LATERAL FORCE RESISTING SYSTEM FOR HIGH-RISE BUILDING

Description

CROSS REFERENCE TO RELATED APPLICATION OF THE DISCLOSURE

The present application claims the benefit of Korean Patent Application Nos. 10-2024-0200191 filed on Dec. 30, 2024, 10-2024-0200194 filed on Dec. 30, 2024, 10-2025-0095372 filed on Jul. 15, 2025, and 10-2025-0102563 filed on Jul. 28, 2025 in the Korean Intellectual Property Office, the entire contents of which are incorporated herein by reference.

BACKGROUND OF THE DISCLOSURE

Field of the Disclosure

The present disclosure relates to a lateral force resisting system for a high-rise building that is capable of allowing a prefabricated rebar (steel reinforcement bars) assembly consisting of upper and lower rebars whose both ends are anchored on outer walls spaced apart from each other horizontally on the outer end of a slab of the building and shear reinforcing bars for surrounding the upper and lower rebars to be located inside a link beam to provide a coupled bearing wall for structurally connecting the outer walls spaced apart from each other, thereby being excellent in structural performance and simple in construction.

Background of the Related Art

According to the building act, a building with 30 or more stories or a height of 120 m or more is considered as a high-rise building, and a building having 50 or more stories or a height of 200 m or more is defined as a skyscraper.

With the development of technologies, the number of residential-commercial buildings increases, and as floor number restrictions of high-rise buildings are relaxed, further, skyscraper apartment houses with 50 or more stories increase in number.

It is important that such high-rises and skyscrapers are equipped with gravity resisting systems for supporting vertical loads, but since the high-rises and skyscrapers are greatly influenced by lateral loads such as seismic and wind loads due to their elongated shape, it is necessary to build a lateral force resisting system that withstands the lateral loads.

A shear wall structure in which a shear wall with high core stiffness of a building is used to resist lateral forces is widely used as such a lateral force resisting system (which is disclosed in Korean Patent No. 10-1012826). The shear wall structure is configured to allow common spaces such as stairwells, elevator machine rooms, ducts, and the like to be collectedly located in a core part, thereby allowing the core part to serve as the lateral force resisting system.

If the core part of a skyscraper withstands all of the lateral forces, however, a thickness of the shear wall of the core part increases excessively, which increases an amount of concrete used and decreases a saleable area.

Further, a representative example of the lateral force resisting system for skyscrapers is an outrigger system (which is disclosed in Korean Patent No. 10-1006968).

The outrigger system allows some floors of a skyscraper to be configured as structures using walls or trusses with high rigidity to control the lateral displacement of the building, and using the walls or trusses, the building's inner core is connected to its exterior.

The outrigger system is configured to allow the outriggers to be arranged transversely to the building's interior so that the outriggers connect the inner core of the building to the building's external vertical members, which causes difficulties in constructing the internal space of the outrigger floors.

Since the frames of respective floors of the skyscraper are repeatedly built in the same shape, further, a process of constructing the building is simplified so that a period of construction can be reduced. If the outrigger floors are constructed in the central portion of the high-rise building, however, the construction structure in the central portion of the building becomes changed to cause a period of construction to be substantially delayed due to the construction of the outrigger floors.

In the case of a residential building, it is general that the building's core is an eccentric core that is positioned eccentrically to one side of the building on the plane or the building is a wall structure in which the households of the building are divided by means of bearing walls, which makes it hard to adopt the outrigger structure.

In the case where the building's core is an eccentric core that is positioned eccentrically to one side of the building on the plane design, maximum lateral displacement caused by lateral loads does not exceed the limit of total displacement, but differences in lateral displacement according to plane positions are generated toward the uppermost floor of the building due to differences in lateral stiffness on the plane. The differences in lateral displacement occurring according to the plane positions cause additional stress to the building, thereby providing problems such as finish damages, low efficiencies in use, and the like.

To solve such problems, a fin wall is located on the shear wall of the core to control the lateral displacement of the building, and a conventional technology in which a fin wall is used as a boundary wall between neighboring households on the shear wall of a core to enhance the lateral stiffness of the building is disclosed in Korean Patent No. 10-1012826.

Since the conventional technology allows the lateral forces to be supported by the core wall and the fin wall as the bearing wall, however, the wall becomes thick to thus increase an amount of concrete used and decrease an available area of the building, thereby causing low feasibility. As the boundary wall between households is formed of the bearing wall, besides, there are limitations in designing the plane of the building, and the flexibility on the plane of the building becomes deteriorated.

Moreover, an opening is formed on the outer wall of the building such as apartment houses to build a window, etc., and in this case, openings are repeatedly constructed every floor. If it is desired to form the opening, outer walls are spaced apart from each other horizontally, and a reveal is built between the neighboring outer walls.

Since the reveal is relatively short in length and small in sectional area, however, it is hard to arrange rebars on the reveal on the construction site. To allow the reveal to be used as a link beam for structurally connecting the left and right outer walls, further, large diameter rebars are used and stirrups for shear reinforcement are installed, thereby making it harder to arrange the rebars and stirrups on the construction site.

SUMMARY OF THE DISCLOSURE

Accordingly, the present disclosure has been made in view of the above-mentioned problems occurring in the related art, and it is an object of the present disclosure to provide a lateral force resisting system for a high-rise building that is capable of structurally connecting outer walls spaced apart from each other to provide a coupled bearing wall, thereby ensuring high horizontal stiffness to provide excellent structural performance and simple construction.

