KR20070042314A - Staggered wall-beam srtucure system and apartment house using the same - Google Patents

Abstract

In the present invention, the partition wall is formed in H shape together with the upper slab and the lower slab, and the partition wall structural system which ensures structural stability by acting as a beam of H-shaped section having the effective distance between the centers of the slabs on both sides of the partition wall as an effective width; By applying this, it is related to the multi-family housing which enables variable and free interior design.

The present invention is a multi-storey building in which core is designed as a load bearing wall, the bearing having a height of two or more floors arranged to include two rows in a short side direction and a plurality of rows in a long side direction; A load bearing slab constructed to distinguish between upper and lower layers in the middle of the bearing column; Bearing beams constructed under the bearing slab while connecting the bearing columns positioned in the same row; And a wall that is constructed to connect the strength slabs of the upper layer and the lower layer while connecting the bearing columns positioned in different rows, and includes a load-bearing partition wall spaced at a spacing while skipping between the columns of bearing columns. It is configured to, and provides a partition structure system characterized in that the load-bearing partition is arranged so as to cross each other in the upper layer and the lower layer.

Partition wall, wall structure, ramen structure, apartment building, wall beam, H-beam

Description

Staggered wall-beam srtucure system and apartment house using the same}

1 is a perspective view (a) and a plan view (b) illustrating the concept of a partition wall structure system according to the present invention.

2a to 2e is a diagram showing the results of the structural analysis of the bearing slab in the partition wall structure system according to the present invention, the short side bending moment (M _XX ), the long side bending moment (M _YY ), the short side shear force diagram (V _XX ), the long side bending moment diagram (V _YY ) and the in-plane shear force diagram (F _XY ).

3a and 3b is a view showing the results of the structural analysis of the load-bearing partition wall in the partition structure system according to the present invention is a F _XX axial force diagram and F _XY axial force diagram, respectively.

4 is a view showing the structural analysis results of the bearing column in the partition wall structure system according to the present invention is a stress diagram in the axial (SIG _ZZ ) direction of the bearing column.

5 is a rear view showing the bonding details of the bearing slab and the bearing bulkhead in the partition structure system according to the present invention.

6A to 6C are elevation views, transverse reinforcement views, and longitudinal reinforcement views showing portions where stresses are concentrated, respectively, in the partition structure system according to the present invention, showing the bonding details of the strength columns and the strength partition walls.

7 is a plan view of the main housing housing as an example of applying the partition wall structure system according to the present invention.

<Explanation of symbols for the main parts of the drawings>

1: stress concentration part 10: partition wall structure system

100: bearing column 110: reinforcing belt reinforcement

120: band reinforcement section of bearing column

200: strength barrier 200a: side wall and core wall

200b: non-bearing wall 210: U-shaped dowel bar

220: inclined rebar 230: construction joint joint

300: bearing slab 400: bearing beam

The present invention relates to a partition structure system for transferring the load of the slab to the beam by removing the process to the beam and to the pillars through the alternately installed partition wall, and more specifically, the partition wall is the upper slab and the lower slab and The H-shaped cross section system with H-shape with the effective width of the slab centers on both sides of the partition wall as the effective width and the partition structure system which secured structural stability, and by applying it, the variable and free internal design became possible It's about housing.

The wall structure is composed of a slab and bearing walls, and it is applied to a multi-unit building construction because it is easy to construct. In the conventional multi-family house, the wall structure is not only a household boundary wall that separates households, but also a partition wall that partitions the space inside the households, and has a load-bearing wall that supports the load of the building. As a result, the upper and lower walls are located at the same position in the vertical direction. It consists of a continuous structure that is installed.

Such a wall-type multi-family housing can easily secure the structural stability while thinning the frame, there is an advantage that can be easily constructed outside the frame using a system formwork, such as gang foam. However, the wall-structured multi-unit apartments do not meet the needs of tenants' various housing spaces due to their variability and flexibility, and furthermore, it is difficult to dismantle and change the internal partition walls, which are the load-bearing walls during remodeling. Inherent problems such as being limited to the design of lighthouse space. In addition, there were disadvantages in terms of constructability, because all generation boundary walls and partition walls inside the building, which are constructed as bearing walls, must be integrated with the slab. That is, it takes a long time, and the overall construction period is long.

