strength can be obtained as a seismic wall structure.

[0025] Further, the ratio of the number of the bundled bars to the number of the vertical bars of the upper floor wall is preferably 1:2 to 4. When obtaining the ratio of the bundled bars to the vertical bars of the upper floor wall by the number, if there are about 2 to 4 vertical bars of the upper floor wall for 1 bundled bar, excessive stress concentration is less likely to occur, and sufficient strength as a seismic wall structure can be obtained.

[0026] In the seismic wall structure of the present invention, the spacing of the vertical bars of the upper floor wall may be larger than the spacing of the vertical bars of the lower floor wall. Generally, since the weight to be supported decreases as the floor goes up, the number of bars on the upper floor may be less than that on the lower floor, and the spacing of the vertical bars of the upper floor wall and the lower floor wall may be different. In that case, compared with the spacing of the vertical bars of the upper floor wall, the spacing of the vertical bars of the lower floor wall becomes narrower, and more vertical bars of the lower floor wall are arranged.

[0027] Also, in the seismic wall structure of the present invention, the bundled bars are generally arranged at equal intervals, but in some cases, they may be arranged at unequal intervals depending on the conditions. The bundled bars only need to be installed in a sufficient amount in terms of the amount of steel bars and the ratio of the number.

[0028] Also, the bundled bars are not limited to the vertical direction. In a seismic wall structure composed of an upper floor wall body in which the vertical bars and horizontal bars of the wall are double-reinforced or single-reinforced, a lower floor wall body in which the vertical bars and horizontal bars of the wall are double-reinforced or single-reinforced, a beam body located between the upper floor wall body and the lower floor wall body, and a column body located on the side of the upper floor wall body, the lower floor wall body, and the beam body, a structure in which single-reinforced horizontal bundled bars are arranged from the upper floor wall body and the lower floor wall body to the column body can also be adopted.

[0029] Horizontal bundled bars can also be provided for the horizontal bars of the wall, and horizontal bundled bars penetrating from the wall body to the column body can be arranged. Also, when the wall body comes only on one side of the column body, since the end of the horizontal bundled bar remains inside the column body, a fixing mechanism such as bending the end of the horizontal bundled bar may be provided. Further, the bundled bars for the vertical bars of the wall and the horizontal bundled bars for the horizontal bars of the wall may be provided simultaneously.

[0030] The seismic wall structure of the present invention has the above-described configuration, and the main features are as follows. a) Elimination of interference between the core steel frame of the SRC beam and the arrangement of the vertical wall reinforcement. b) Elimination of interference between the beam through-hole and the vertical wall reinforcement. c) Simplification of the reinforcement arrangement in the beam, which tends to be complex and dense due to the intersection of the beam reinforcement and the wall reinforcement. d) When installing the beam reinforcement, since the vertical wall reinforcement does not protrude from the bottom of the beam, the installation of the beam reinforcement becomes easier.

Effect of the Invention

[0031] Since the present invention has the seismic wall structure as described above, it has the following effects. (1) There is no need to divide and arrange the concentrated reinforcement between the upper and lower floors, and the over-dense reinforcement in the beam can be reasonably suppressed.

[0032] (2) There is no need to bend the concentrated reinforcement or provide mechanical fixing at the end in order to fix the concentrated reinforcement in the beam as in the case of dividing and arranging the concentrated reinforcement between the upper and lower floors, and cost reduction can be achieved.

[0033] (3) At the wall head of the lower floor, since the amount of reinforcement of the concentrated reinforcement is less than that of the vertical wall reinforcement, the amount of reinforcement required for the joint is reduced, and cost reduction can be achieved.