To accomplish the above-mentioned objects, according to the present disclosure, there is provided a lateral force resisting system for a high-rise building, including: a plurality of outer walls spaced apart from one another in a transverse direction on the outside of the building; a link beam located at a level of a slab to connect the neighboring outer walls; and a prefabricated rebar assembly disposed inside the link beam and comprising upper rebars each having both ends anchored on both side outer walls thereof, lower rebars located under the upper rebars and each having both ends anchored on both side outer walls thereof, and shear reinforcing bars for connecting the upper rebars and the lower rebars.

According to the present disclosure, desirably, the prefabricated rebar assembly may have at least two or more upper rebars and at least two or more lower rebars, and the shear reinforcing bars may be stirrups for surroundingly holding the upper rebars and the lower rebars.

According to the present disclosure, desirably, the lower rebars of the prefabricated rebar assembly may be located above a plurality of main bolts located horizontally inside the link beam on the location of the slab to fix an outer wall form thereto.

According to the present disclosure, desirably, the lower portion of the link beam may extend downward to form a reveal protrudingly formed below the slab and the shear reinforcing bars may extend up to the interior of the reveal.

According to the present disclosure, desirably, on the bottom of the reveal may be arranged lower horizontal rebars in a lengthwise direction of the reveal on the construction site, and the shear reinforcing bars of the prefabricated rebar assembly may be located on tops of the lower horizontal rebars.

According to the present disclosure, desirably, the prefabricated rebar assembly may further include U bars having the shapes of inverted U open on the lower portions thereof in such a way as to be located on tops of the upper rebars between the neighboring shear reinforcing bars.

According to the present disclosure, desirably, the prefabricated rebar assembly may further include auxiliary shear reinforcing bars located among the neighboring shear reinforcing bars to surround the outer peripheral surfaces of the upper rebars and the lower rebars, while not extending toward the reveal.

According to the present disclosure, desirably, the prefabricated rebar assembly may further include a lattice bar continuously bent to connect the upper rebars and the lower rebars.

According to the present disclosure, desirably, the prefabricated rebar assembly may be constituted of at least two or more unit assemblies spaced apart from one another in a transverse direction thereof, each unit assembly having one upper rebar, one lower rebar, and one shear reinforcing bar, and the neighboring unit assemblies may be connected to each other by means of connection bars for connecting the upper rebars of the unit assemblies to each other and connecting the lower rebars of the unit assemblies to each other.

According to the present disclosure, desirably, the lateral force resisting system may further include: a main core part located on the central portion or one side of the building and having a plurality of shear walls; and sub core parts located on positions spaced apart from the main core part and each having at least two or more unit walls located between a lower floor slab and an upper floor slab.

According to the present disclosure, desirably, the sub core parts may be located on the outermost positions of the building on the plane.

According to the present disclosure, desirably, the unit wall of each sub core part may be a precast concrete (PC) wall located between the lower floor slab and the upper floor slab.

According to the present disclosure, desirably, the lower floor slab or the upper floor slab on the corresponding position to the unit wall may have a plurality of anchor bars protruding therefrom toward the unit wall, and the unit wall may have vertical hollow holes formed thereon to insert the anchor bars thereinto.

According to the present disclosure, desirably, the unit wall may be fixed between the lower floor slab and the upper floor slab by means of L-shaped fixing brackets each having a vertical portion fixed to the side surface of the unit wall and a horizontal portion fixed to the surface of the slab.

According to the present disclosure, desirably, the unit wall may have a stress isolation pad located on top or underside thereof to prevent vertical loads from being transferred thereto.

According to the present disclosure, desirably, the unit wall may be configured to allow one end portion thereof to be fixed to an edge wall as any one of an outer wall and inner wall disposed perpendicularly thereto and to allow top and underside thereof to be separable structurally from the lower floor slab and the upper floor slab.

According to the present disclosure, desirably, the unit wall may be spaced apart from the edge wall, the edge wall and the unit wall having closed-loop type wall ties protruding from the front surface of the edge wall and one end of the unit wall on the corresponding positions between the edge wall and the unit wall in such a way as to be overlaid on top of each other, and the unit wall may have a rebar passing through the portions where the wall ties are overlaid on top of each other and bonding concrete cast in a space between one end of the unit wall and the edge wall.

According to the present disclosure, desirably, the edge wall may have a plurality of bonding bolts protruding from the front surface thereof on the positions corresponding to the unit wall, and the unit wall may have coupling pockets formed on one end thereof in such a way as to allow the bonding bolts to pass therethrough and to be thus received therein, whereby fixing nuts may be fastened to the bonding bolts inside the coupling pockets.

According to the present disclosure, desirably, the unit wall may have anchor hooks protruding from the end portion thereof in such a way as to allow the front ends thereof to be buriedly anchored on the edge wall as any one of the outer wall and inner wall disposed perpendicularly to the unit wall and a stress isolation pad located on any one of top and underside thereof to prevent the vertical loads from being transferred thereto.

According to the present disclosure, desirably, the unit wall of the sub core part may have a plurality of tendons provided vertically therein to apply prestress thereto through post-tensioning.

According to the present disclosure, desirably, the tendons may be separated every a plurality of floors and thus pass through the unit walls of the plurality of floors to allow the prestress to be applied to the unit walls of the plurality of floors at a time.

According to the present disclosure, desirably, the unit wall may have first hollow holes formed therein to pass the tendons therethrough and second hollow holes formed therein to fit the lower ends of the tendons passing through the interior of the unit wall located on the upper floor thereto.