Accordingly, the present inventors have realized the necessity of improving the disadvantages while using the advantages of the conventional wall structure, and have developed a partition wall structure system that is completed by combining the ramen structure with the wall structure.

The present invention has been made to solve the above problems, the spacing of the partitions installed alternately by eliminating the process of transferring the load of the slab to the beam form the H shape with the upper slab and the lower slab centered on both sides of the slab centered around the partition wall The purpose of the present invention is to provide a partition wall structural system having improved structural properties by securing structural stability by acting as a beam of an H-shaped cross section having an effective width as an effective width.

Another object of the present invention is to combine the wall structure and the ramen structure to complete the structure of the structural beams and the part of the bearing wall to connect the pillars between each other to enable a flexible and free internal space design and further construction during remodeling construction It is to provide multi-family housing with a partition wall structure system that can actively respond to changes in the environment and various demands of the consumer.

In order to achieve the above object, the present invention is a multi-story building in which core is designed as a load bearing wall, a load bearing pillar having a height of two or more floors arranged to include two rows in a short side direction and a plurality of rows in a long side direction; A load bearing slab constructed to distinguish between upper and lower layers in the middle of the bearing column; Bearing beams constructed under the bearing slab while connecting the bearing columns positioned in the same row; And a wall that is constructed to connect the strength slabs of the upper layer and the lower layer while connecting the bearing columns positioned in different rows, and includes a load-bearing partition wall spaced at a spacing while skipping between the columns of bearing columns. It is configured to, and provides a partition structure system characterized in that the load-bearing partition is arranged so as to cross each other in the upper layer and the lower layer. At this time, the non-bearing wall connecting the mutual strength slab of the upper layer and the lower layer is further constructed in the column of the bearing pillars in which the load-bearing partition wall is not disposed between the load-bearing partition walls. It may be arranged to line up in the direction.

In addition, the present invention is a multi-family house is constructed of a reinforced concrete structure by applying the above-described partition wall structure system, it is designed by arranging the load-bearing partition wall of the partition wall structure system as the generation boundary wall, the ratio of the partition wall structure system It provides a multi-family house, characterized in that the layout is designed by using the bearing wall as the partition wall of the household boundary or the household.

Hereinafter, the present invention will be described in more detail with reference to the accompanying drawings.

1. Partition wall structure system

1 is a perspective view (a) and a flat surface (b) showing the concept of the partition wall structure system according to the present invention, the present invention is characterized in that the combined structure of the wall structure and the ramen structure. That is, as shown, the partition wall structure system according to the present invention includes the strength column, the bearing beam, and the bearing slab, which are the ramen structures, as the main frames, and the bearing slabs and the bearing walls, which are wall structures, as the main frames. It is included. However, the load bearing beam and the bearing wall are not arranged like the normal ramen structure and the wall structure, but the bearing beam is arranged only in the short side direction, and the bearing wall is the diaphragm in the long side direction and interlaced with each other. In other words, in the existing framework system, the load acting on the upper slab was transferred to the beam separately installed and then transferred to the column (ramen structure), or to the load bearing wall continuous in the vertical direction (wall structure). The partition wall structure system 10 according to this is because it is a method of directly transferring the load of the load bearing slab 300 to the load bearing column 100 through the load-bearing partition 200 which is installed up and down alternately every floor. ) Is to be a wall-beam (beam-beam) that performs the role of a beam and a wall at the same time.

Specifically, the partition wall structure system includes a load bearing column 100 having a height of at least two floors arranged to include two rows in a short side direction and a plurality of rows in a long side direction; A load bearing slab 300 which is constructed to distinguish between upper and lower layers in the middle of the bearing column; Bearing beams 400 which are constructed under the bearing slab 300 while connecting the bearing columns 100 located in the same row; And, the wall is constructed to connect the upper and lower load-bearing slab 300 each other while connecting the bearing columns (100) located in the other row, the spacing between the bearing columns (력) spacing arrangement It is configured to include a load-bearing barrier 200, characterized in that the load-bearing barrier 200 is arranged so as to cross each other in the upper layer and the lower layer.