Brief Explanation of the Drawings

[0034]

Figure 1

Figure 2

Figure 3

Figure 4

Figure 5

Figure 6

Figure 7

Figure 8

Figure 9

Figure 10

Figure 11

Figure 12

Embodiments for Carrying out the Invention

[0035] Hereinafter, specific embodiments of the present invention will be described with reference to the drawings. FIG. 1 shows the seismic wall structure of the present invention. (a) is a sectional view, (b) is a plan view, and (c) is a longitudinal sectional view. In the upper - floor wall body 6a, upper - floor wall vertical bars 1 and upper - floor wall horizontal bars 2 are arranged. In the lower - floor wall body 6b, lower - floor wall vertical bars 3 and lower - floor wall horizontal bars 4 are arranged. A beam body 8 is provided between the upper - floor wall body 6a and the lower - floor wall body 6b, and beam bars 9 are arranged.

[0036] The reinforcement intervals of the upper floor wall horizontal bars 2 and the lower floor wall horizontal bars 4 are the same, but the reinforcement intervals of the upper floor wall vertical bars 1 and the lower floor wall vertical bars 3 are different. This is an example where the reinforcement interval of the lower floor wall vertical bars 3 is narrower than that of the upper floor wall vertical bars 1, and more reinforcement is provided for the lower floor wall vertical bars 3. Generally, the higher the floor, the less weight needs to be supported, so there may be fewer steel bars on the upper floors, which is shown as an example.

[0037] Also, in the present invention, the ratio of the amount of steel bars of the concentrated bars 5 and the upper floor wall vertical bars 1 is preferably about 1 to 1.4:1. When the installation ratio of the concentrated bars 5 and the upper floor wall vertical bars 1 is determined from the amount of steel bars, when it is about the upper floor wall vertical bars 1 with respect to the concentrated bars 1 to 1.4, sufficient strength can be obtained as a seismic wall structure.

[0038] Also, the ratio of the number of the concentrated bars 5 and the upper floor wall vertical bars 1 is preferably 1:2 to 4. When the installation ratio of the concentrated bars 5 and the upper floor wall vertical bars 1 is determined from the number, when it is about the upper floor wall vertical bars 2 to 4 with respect to the concentrated bars 1, excessive stress concentration is less likely to occur, and sufficient strength can be obtained as a seismic wall structure.

[0039] The concentrated bars 5 are arranged at every other interval of the upper floor wall vertical bars 1, passing through the beam body 8 from the upper floor wall body 6a to the lower floor wall body 6b. The upper floor wall vertical bars 1 and the concentrated bars 5, and the lower floor wall vertical bars 3 and the concentrated bars 5 are connected by lapping joints. L1 indicates the lapping joint length between the upper floor wall vertical bars 1 and the concentrated bars 5, and L2 indicates the lapping joint length between the lower floor wall vertical bars 3 and the concentrated bars 5.

[0040] Also, the reinforcement procedure is as follows, for example. 1) Reinforce the lower floor wall vertical bars 3 and the lower floor wall horizontal bars 4. 2) Reinforce the beam bars 9. 3) Reinforce the concentrated bars 5. The concentrated bars 5 and the lower floor wall vertical bars 3 are connected by lapping joints. At this stage, concrete is placed once. 4) Reinforce the upper floor wall vertical bars 1 and the upper floor wall horizontal bars 2. The concentrated bars 5 and the upper floor wall vertical bars 1 are connected by lapping joints.

[0041] Figure 2 shows the features of the seismic wall structure of the present invention, where (a) is a longitudinal sectional view and (b) is a plan view. As an example, the beam body 8 has a steel frame reinforced concrete structure. In Figure 2, the following features can be mentioned. 1) When the beam body 8 has a steel frame reinforced concrete structure, interference between the core steel frame 10 and the wall reinforcement (bundled bars 5) can be eliminated. 2) Interference between the beam through-hole 11 and the wall reinforcement (bundled bars 5) can be eliminated. 3) The reinforcement in the beam body 8 can be simplified. 4) Wall reinforcement that obstructs the installation of the beam bars 9 can be eliminated.