BRIEF DESCRIPTION OF THE DRAWINGS

The above and other objects, features and advantages of the present disclosure will be apparent from the following detailed description of the embodiments of the disclosure in conjunction with the accompanying drawings, in which:

FIG. 1 is a plan view showing a lateral force resisting system for a high-rise building according to the present disclosure, wherein the building is equipped with link beams;

FIG. 2 is a perspective view showing a state wherein outer walls of the building are connected to each other by means of the link beam;

FIG. 3 is a perspective view showing a prefabricated rebar assembly disposed in each link beam;

FIG. 4 is a perspective view showing a state wherein main bolts of the link beam are fixed to a form;

FIG. 5 is a perspective view showing a process of building the prefabricated rebar assembly;

FIG. 6 is a perspective view showing a state in which the prefabricated rebar assembly is completely built;

FIG. 7 is a sectional view showing the link beam;

FIG. 8 is a perspective view showing a state wherein the prefabricated rebar assembly is located on tops of lower horizontal rebars;

FIG. 9 is a perspective view showing a coupling relation between neighboring unit assemblies;

FIG. 10 is a perspective view showing a state wherein the neighboring unit assemblies are coupled to each other;

FIG. 11 is a perspective view showing the prefabricated rebar assembly with U bars;

FIG. 12 is a perspective view showing the prefabricated rebar assembly with auxiliary shear reinforcing bars;

FIG. 13 is a perspective view showing the prefabricated rebar assembly with a lattice bar;

FIG. 14 is a perspective view showing another example of the unit assembly;

FIG. 15 is a perspective view showing a state wherein one pair of unit assemblies as shown in FIG. 14 is coupled;

FIG. 16 is a perspective view showing a state wherein the prefabricated rebar assembly of FIG. 15 is located inside the link beam;

FIG. 17 is a perspective view showing the prefabricated rebar assembly with rebars disposed on tops of connection bars;

FIG. 18 is a sectional view showing a state wherein the prefabricated rebar assembly of FIG. 17 is located inside the link beam;

FIG. 19 is a cross-sectional view showing a state wherein the prefabricated rebar assembly of FIG. 17 is located inside the link beam;

FIG. 20 is a plan view showing the building with main core parts and sub core parts;

FIG. 21 is a cross-sectional view showing the unit wall of the sub core part;

FIGS. 22 and 23 are perspective views showing processes of constructing the unit wall through anchor bars;

FIG. 24 is a perspective view showing the unit wall fixed to the slab by means of fixing brackets;

FIG. 25 is a perspective view showing a coupling relation between the unit wall and an edge wall through wall ties;

FIG. 26 is a perspective view showing a state wherein the unit wall is coupled to the edge wall through the wall ties;

FIG. 27 is a perspective view showing a state wherein the wall tie is located in a buried box;

FIG. 28 is a perspective view showing a coupling relation between the wall tie and a rebar;

FIG. 29 is a perspective view showing a state where bonding concrete is cast;

FIG. 30 is a perspective view showing a coupling relation between the unit wall and the edge wall through bonding bolts;

FIG. 31 is a perspective view showing a state wherein the bonding bolts are fixed;

FIG. 32 is a perspective view showing a state wherein the unit wall is fixed to the edge wall through anchor hooks;

FIG. 33 is a perspective view showing the anchor hook;

FIG. 34 is a cross-sectional view showing a state wherein the unit wall of the sub core part is provided with tendons;

FIGS. 35 to 40 are perspective views showing processes of constructing the sub core part;

FIG. 41 is a perspective view showing a process of stacking the unit walls on top of each other;

FIG. 42 is a perspective view showing a state wherein the tendons are tensioned and anchored after the unit walls are stacked;

FIG. 43 is a cross-sectional view showing a state wherein a lower floor unit wall with first and second hollow holes is installed;

FIG. 44 is a cross-sectional view showing a state wherein the upper floor slab is constructed on the lower floor unit wall of FIG. 43;

FIG. 45 is a cross-sectional view showing a state wherein lower floor tendons are tensioned and anchored; and

FIG. 46 is a cross-sectional view showing a state wherein an upper floor unit wall is installed.

DETAILED DESCRIPTION OF THE EMBODIMENTS

Hereinafter, exemplary embodiments of the present invention will be described in detail below with reference to the accompanying drawings.

FIG. 1 is a plan view showing a lateral force resisting system for a high-rise building according to the present disclosure, wherein the building is equipped with link beams, FIG. 2 is a perspective view showing a state wherein outer walls of the building are connected to each other by means of the link beam, FIG. 3 is a perspective view showing a prefabricated rebar assembly disposed in the link beam, FIG. 4 is a perspective view showing a state wherein main bolts of the link beam are fixed to a form, FIG. 5 is a perspective view showing a process of building the prefabricated rebar assembly, FIG. 6 is a perspective view showing a state in which the prefabricated rebar assembly is completely built, and FIG. 7 is a sectional view showing the link beam.

As shown in FIGS. 1 to 7, a lateral force resisting system for a high-rise building according to the present disclosure includes a plurality of outer walls 5 spaced apart from one another in a transverse direction on the external face of the building 1, a link beam 6 located at a level of a slab 4 to connect the neighboring outer walls 5, and a prefabricated rebar assembly 62 disposed inside the link beam 6 and having upper rebars 621 each having both ends anchored on both side outer walls 5 thereof, lower rebars 622 located under the upper rebars 621 and each having both ends anchored on both side outer walls 5 thereof, and shear reinforcing bars 623 for connecting the upper rebars 621 and the lower rebars 622.