In the above-described partition wall structure system, the upper and lower load bearing slabs 300 are upper and lower flanges, and the load-bearing partition walls 200 interposed with each other are composed of webs, and thus serve as H beams. At the same time, it is possible to consider the expansion of the compression region and the effect of expanding the tension region of the lower-bearing slab 300 at the same time, thereby securing an economical structural cross section. That is, the upper and lower load bearing slab 300 and the load carrying barrier 200 act as an H-shaped cross-section structure with the effective width of the distance between the centers of both bearing slabs 300 with respect to the load carrying barrier 200 as the upper width bearing slab. Compression force acts on the 300 and tensile force acts on the lower-bearing slab 300.

In addition, in the partition wall structure system, when the horizontal load such as earthquake load and wind load act on the structure, the bearing slab behaves as a rigid diaphragm, resists the horizontal load around the bearing wall of the core, and the load bearing partition wall 200 and The bearing column 100 is a building frame system that does not resist lateral loads, and can satisfy the suitability of deformation due to lateral loads according to the Architectural Structural Design Standard (KBCS2005), resulting in a highly efficient structural system. As a result, the strength pillar 100 in the floor in which the strength barrier wall 200 is installed and the strength pillar 100 in the layer in which the strength barrier wall 200 is not installed have a general influence on the bending moment in the general framework system. It is much smaller than the pillar of.

As described above, the partition wall structure system has not only structural advantages, but also has an advantage in that it enables a variable and free design of the load bearing column in which the proof partition walls 200 are not disposed between the proof partition walls 200. That is, as shown in (b) of FIG. The space can be partitioned, and if necessary, the non-bearing wall 200b may be dismantled in the future. Accordingly, the partition wall structure system 10 of the present invention can easily arrange and change the non-bearing wall 200b, thereby allowing various types of spatial planning corresponding to the life cycle change of the occupant, and the proof partition wall 200 Large space configuration is possible, such as horizontal integration to plan between one span or vertical integration to plan the upper and lower floors (the upper and lower floors can be variously adjusted) as a single generation.

In addition, the partition wall structure system can be expected to reduce construction costs by 48,000 won per pyeong (960,000 won per household, 20 pyeong basis) compared to the existing wall method in terms of economic feasibility. For example, it can be expected to shorten the frame construction period of about 3 days per floor compared to the existing method.

2. Structural Analysis Results of the Bulkhead Structure System

Structural stability of the partition wall structure system according to the present invention was examined using a structural analysis program MIDAS / GENW (V.6.3.0), and in FIG. 2A to FIG. The results of the structural analysis are shown assuming that the case is applied to the wall and sidewall 200a). Detailed design conditions and structural plans for the structural analysis are as follows.

(1) Design condition

The bearing slab 300 has a structural function that transmits vertical loads to the wall and the wall of the side in the form of diaphragm and bending, and has a thickness of 180 mm to prevent harmful deflection and deformation, and to contact the central core wall and the outside. The side wall (200a) was applied to 250mm, the internal strength partition wall 200 was applied to 180mm. In addition, the wall pillars in contact with the side wall among the bearing columns 100 were applied with a cross section of 400mm × 700mm, the inner pillars were applied with 400mm × 1,200mm, and the balcony side beams of the bearing beams 400 were applied with a reverse beam of 400mm × 400mm. The corridor beam was applied to 400mm × 400mm.

Structural planning is supported by the frame structure of the vertical load is composed of the load bearing slab 300, the bearing beam 400, the bearing column 100, the side wall and core wall (200a), the load-bearing septum 200, the horizontal load ( Both the short side direction and the long side direction) were made to be supported by the shear wall structure type by the central core wall, the side wall, and the load-bearing septum 200.

The seismic loads were compared and analyzed by conducting static and dynamic seismic analysis, and applied according to the following equations.