[0042] Figure 3 is an explanatory diagram of the outline of the present invention, showing the bending stress distribution during an earthquake and the assumed hinge positions. Figure 4 is a diagram showing the relationship of the reinforcement in part A of Figure 3, and Figure 5 is a graph showing the relationship between the bending performance and the axial force in the present invention.

[0043] Generally, the lower floor wall head has a margin in bending strength. Therefore, in the present invention, by utilizing this margin in bending strength, a proposal is made regarding the reinforcement of the bundled bars when the reinforcement of the vertical wall bars is different between the upper and lower floors.

[0044] When the reinforcement of the upper floor vertical wall bars 1 and the lower floor vertical wall bars 3 is different, the bundled bars 5 having the same amount of steel bars as the upper floor vertical wall bars 1 can be directly reinforced at the lower floor wall head. Interference between the reinforcements of the beam and the wall body can be eliminated, and the reinforcement in the beam can be simplified. Also, since the amount of steel bars in the bundled bars 5 is reduced, cost reduction can be achieved.

[0045] Generally, the concentrated reinforcement 5 has the same amount of reinforcement as the vertical wall reinforcement. However, when the lower floor vertical wall reinforcement 3 has a reinforcement amount equal to or more than that of the upper floor vertical wall reinforcement 1, if the concentrated reinforcement 5 is arranged according to the seismic wall structure of the present invention, the concentrated reinforcement 5 at the head of the lower floor wall will have a reinforcement amount less than or equal to that of the lower floor vertical wall reinforcement 3. That is, since the reinforcement amount of the concentrated reinforcement 5 at the head of the lower floor wall is small, there are concerns about insufficient flexural strength at the head of the lower floor wall or the formation of new hinges at the head of the lower floor wall, which may affect the collapse mode. In response to this concern, as shown in FIG. 5, although the flexural strength at the head of the lower floor wall decreases, there is still sufficient margin for the flexural strength, and the impact on the collapse mode is also minor.

[0046] FIG. 6 is a vertical sectional view showing examples of the arrangement of the concentrated reinforcement 5 in different structural forms. (a) shows a reinforced concrete structure, (b) shows a steel frame reinforced concrete structure, (c) shows a steel frame concrete structure, and (d) shows a prestressed concrete structure. In addition, it can also be used for underground structures such as steel frame structures, wooden structures, CFT structures, column RC beam S structures, etc., and is not particularly limited.

[0047] FIG. 7 is a horizontal sectional view showing different arrangement examples of the vertical wall reinforcement 12, the horizontal wall reinforcement 13, and the concentrated reinforcement 5. (a) shows a standard double reinforcement arrangement, where the vertical wall reinforcement 12 is inside the horizontal wall reinforcement 13, and the concentrated reinforcement 5 is between the double reinforcements. (b) shows that the vertical wall reinforcement 12 is outside the horizontal wall reinforcement 13, and the concentrated reinforcement 5 is between the double reinforcements. (c) shows that one side of the vertical wall reinforcement 12 is inside the horizontal wall reinforcement 13 and the other side is outside the horizontal wall reinforcement 13, and the concentrated reinforcement 5 is between the double reinforcements.

[0048] (d) shows that one side of the vertical wall reinforcement 12 is inside the horizontal wall reinforcement 13 and the other side is outside the horizontal wall reinforcement 13, and the concentrated reinforcement 5 is outside the horizontal wall reinforcement 13. (e) shows that the horizontal wall reinforcement 13 is single reinforced, and the vertical wall reinforcement 12 and the concentrated reinforcement 5 are on the same side. (f) shows that the horizontal wall reinforcement 13 is single reinforced, and the vertical wall reinforcement 12 and the concentrated reinforcement 5 are on different sides.