According to the present disclosure, the outer walls 5, which are spaced apart from one another, are connected structurally to form a coupled bearing wall that ensures high horizontal stiffness, thereby providing excellent structural performance and simple construction for the lateral force resisting system for a high-rise building according to the present disclosure.

The link beam 6 turns an existing reveal 6′ as a non-structural member located between both side outer walls 5 into a structural member, and therefore, the link beam 6 serves to structurally integrate both side outer walls 6 with each other.

The link beam 6 is located on the outer end of the slab 4 of the building 1 in such a way as to connect one pair of reinforced concrete outer walls 5 spaced apart from each other in the transverse direction to each other.

The link beam 6 is a reinforced concrete member, like the outer wall 5, and has the same thickness as the outer wall 5.

The link beam 6 is located at the level of the slab 4 in such a way as to be integral with the outer end of the slab 4. As shown in FIGS. 2 and 7, the link beam 6 is located protrudingly from top of the slab 4 by a given height.

The link beam 6 has the prefabricated rebar assembly 62 disposed in concrete 61 filled therein.

The prefabricated rebar assembly 62 includes the upper rebars 621 and the lower rebars 622 functioning as main bars of the link beam 6 and the shear reinforcing bars 623 for connecting the upper rebars 621 and the lower rebars 622.

The upper rebars 621 are located on the upper portion of the interior of the link beam 6 and function as upper main bars. The lower rebars 622 are located under the upper rebars 621 in such a way as to be spaced apart from the upper rebars 621 by a given distance and function as lower main bars.

Both ends of each upper rebar 621 and both ends of each lower rebar 622 extend toward the outer walls 5 and are thus anchored on the outer walls 5.

To reduce the development lengths of the upper rebars 621 and the lower rebars 622, the end portions of the upper rebars 621 and the lower rebars 622 that are anchored on the outer walls 5 are formed of 90° hooks.

The prefabricated rebar assembly 62 is constructed in a factory and then transported to the construction site.

At least two or more upper rebars 621 and at least two or more lower rebars 622 are provided for the prefabricated rebar assembly 62, and the shear reinforcing bars 623 are stirrups for surroundingly holding the upper rebars 621 and the lower rebars 622.

According to the present disclosure, two upper rebars 621 and two lower rebars 622 are provided.

Further, each shear reinforcing bar 623 is made by bending a rebar or steel wire to the shape of a closed rectangle and then fixed to the upper rebars 621 and the lower rebars 622 by means of welding.

The lower rebars 622 of the prefabricated rebar assembly 62 are located above a plurality of main bolts 63 that are located horizontally inside the link beam 6 on the location of the slab 4 to fix an outer wall form 7a thereto.

The lower portion of the link beam 6 extends downward below the slab 4 by a given distance in such a way as to allow the reveal 6′ to be formed integrally therewith (See FIG. 7). In this case, the prefabricated rebar assembly 62 has to be fixed in position in a state of being floating in the interior of the link beam 6.

After a large-sized form such as a gang form is lifted to an upper floor of the building, however, the lower end of the form has to be fixed to the top of the wall of the lower floor pre-constructed, and to do this, truss head screws are buriedly disposed inside the link beam 6 on the location of the slab 4 above the outer walls 5.

The prefabricated rebar assembly 62 is located at a necessary position inside the link beam 6 through the truss head screws.

To allow the truss head screws, that is, the main bolts 63 to be buriedly disposed inside the link beam 6, the main bolts 63 are fixed transversely to the inner surface of the outer wall form 7a inside the link beam 6 on the position of the slab 4 (See FIG. 4). The lower rebars 622 of the prefabricated rebar assembly 62 are located above the main bolts 63 (See FIGS. 5 and 6).

The prefabricated rebar assembly 62 consists of one pair of upper rebars 621, one pair of lower rebars 622, and the plurality of shear reinforcing bars 623 as the stirrups, thereby minimizing the weight thereof, and horizontal main rebars 64 of the link beam 6, which are additionally required, are arranged on the construction site (See FIG. 7).

The prefabricated rebar assembly 62, which is completely assembled, is simply located above the main bolts 63 on the construction site. Therefore, the prefabricated rebar assembly 62 is vey simple and fast in construction.

The link beam 6 is located above the slab 4 so that the prefabricated rebar assembly 62 is disposed inside the link beam 6, without any interference with the main bolts 63.

As the prefabricated rebar assembly 62 is disposed inside the link beam 6, the link beam 6 serves as a beam for connecting both side outer walls 6.

As shown in FIG. 7, the reveal 6′ is formed on the lower portion of the link beam 6 in such a way as to protrude downward below the slab 4, and the lower portions of the shear reinforcing bars 523 extend to the inside of the reveal 6′.

If the reveal 6′ as the non-structural member protrudes downward below the slab 4, minimal rebars have to be arranged inside the reveal 6′.

Since the reveal 6′ is located below a slab form 7b and is low in thickness, however, it is hard to arrange the rebars inside the reveal 6′. Further, it is difficult to insert the prefabricated rebar assembly 62 into the position of the reveal 6′ because of the interference with the main bolts 63 located on the level of the slab 4.

Therefore, the vertical rebars of the reveal 6′ are replaced with the prefabricated rebar assembly 62 of the link beam 6 that is located above the slab 4.

To do this, the shear reinforcing bars 623 of the prefabricated rebar assembly 62 extend downward and are thus located inside the reveal 6′.

That is, the shear reinforcing bars 623 of the prefabricated rebar assembly 62 have the shapes of the rectangles long up and down in length, and further, the upper rebars 621 are fixedly bonded to tops of the shear reinforcing bars 623, while the lower rebars 622 are being fixedly bonded to the inner sides of the central portions of the shear reinforcing bars 623.