-Area coefficient: A = 0.11 (earthquake zone 1)

Importance factor: I = 1.5 (Urban Planning District)

Ground Factor: S _D

-Short Cycle Design Spectrum Acceleration: S _DS = 3.6 MA

-Design spectrum acceleration of period 1 second: S _D1 = 2.3 MA

Modification coefficient of reaction: R _x = 5.0, R _y = 5.0

Basic vibration period: T _a = 0.049 ( h _n ) ^3/4 = 0.049 (40.5m) ^3/4 = 0.787 seconds

-Dynamic coefficient:

Foundation shear force: V = C _S W

Here, in the estimation of seismic load, R = 5.0 is applied to the reinforced concrete shear wall of the building frame system in both short and long directions.

(2) Structural analysis of load bearing slabs

In the case of the bearing slab 300, as shown in FIG. 2A, the short side direction (X direction) bending moment (M _XX ) of the bearing slab has a maximum static moment of 5.4 kN · m / m at the center and a parent moment of 11.4 kN at the outer end. M / m, the parent moment was found to be 4.8 kNm / m at the inner end. In general, the stress slab is concentrated in the portion where the bearing column 100 and the strength partition wall 200 are joined to each other, but the positive and the minor moments appear at the center and the end of the bearing slab 300, respectively. Could.

As shown in FIG. 2B, the long side direction (Y direction) bending moment M _YY of the bearing slab 300 has a maximum static moment at the center of 18.8 kN · m / m, and a parent moment at the continuous end thereof is 18.0 kN. M / m, the parent moment at the discontinuous end was 20.7 kNm / m. As a whole of the slab 300, it can be seen that the stress is concentrated at the portion where the bearing column 100 is joined and the portion where the bearing wall 200 is joined.

As shown in FIG. 2C, the maximum shear force (V _XX ) in the short-side direction of the load bearing slab 300 was 44.8 kN / m at the central core portion and was 8.7 kN / m at the portion where the load-bearing partition 200 was joined. As shown in FIG. 2D, the maximum shear force (V _YY ) in the longitudinal direction of the load bearing slab 300 was 19.1 kN / m at the continuous end and 54.9 kN / m at the discontinuous end.

On the other hand, in the barrier rib structure system according to the present invention, because the barrier rib 200 is not vertically continuous but interlayer discontinuous, the tensile force is applied to the bearing slab 300 of the portion having the bearing barrier wall 200 thereon. Compression force acts on the load-bearing slab 300 of the portion where the load-bearing partition wall 200 is located in the lower portion, so that the tensile force and the compressive force act together in the load-bearing slab 300 of one unit span. As shown in FIG. 2E, the maximum in-plane shear force F _XY at the center of the short-side direction of the bearing slab 300 was 46.3 kN / m.

After designing the slab 300 based on the structural analysis results as described above, the values obtained from the strength and analysis results of the designed strength slab 300 can be summarized as shown in Table 1 below.

Examination of resistance strength according to slab reinforcement Design Moment (kNm / m) Shear force (KN / m) Judgment need design need design Short-side direction End HD13 @ 200 11.4 33.6 44.8 106.6 O.K Center HD10 + HD13 @ 200 5.4 26.7 - - O.K Long side direction End HD10 + HD13 @ 200 20.7 24.5 54.9 106.6 O.K Center HD10 @ 200 18.8 19.5 - - O.K

(3) Structural analysis results of strength barriers

In the case of the proof barrier 200, as shown in FIG. 3A which shows the F _XX axial force diagram (axial force per unit width of the element coordinate system x-axis direction in the Midas program), the center part of the proof barrier 200 is shown. Tensile force is applied to the lower portion and the compressive force is applied to the upper portion of the central portion, the tensile force is applied to the upper end of the load-bearing septum 200, the compressive force is applied to the lower end. From this, it can be seen that the load-bearing barrier 200 behaves similarly to that of a general beam. In addition, in the process of transferring the load of the upper load bearing slab 300 to the bearing column 100, it can be seen that the load is concentrated in the center-upper end of the load-bearing partition wall 200. The maximum tensile force at the bottom of the center of the load-bearing septum 200 was 294.7 kN / m, the compressive force at the top of the center was 253.6 kN / m, the tensile force of the top end was 253.9 kN / m. .