[0049] Figs. 1, 2, and 6 show the concentrated reinforcement 5 that aggregates the vertical wall reinforcement with double reinforcement. However, for the seismic wall structure itself of the present invention, the wall reinforcement can be either double reinforcement or single reinforcement. Also, in the figures, the vertical wall reinforcement is arranged on the inner side of the wall, but the vertical wall reinforcement may be arranged on the outer side of the wall. Furthermore, although the concentrated reinforcement is arranged on the inner side of the wall rather than the wall reinforcement, for the seismic wall structure itself of the present invention, the concentrated reinforcement may be arranged on the outer side of the wall rather than the wall reinforcement.

[0050] Fig. 8 is a front view showing different arrangement examples regarding the arrangement interval of the concentrated reinforcement 5. (a) is an example of the concentrated reinforcement 5 with equal arrangement intervals, and (b) is an example of the concentrated reinforcement 5 with unequal arrangement intervals. Figs. 1 and 4 show figures in which both the wall reinforcement and the concentrated reinforcement are arranged at equal intervals, but for the seismic wall structure itself of the present invention, it is not necessarily required to arrange them at equal intervals.

[0051] For example, as shown in Fig. 8(b), the concentrated reinforcement 5 may be intensively arranged at a position close to the column 7 or at the center of the wall body 6. The reason for making the amount of steel bars of the wall reinforcement and the concentrated reinforcement approximately the same is to make the performance of the wall the same as that of the conventional method and this method. Conversely, if the performance is the same, it is not necessary to arrange the concentrated reinforcement at equal intervals.

[0052] Fig. 9 shows an embodiment in the case where the horizontal concentrated reinforcement 15 penetrating the column 7 is arranged with respect to the wall horizontal reinforcements 2 and 4. (a) is a horizontal sectional view, (b) is a front view, and (c) is a side view. In the seismic wall structure of the present invention, the upper-story wall vertical reinforcement 1 and the upper-story wall horizontal reinforcement 2 are arranged in the upper-story wall body 6a. The lower-story wall vertical reinforcement 3 and the lower-story wall horizontal reinforcement 4 are arranged in the lower-story wall body 6b. A beam body 8 is provided between the upper-story wall body 6a and the lower-story wall body 6b, and the beam reinforcement 9 is arranged.

[0053] The arrangement intervals of the upper-story wall vertical reinforcement 1 and the lower-story wall vertical reinforcement 3 are different, but the arrangement intervals of the upper-story wall horizontal reinforcement 2 and the lower-story wall horizontal reinforcement 4 are the same. The case of aggregating only the wall horizontal reinforcements is shown. The horizontal concentrated reinforcement 15 is arranged between the double reinforcements of the upper-story wall horizontal reinforcement 2 and the lower-story wall horizontal reinforcement 4, and penetrates from the wall body 6 through the column body 7 to the next wall body 6.

[0054] FIG. 10 shows a structure in which lateral converging bars 15 arranged horizontally through columns 7 with respect to wall horizontal bars 2 and 4 and longitudinal converging bars 5 passing through beams 8 with respect to wall vertical bars 1 and 3 are arranged. (a) is a horizontal sectional view, (b) is a front view, and (c) is a side view. FIG. 1 shows a diagram in which four wall vertical bars are converged into one longitudinal converging bar 5. However, in the seismic wall structure of the present invention, it is important that the amount of steel bars in the wall bars (= cross-sectional area of the steel bars × material strength or yield strength of the steel bars) is approximately the same as the amount of steel bars in the converging bars.

[0055] Therefore, it is not necessary for the number of wall bars to be an integer multiple of the number of converging bars, such as "converging four wall bars into one" or "converging two wall bars into one". Rather, in practice, cases where the number of wall bars is not an integer multiple of the number of converging bars are more common, such as "the spacing of the wall bars is 200 mm, while the spacing of the converging bars is 350 mm, and 3.5 wall bars are converged into one".