Since the horizontal rebars are not additionally provided under the lower rebars 622, the shear reinforcing bars 623 are inserted into the spaces among the main bolts 63, without any interference with the main bolts 63, upon the installation of the prefabricated rebar assembly 62.

Therefore, the link beam 6 as the structural member is located above the main bolts 62, whereas the reveal 6′ as the non-structural member is located under the main bolts 62.

FIG. 8 is a perspective view showing a state wherein the prefabricated rebar assembly is located on tops of lower horizontal rebars.

As shown in FIGS. 7 and 8, lower horizontal rebars 65 are arranged on the bottom of the reveal 6′ in a lengthwise direction of the reveal 6′ on the construction site, and the shear reinforcing bars 623 of the prefabricated rebar assembly 62 are located on tops of the lower horizontal rebars 65.

To allow the lower portions of the shear reinforcing bars 623 to be inserted into the spaces among the main bolts 63 and then located inside the reveal 6′ upon the installation of the prefabricated rebar assembly 62, an area formed under the shear reinforcing bars 623 has to be open, without any additional rebar arrangement.

Since minimal horizontal rebars have to be arranged inside the reveal 6′, however, the lower horizontal rebars 65 are arranged on the construction site before the prefabricated rebar assembly 62 is installed.

In this case, bar supports 651 are located on top of a reveal lower form 7c, and next, the lower horizonal rebars 65 are arranged on tops of the bar supports 651. After that, the prefabricated rebar assembly 62 is inserted to allow the bottom thereof to be located on tops of the lower horizontal rebars.

The reveal 6′ is the non-structural member so that the lower horizontal rebars 65 do not resist to bending or shear stress. Therefore, the shear reinforcing bars 623 do not have to surround the outer peripheral surfaces of the lower horizontal rebars 65.

FIG. 9 is a perspective view showing a coupling relation between neighboring unit assemblies, and FIG. 10 is a perspective view showing a state wherein the neighboring unit assemblies are coupled to each other.

As shown in FIGS. 9 and 10, the prefabricated rebar assembly 62 has at least two or more unit assemblies 620 continuously connected to each other in a lengthwise direction thereof, each unit assembly 620 having the upper rebars 621, the lower rebars 622, and the shear reinforcing bars 623.

In the case where the link beam 6 is long in length to cause the lengths of the upper rebars 621 and the lower rebars 622 to increase, or in the case where the link beam 6 with the reveal 6′ is high in depth to cause the heights of the shear reinforcing bars 623 to increase, if one prefabricated rebar assembly 62 is located inside the link beam 6, the prefabricated rebar assembly 62 has an excessive weight so that it is hard to be lifted up by a worker.

To avoid such problems, the prefabricated rebar assembly 62 is divided into a plurality of unit assemblies 620 with given lengths. On the construction site, the plurality of unit assemblies 620 are connected to one another in the lengthwise direction of the prefabricated rebar assembly 62.

Each unit assembly 620 has the upper rebars 621, the lower rebars 622, and the shear reinforcing bars 623 (See FIG. 9).

The upper rebars 621 and the lower rebars 622 of the unit assemblies 620 extend long in such a way as to protrude outward from the outermost shear reinforcing bars 623. In this case, the upper rebars 621 and the lower rebars 622 of the neighboring unit assemblies 620 have sufficient joint lengths to each other (See FIG. 10).

FIG. 11 is a perspective view showing the prefabricated rebar assembly 62 with U bars.

As shown in FIG. 11, the prefabricated rebar assembly 62 is equipped with U bars 624 that have the shapes of inverted U open on the lower portions thereof in such a way as to be located on tops of the upper rebars 621 between the neighboring shear reinforcing bars 623.

If the spaces among the neighboring shear reinforcing bars 623 become large to minimize the weight of the prefabricated rebar assembly 62, additional rebars may be arranged on the construction site after the prefabricated rebar assembly 62 has been installed.

In this case, the invert U-shaped U bars 624 are located on tops of the upper rebars 621.

Each U bar 624 is located between the neighboring shear reinforcing bars 623 in such a way as to allow the lower ends thereof to extend up to the inside of the reveal 6′ and to be then anchored on the reveal 6′.

As the U bars 624 are additionally located, normal ductility is exerted.

In some cases, the U bars 624 may be pre-assembled with the prefabricated rebar assembly 62.

FIG. 12 is a perspective view showing the prefabricated rebar assembly with auxiliary shear reinforcing bars.

As shown in FIG. 12, the prefabricated rebar assembly 62 has auxiliary shear reinforcing bars 625 located among the neighboring shear reinforcing bars 623 to surround the outer peripheral surfaces of the upper rebars 621 and the lower rebars 622, while not extending toward the reveal 6′.

The auxiliary shear reinforcing bars 625 prevent crushing failures from occurring due to concrete crushing upon the application of earthquake loads and allow the link beam 6 to exert intermediate ductility.

The auxiliary shear reinforcing bars 625 surround the upper rebars 621 and the lower rebars 622 to thus restrict the concrete 61 between the upper rebars 621 and the lower rebars 622, thereby increasing the ductility of the link beam 6.

To do this, the auxiliary shear reinforcing bars 625 are brought into close contact with the lower rebars 622 to surround the lower rebars 622, while not extending up to the reveal 6′ below the slab 4. As a result, the auxiliary shear reinforcing bars 625 are lower in height than the shear reinforcing bars 623.