On the other hand, as can be seen in Figure 3b showing the F _XY axial force diagram (axial force per unit width of the element coordinate system xy plane in the Midas program), the shear force of the strength barrier 200 is greater at the top or bottom than the central portion of the end. It was confirmed that it appeared. The shear force at the center portion of the end portion of the load-bearing septum 200 was found to be 137.3 kN / m while the lower portion of the load-bearing septum 200 was 438.7 kN / m.

Based on the structural analysis results as described above, after designing the strength barrier 200, the values obtained from the strength and analysis results of the designed strength barrier 200 are as follows [Table 2].

Examination of resistance strength according to WALL-BEAM Design Axial force (kN / m) Shear force (kN / m) Judgment need design need design Top End 4 -HD13 Horizontal muscle HD10 ＠ 300 Vertical muscle HD10 ＠ 300 253.9 (tension) 285.1 (φTs) 137.3 (Vu) 339.0 (φVc) O.K Center 253.6 (compression force) 3672.0 (φTc) O.K bottom End 5 -HD13 Horizontal muscle HD10 ＠ 300 Vertical muscle HD10 ＠ 300 536.5 (compression force) 3672.0 (φTc) O.K Center 294.7 (tension) 330.8 (φTs) O.K

here,

(4) Structural analysis results of bearing columns

In the case of the bearing column 100, as shown in FIG. 4 which shows the SIG _ZZ axial stress diagram (axial stress of the element coordinate system z-axis direction in the Midas program) of the bearing column, the axial stress of the bearing column 100 is the bearing column (100). It can be seen that the maximum appears at the bottom of the junction surface with the load-bearing partition wall 200 rather than appearing large at the bottom. The maximum stress at the stress concentration at this time was 6835.9kN.

After designing the bearing column 100 based on the structural analysis results as described above, the values obtained from the strength and analysis results of the designed bearing column 100 are as follows [Table 3].

Examination of axial resistance stress according to reinforcement condition Design Required axial stress (kN) Design Axial Stress (kN) Judgment C1 (400 × 1,200) Freckle 20-HD22 6835.9 6991.4 O.K

3. Details of joints in bulkhead structural systems

5 to 6c is a view showing the connection details in the partition wall structure system according to the present invention, it shows a joint reinforcement details when completed in the reinforced concrete structure. The abs root of each joint is, firstly, the load-bearing septum 200 serves as a general deep beam, but is much thinner than a normal deep beam, intermittently positioned in one layer, and the load acts on the upper and lower portions simultaneously. Second, the rigidity of the strength barrier is very strong in-plane (short in plan view), but the rigidity of the strength column is large out-of-plane (long in plane) and in-plane. Third, in the case of bearing slabs, tensile stress acts on one side of the septum and compressive stress acts on the other side of the septum, so that in-plane shear stress acts on the center of the slab and axial stress is generated. Should be taken into account.

(1) Joint of load bearing bulkhead and bearing slab

According to the above analysis results, unlike the wall in the general frame system, the tensile stress acts in the orthogonal direction on the wall surface of the lower end portion of the bearing wall in the bearing space 200, and in the bearing slab 300, As in the slab, it can be seen that the tensile stress at the top at the end of the slab 300 has a compressive stress at the bottom. However, the stress will be concentrated at the junction where the upper portion of the bearing slab 300 and the bearing wall 200 are subjected to tensile stress (because the bearing wall is not located below the bearing slab at such a joint), The possibility of cracking due to snow 230 installation is expected to be large.

Thus, the present invention proposes a back muscle detail as shown in FIG. That is, the U-shaped dosing bar (dowel bar, 210) is installed so that the opening is fixed to the load-bearing partition wall 200 while the closing portion wraps the horizontal reinforcement of the load-bearing slab (300); And, while one end is fixed to the load-bearing slab 300, the other end is installed to be fixed to the load-bearing septum 200, the end fixed to the load-bearing slab 300 is positioned over the same line with the surface of the load bearing partition wall 200 Inclined reinforcing bars 220 are disposed to be so as to be reinforced.