[0056] Note that the concrete used in the seismic wall structure of the present invention is not particularly limited as long as its strength and durability are sufficient, such as in-situ concrete or precast concrete. Further, although the present invention is limited to seismic walls, it is also possible to apply a similar reinforcement structure to miscellaneous walls (partition walls, party walls, elevator walls, staircase walls, etc.).

Explanation of Reference Numerals

[0057] 1... Upper floor wall vertical bar 2... Upper floor wall horizontal bar 3... Lower floor wall vertical bar 4... Lower floor wall horizontal bar 5... Converging bar 6... Wall body 6a... Upper floor wall body 6b... Lower floor wall body 7... Column body 8... Beam body 9... Beam bars 10... Core steel frame 11... Beam through-hole 12... Wall vertical bar 13... Wall horizontal bar 14... Lapping bar 15... Lateral converging bar h1... Hinge at the foot of the upper floor wall h2…Lower wall foot hinge L1…Overlapping joint length between the bundled bars and the upper wall longitudinal bars L2…Overlapping joint length between the bundled bars and the lower wall longitudinal bars H…Beam deflection S1…Overlapping joint length between the inserted bars and the (upper floor) wall longitudinal bars S2…Anchorage length of the (lower floor) wall longitudinal bars S3…Anchorage length of the inserted bars

Claims

1. In a seismic wall structure composed of an upper-story wall body in which vertical wall bars and horizontal wall bars are double-reinforced or single-reinforced, a lower-story wall body in which vertical wall bars and horizontal wall bars are double-reinforced or single-reinforced, and a beam body located between the upper-story wall body and the lower-story wall body, single-reinforced concentrated bars penetrating the beam body from the upper-story wall body to the lower-story wall body are arranged, and the concentrated bars are spaced and connected to the vertical wall bars of the upper-story wall body and the concentrated bars are spaced and connected to the vertical wall bars of the lower-story wall body in a lapped joint method, respectively. The seismic wall structure is characterized by this. Here, the concentrated bars refer to bars having a steel bar amount equal to or more than that of the plurality of vertical wall bars with a number less than the number of the plurality of vertical wall bars with respect to the steel bar amount considering the strength and cross-sectional area of the plurality of vertical wall bars arranged in the upper-story wall body or the lower-story wall body.

2. In the seismic wall structure according to Claim 1, the steel bar amount of the upper-story vertical wall bars is less than the steel bar amount of the lower-story vertical wall bars, the steel bar amount of the concentrated bars is equal to or more than the steel bar amount of the upper-story vertical wall bars, and is less than the steel bar amount of the lower-story vertical wall bars. The seismic wall structure is characterized by this.

3. In the seismic wall structure according to Claim 1, the ratio of the steel bar amount of the concentrated bars to the steel bar amount of the upper-story vertical wall bars is 1 to 1.4:

1. The seismic wall structure is characterized by this.

4. In the seismic wall structure according to Claim 1, the ratio of the number of the concentrated bars to the number of the upper-story vertical wall bars is 1:2 to 4. The seismic wall structure is characterized by this.

5. In the seismic wall structure according to Claim 2, the reinforcement spacing of the upper-story vertical wall bars is larger than the reinforcement spacing of the lower-story vertical wall bars. The seismic wall structure is characterized by this.

6. In the seismic wall structure according to Claim 1, the concentrated bars are arranged at equal intervals. The seismic wall structure is characterized by this.

7. In a seismic wall structure composed of an upper-story wall body in which vertical wall reinforcement bars and horizontal wall reinforcement bars are double-reinforced or single-reinforced, a lower-story wall body in which vertical wall reinforcement bars and horizontal wall reinforcement bars are double-reinforced or single-reinforced, a beam body located between the upper-story wall body and the lower-story wall body, and a column body located on the side of the upper-story wall body, the lower-story wall body, and the beam body, single-reinforced lateral concentrated reinforcement bars are arranged from the upper-story wall body and the lower-story wall body to the column body. A seismic wall structure characterized by this.

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