FIG. 13 is a perspective view showing the prefabricated rebar assembly with a lattice bar.

As shown in FIG. 13, the prefabricated rebar assembly 62 further has a lattice bar 626 continuously bent to connect the upper rebars 621 and the lower rebars 622.

In addition to the auxiliary shear reinforcing bars 625, the lattice bar 626 also prevents crushing failures from occurring due to concrete crushing upon the application of earthquake loads and allows the link beam 6 to exert high ductility.

The lattice bar 626 is bent in a zigzag when viewed on the side thereof, and therefore, top peaks and bottom peaks of the lattice bar 626 are coupled correspondingly to the upper rebars 621 and the lower rebars 622 by means of welding.

If the lattice bar 626 is located in the middle of the interior of the prefabricated rebar assembly 62, another upper rebar 621 is located between both side upper rebars 621, and another lower rebar 622 is located between both side lower rebars 622, so that the lattice bar 626 is fixed to the additional upper and lower rebars 621 and 622.

FIG. 14 is a perspective view showing another example of the unit assembly, FIG. 15 is a perspective view showing a state wherein one pair of unit assemblies as shown in FIG. 14 is coupled, and FIG. 16 is a perspective view showing a state wherein the prefabricated rebar assembly of FIG. 15 is located inside the link beam.

As shown in FIGS. 14 to 16, the prefabricated rebar assembly 62 has at least two or more unit assemblies 620 spaced apart from one another in a transverse direction thereof, each unit assembly 620 having one upper rebar 621, one lower rebar 622, and one shear reinforcing bar 623, and the neighboring unit assemblies 620 are connected to each other by means of connection bars 627 for connecting the upper rebars 621 of the unit assemblies 620 to each other and connecting the lower rebars 622 of the unit assemblies 620 to each other.

The prefabricated rebar assembly 62 is made by arranging at least two or more unit assemblies 620 in a plurality of columns. In this case, the plurality of unit assemblies 620 are spaced apart from one another in a width direction of the link beam 6, that is, in a thickness direction of the link beam 6.

The unit assemblies 620 are individually installed in such a way as to be spaced apart from each other in the thickness direction of the link beam 6. If the plurality of unit assemblies 620 are connected to one another by means of the connection bars 627, however, the link beam 6 can be constructed more quickly.

The connection bars 627 connect the upper rebars 621 spaced apart from each other in the width direction of the link beam 6 to each other and the lower rebars 622 spaced apart from each other in the width direction of the link beam 6 to each other.

To do this, the connection bars 627 are bonded to the upper rebars 621 spaced apart from each other in the width direction of the link beam 6 by means of welding. In the same manner as above, the connection bars 627 are bonded to the lower rebars 622 spaced apart from each other in the width direction of the link beam 6 by means of welding.

The unit assemblies 620 arranged in the plurality of columns are integral with one another by means of the connection bars 627, so that when they are installed, they can stand up easily.

FIG. 17 is a perspective view showing the prefabricated rebar assembly with rebars disposed on tops of the connection bars, FIG. 18 is a sectional view showing a state wherein the prefabricated rebar assembly of FIG. 17 is located inside the link beam, and FIG. 19 is a cross-sectional view showing a state wherein the prefabricated rebar assembly of FIG. 17 is located inside the link beam.

As shown in FIGS. 17 to 19, rebars 66 are arranged on the construction site in such a way as to be located on tops of the connection bars 627 inside the link beam 6.

If the link beam 6 is just a non-bearing wall like the reveal 6′, only the prefabricated rebar assembly 62 is installed to construct the link beam 6. If the stress applied to the link beam 6 such as lateral force resistance of the link beam 6 is high, however, the rebars 66 are additionally arranged inside the link beam 6.

In this case, the unit assemblies 620 arranged in the plurality of columns serve as rebar-supports for the rebars 66 arranged on the construction site.

The connection bars 627 are arranged in the width direction of the link beam 6 in such a way as to traverse the upper rebars 621 and the lower rebars 622 to connect the upper rebars 621 spaced apart from each other in the width direction of the link beam 6 to each other and the lower rebars 622 spaced apart from each other in the width direction of the link beam 6 to each other, while being spaced apart from one another in the lengthwise direction of the link beam 6.

Therefore, the rebars 66 are located on tops of the connection bars 627 on the construction site, thereby providing excellent constructability because additional rebar-supports for arranging the rebars 66 are not needed.

Both ends of each upper rebar 621 and both ends of each lower rebar 622 of the prefabricated rebar assembly 62 are anchored on the interiors of the outer walls 5 to allow the link beam 6 to connect both side outer walls 5.

In this case, while the development lengths of the upper rebars 621 and the lower rebars 622 are being sufficiently ensured, the upper rebars 621 and the lower rebars 622 have to be inserted into the outer walls 5 so as to exert high anchoring forces.

However, main rebars and U bars are arranged on the end portions of both side outer walls 5, and in this case, if the upper rebars 621 and the lower rebars 622 are long in length, they interfere with the U bars to thus make it hard to install the prefabricated rebar assembly 62.

To allow the end portions of the upper rebars 621 and the lower rebars 622 that are insertedly anchored on the outer walls 5 to be minimized in length, therefore, the upper rebars 621 and the lower rebars 622 are formed of headed bars each having expanding heads on both ends thereof.

If the expanding heads of the end portions of the upper rebars 621 and the lower rebars 622 are buried in the interiors of the outer walls 5, the upper rebars 621 and the lower rebars 622 have sufficient anchoring forces even though their development length is short.