The U-type anchoring reinforcement 210 is provided for the joint with the vertical reinforcement of the load-bearing partition wall 200 because it is difficult to assemble the load-bearing partition 200 in advance when the concrete slab 300 load-bearing concrete . The U-type anchoring reinforcement 210 is to wrap the lower end of the horizontal reinforcement of the lower load-bearing slab 300 located in the load-bearing barrier 200, which is a load-bearing slab 300 in the lower portion of the load-bearing barrier 200 (200). It is necessary to secure the tensile anchoring length because the hanging is subjected to the tensile force, but considering that it is difficult to secure a sufficient anchoring length if the load-bearing slab 300 is designed to a thickness of about 180 mm in accordance with conventional design criteria. That is, by fixing the U-shaped anchoring reinforcement 220 to the horizontal reinforcement of the bearing slab 300 to compensate for the lack of the fixing length in a way to improve the fixing force.

However, based on the results of the structural analysis, if a fixing length of about 80 to 100 mm for D10 and about 110 to 130 mm for D13 is secured, yielding will occur. Therefore, the above fixing length should be sufficient. It is necessary to consider the introduction of mechanical fixing and the like. Thus, in the present invention, using the reinforcing bar as a vertical reinforcement of the load-bearing partition wall 200 to extend down to the lower main reinforcement of the load-bearing slab 300, while one end is fixed to the load-bearing slab 300 for crack control It is proposed to install the inclined rebar 220 so that the other end is fixed to the load-bearing partition wall (200). In this case, the inclined reinforcing bar 220 may be positioned so that one end fixed to the load bearing slab 300 is in the same line as the surface of the load carrying barrier 200.

On the other hand, the construction joint joint appears at the junction of the lower-bearing slab 300 and the upper-bearing load-bearing partition 200, as described above, the load-bearing slab 300 is suspended in the lower portion of the load-bearing partition wall 200 to receive a tensile force. Construction joint joint (230) is likely to cause cracks, which can cause safety and durability deterioration bar, when the joint portion of the strength-bearing slab (200) in the strength-bearing slab 300 during construction is the surface rough construction It is desirable to be treated with seam joints.

(2) Details of the junction between the bearing bulkhead and the bearing column

As shown in FIG. 6A, stress is concentrated in the upper and lower portions 1 of the bearing pillar 100 which is joined to the bearing gap 200, and in particular, the tensile stress in the direction of the bearing gap 200 according to the structural analysis results. This action may cause a spalling phenomenon at the junction between the bearing column 100 and the bearing partition wall 200, it is necessary to reinforce the rebar.

In the present invention, the main reinforcing bar including the reinforcing bar reinforcement in the bearing column 100 and the intermediate reinforcing bar between the corner reinforcement; A band reinforcing bar surrounding the outer side of the main reinforcing bar 100; And a reinforcing strip reinforcing bar (110) for interconnecting the intermediate reinforcing bars of the main reinforcing bar; wherein the band reinforcing bar (100) and the reinforcing band reinforcing bar (110) have a load-bearing septum (200). From the upper end and the lower end of the joint portion of the load bearing pillar 100 to the 1/6 point 120 of the height of the interlayer column up and down toward the portion where the load bearing gap 200 and the bearing pillar 100 are not joined. It is proposed to close closely. This reinforcement state will also contribute to the improvement of the shock resistance of the bearing column (100).

On the other hand, it is important to secure the anchoring length of the load-bearing partition 200 horizontal reinforcement at the junction of the bearing pillar 100 and the load-bearing partition 200, in consideration of this, to be placed on the load-bearing slab 300 at the bottom of the load-bearing partition 200. The reinforcing bar is adjusted according to the thickness of the bearing column. For example, when the thickness of the bearing column 100 is designed to be 400 mm as in the embodiment of the present invention, it is possible to secure about 350 mm at the maximum fixing length except for the coating thickness and the band reinforcing bar, which is concrete. In the case of strength of 24 ~ 27MPa D25 reinforcing bar finished in the form of a standard hook, so the distance is satisfied, it will not be a problem if the reinforcing bar of the load bearing slab 300 is used below D25.