FIG. 20 is a plan view showing the building with main core parts and sub core parts.

As shown in FIG. 20, a main core part 2 is located on a central portion or one side of the building 1 and consists of a plurality of shear walls 20, and sub core parts 3 are located on positions spaced apart from the main core part 2 and each consist of at least two or more unit walls 30 located between a lower floor slab 4a and an upper floor slab 4b.

The main core part 2 is located eccentrically on a central portion or one side of the building 1 on the plane.

The main core part 2 consists of the plurality of shear walls 20.

The plurality of shear walls 20 are located to provide a closed plane.

The main core part 2 is constructed to allow common spaces such as stairwells, elevator machine rooms, ducts, and the like to be collectedly located therein.

Each sub core part 3 consists of at least two or more unit walls 30 and is located on the positions spaced apart from the main core part 2 on the plane.

The plurality of unit walls 30 are located between the lower floor slab 4a and the upper floor slab 4b.

The sub core parts 3 serve to reinforce the lateral stiffness of the corresponding floor with respect to lateral displacement, so that relative displacement occurring between the main core part 2 and the sub core parts 3 is controlled.

The sub core parts 3 do not transmit and thus support gravity loads, and they reinforce the lateral stiffness of the corresponding floor. Therefore, they are not structurally continuous over the entire height of the building 1.

The sub core parts 3 serve to withstand only lateral forces, and therefore, they distribute the stress generated upon the application of the lateral forces to the slabs 4 and 4b fixedly coupled thereto and thus control the displacement.

Accordingly, the unit walls 30 constituting the sub core parts 3 are non-bearing walls that do not bear gravity loads. For example, existing fire walls can be utilized as the unit walls 30 of the sub core parts 3.

Even though the sub core parts 3 do not support and transmit the gravity loads, however, they have to ensure sufficient stiffness to control floor lateral displacement.

Therefore, the unit walls 30 of the sub core parts 3 are desirably formed of reinforced concrete walls.

The slabs 4a and 4b spaced apart from each other between the main core part 2 and the sub core part 3 are configured to allow their both ends to function as fixing ends by means of the main core part 2 and the sub core parts 3 that have high stiffness, and therefore, bending stiffness of the slabs 4a and 4b increases, thereby controlling the lateral displacement.

If necessary, the rebars arranged inside the unit walls 30 of the upper and lower sub core parts 3 are connected continuously, thereby resisting horizontal shear forces.

The plurality of sub core parts 3 are located on the positions spaced apart from the main core part 2, thereby controlling the lateral displacement in a plurality of directions.

As shown in FIG. 20, the sub core parts 3 are located on the outermost positions of the building 1 on the plane.

To improve bending stiffness enhancement effectiveness through the sub core parts 3, desirably, the sub core parts 3 are located on the positions distant from the main core part 2.

Therefore, the sub core parts 3 are located on the outermost positions of the building 1 on the plane.

In this case, outdoor unit rooms in which outdoor units for cooling equipment are located are utilized as the sub core parts 3.

The outdoor unit rooms are located on the outermost positions of the building 1 to communicate with outdoor air, and if the outdoor unit rooms are utilized as the sub core parts 3, therefore, a sufficient distance from the main core part 2 is ensured to effectively control the lateral displacement.

The outdoor unit rooms for cooling are necessarily located in the building 1. If the walls of the outdoor unit rooms are constituted of the unit walls 30 for reinforcing stiffness and thus utilized as the sub core parts 3, therefore, the sub core parts 3 are provided, without any additional members.

FIG. 21 is a cross-sectional view showing the unit wall of the sub core part, and FIGS. 22 and 23 are perspective views showing processes of constructing the unit wall through anchor bars.

As shown in FIGS. 21 to 23, the unit wall 30 of each sub core part 3 is a precast concrete (PC) wall located between the lower floor slab 4a and the upper floor slab 4b.

The unit wall 30 of the sub core part 3 has to ensure sufficient stiffness so as to control the floor lateral displacement. To do this, if the unit wall 30 is constructed using the existing reinforced concrete method, the unit wall 30 has to be made of the concrete having the same strength as other members, so that the unit wall 30 becomes high in thickness. In this case, an area that can be used decreases to cause low feasibility.

Therefore, it is desirable that the unit wall 30 be formed of a PC wall that is separately constructible from the slabs 4a and 4b.

The unit wall 30 is made of high-strength concrete that is higher in strength than the slabs 4a and 4b.

The unit wall 30 is made in a factory and then transported to the construction site, and after the lower floor slab 4a has been constructed or after the lower floor slab 4a and the upper floor slab 4b have been constructed, the unit wall 30 is constructed.

The upper floor slab 4b is a slab located just above the lower floor slab 4a or a slab located above a plurality of floors on top of the lower floor slab 4a.

For example, the unit wall 30 is made to a height of a plurality of floors and thus located on top of the lower floor slab 4a, thereby ensuring a high construction efficiency. After the slabs located on the intermediate portion of the unit wall 30 have been constructed, next, the upper floor slab 4b is constructed on top of the unit wall 30.

As shown in FIG. 21, a plurality of anchor bars 31 are located protrudingly from the lower floor slab 4a or the upper floor slab 4b on the corresponding position to the unit wall 30 toward the unit wall 30, and the unit wall 30 has vertical hollow holes 301 formed thereon to insert the anchor bars 31 thereinto.

The unit wall 30 is fixedly coupled to top of the lower floor slab 4a or the underside of the upper floor slab 4b by means of the anchor bars 31.

The anchor bars 31 are rebars.