(3) Load bearing slab center

Shear stress is expected to be induced because the central portion of the bearing slab 300 is tensioned by one I-shaped cross section and one side is compressed. However, since the structural analysis does not generate large stresses, it may be possible to follow the normal slab reinforcement, but the positive and minor moment positions are caused by the sinusoidal stress caused by the shear stress and the moment caused by the transverse force (supporting load, wind load). That is, since the position of the inflection point may be greatly changed, it is preferable to reinforce the rebar about twice as much as the reinforcing bar at the end in consideration of this.

4. Multi-family Housing with Bulkhead Structure System

7 is a plan view of the main housing main housing as an example of applying the partition wall structure system according to the present invention, by applying the partition wall structure system and FDW (flat plate construction) structure system at the same time around the core of the triangular core (core) This is a designed example.

The above-described partition wall structure system 10 is designed by arranging the staggered partition walls 200, which are constructed between floors, as a generation boundary wall of a multi-family house, and the non-bearing wall 200b as a generation boundary wall of a multi-unit house or a partition wall inside a household. It can be applied by the method of layout design. This application method enables the construction of generations having different scale planes and different detail planes in the same layer. In addition, the wall partitioning the space inside a single household can be composed of non-bearing walls only, making it easier to construct, and as the construction of the balcony is legalized, the balcony can be expanded freely without considering any structural stability. Will be.

Although the present invention has been described in detail with reference to the described embodiments, those skilled in the art to which the present invention pertains various substitutions, additions and modifications thereto without departing from the spirit of the present invention It will be understood that this may be possible, and such modified embodiments should also be understood to fall within the protection scope of the present invention as defined by the appended claims.

According to the present invention as described above, by removing the process of transferring the load of the slab to the beam, staggered partition wall is formed in H shape with the upper slab and the lower slab to make the distance between the centers of the slabs on both sides of the partition wall as the effective width. By acting as a beam of the H-shaped cross-section it is possible to ensure structural stability, and furthermore, it is expected that the structure is simplified to improve the workability.

In addition, if the partition wall structure system of the present invention is applied to a multi-family house, by combining the wall structure and the ramen structure, it is possible to complete a frame without the part of the bearing beam and the bearing wall connecting the pillars to each other, a variable and free interior The space design becomes possible, and furthermore, it is able to proactively respond to changes in the building environment and various demands of the consumer during the remodeling work.

Claims (5)

In the multi-story building where core is designed as a bearing wall, A load bearing column having two or more heights arranged to include two rows in a short side direction and a plurality of rows in a long side direction; A load bearing slab constructed to distinguish between upper and lower layers in the middle of the bearing column; Bearing beams constructed under the bearing slab while connecting the bearing columns positioned in the same row; Walls are constructed to connect the strength slabs of the upper layer and the lower layer while connecting the strength pillars located in the other row, the load-bearing septum spacingly arranged while skipping between the columns of strength pillars; It is configured to include, The barrier rib structure system, characterized in that the load-bearing partition is arranged so as to cross each other in the upper layer and the lower layer. In claim 1, The non-bearing wall connecting the mutual strength slab of the upper layer and the lower layer is further constructed in the column of the bearing column in which the load-bearing partition wall is not disposed. The non-bearing wall is a partition wall structural system, characterized in that arranged in a line in the vertical and vertical direction with the load-bearing partition wall of the upper or lower layer. The method of claim 1 or 2, The bearing slab and the bearing partition are formed at the junction of the bearing slab and the bearing partition located thereon in a reinforced concrete structure. U-shaped dosing bars (dowel bar) is installed so that the opening is fixed to the load-bearing septum while the closing portion wraps the horizontal rebar of the bearing slab; And, An inclined rebar being installed such that one end is fixed to the bearing slab while the other end is fixed to the load bearing partition wall, and the end fixed to the bearing slab is disposed over the same line as the surface of the bearing partition wall; The partition structure system, characterized in that the reinforcement including the reinforcement. In claim 3, The joint portion where the strength barrier wall is joined in the bearing slab is treated with a rough construction joint surface. As a multi-family house constructed with reinforced concrete structure by applying the partition wall structure system of claim 2, And a load-bearing partition of the partition wall structural system as a generation boundary wall, and a non-bearing wall of the partition wall structural system as a generation boundary wall or a partition wall of the interior.

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