Hereinafter, an embodiment wherein the anchor bars 31 are located on the lower floor slab 4a will be explained.

The lower ends of the anchor bars 31 are buried in the lower floor slab 4a, and the upper ends thereof protrude from top of the lower floor slab 4a (See FIG. 22).

Further, the unit wall 30 has the vertical hollow holes 301 formed thereon to insertedly receive the anchor bars 31 therein (See FIGS. 21 and 22).

The hollow holes 301 may be formed to heights corresponding to the lengths of the anchor bars 31, and otherwise, they may pass through the unit wall 30 in a vertical direction, like hollow core slabs.

After the unit wall 30 is located on top of the lower floor slab 4a in such a way as to allow the hollow holes 301 to insert the anchor bars 31 thereinto, non-shrink mortar is filled in the hollow holes 301 to make the anchor bars 31 to be integral with the unit wall 30.

The anchor bars 31 do not transmit gravity loads between the unit wall 30 and the slabs 4a and 4b. In this case, the anchor bars 31 serve as dowel bars that structurally integrate the unit wall 30 and the slabs 4a and 4b with each other.

Anchorages 311 such as plate nuts are coupled to the end portions of the anchor bars 31, so that the anchor bars 31 are anchored on the slabs 4a and 4b (See FIG. 21).

FIG. 24 is a perspective view showing the unit wall fixed to the slab by means of fixing brackets.

As shown in FIG. 24, the unit wall 30 is fixed between the lower floor slab 4a and the upper floor slab 4a by means of L-shaped fixing brackets 32 each having a vertical portion 321 fixed to the side surface of the unit wall 30 and a horizontal portion 322 fixed to the surface of the slab 4a or 4b.

The unit wall 30 is fixedly coupled to the lower floor slab 4a and the upper floor slab 4a by means of the fixing brackets 32.

Each fixing bracket 32 consists of the vertical portion 321 and the horizontal portion 322 so that it has the shape of L.

In the case of the fixing bracket 32 located on the lower side of the unit wall 30, the vertical portion 321 is fixed to the side surface of the unit wall 30 by means of anchor bolts, and the horizontal portion 322 is fixed to top of the lower floor slab 4a by means of anchor bolts.

In the case of the fixing bracket 32 located on the upper side of the unit wall 30, the vertical portion 321 is fixed to the side surface of the unit wall 30 by means of anchor bolts, and the horizontal portion 322 is fixed to the underside of the upper floor slab 4b by means of anchor bolts.

The fixing brackets 32 structurally integrate the unit wall 30 with the slabs 4a and 4b to control relative lateral displacement in floors.

As shown in FIG. 24, a stress isolation pad 33 is located on top or underside of the unit wall 30 to prevent vertical loads from being transferred to the unit wall 30.

If an axial force is applied to the unit wall 30 to generate an excessive compressive force, out of plane buckling occurs on the unit wall 30, and to avoid such a problem, the unit wall 30 may increase in thickness excessively.

Therefore, the unit wall 30 is spaced apart from the lower floor slab 4a or the upper floor slab 4a by a given distance, and the stress isolation pad 33 is located in the space between the unit wall 30 and the lower floor slab 4a or between the unit wall 30 and the upper floor slab 4a, thereby preventing the axial force from being transferred to the unit wall 30.

The stress isolation pad 33 is vibration-proof rubber.

FIG. 25 is a perspective view showing a coupling relation between the unit wall and an edge wall through wall ties, and FIG. 26 is a perspective view showing a state wherein the unit wall is coupled to the edge wall through the wall ties. FIG. 27 is a perspective view showing a state wherein the wall tie is located in a buried box, FIG. 28 is a perspective view showing a coupling relation between the wall tie and a rebar, and FIG. 29 is a perspective view showing a state where bonding concrete is cast.

The unit wall 30 is configured to allow one end portion thereof to be fixed to an edge wall 10 as any one of an outer wall and inner wall disposed perpendicularly thereto and to allow top and underside thereof to be separable structurally from the lower floor slab 4a and the upper floor slab 4b.

The unit wall 30 is structurally integrated with the neighboring wall, thereby controlling the relative lateral displacement in the floor.

To do this, the end portion of the unit wall 30 is fixed to the edge wall 10 as any one of an outer wall or inner wall, and the edge wall 10 is the neighboring wall disposed perpendicularly to the unit wall 30.

To minimize the transfer of the axial force to the unit wall 30, in this case, the unit wall 30 is designed to be separable structurally from the lower floor slab 4a and the upper floor slab 4b.

As shown in FIGS. 25 to 29, the unit wall 30 is spaced apart from the edge wall 10, and closed-loop type wall ties 11 and 34 protrude from the front surface of the edge wall 10 and one end of the unit wall 30 on the corresponding positions between the edge wall 10 and the unit wall 30 in such a way as to be overlaid on top of each other. Further, a rebar 35 passes through the portions where the wall ties 11 and 34 are overlaid on top of each other. Furthermore, bonding concrete 36 is cast in a space between one end of the unit wall 30 and the edge wall 10.

To bond the unit wall 30 as the PC wall to the edge wall 10, the wall ties 11 and 34 are used.

To do this, the unit wall 30 is spaced apart from the edge wall 10 by a given distance.

Further, the wall ties 11 and 34 protrude from the front surface of the edge wall 10 and one end of the unit wall 30.

The wall ties 11 are spaced apart from one another in a height direction of the edge wall 10, and the wall ties 34 are spaced apart from one another in a height direction of the unit wall 30.

The wall ties 11 and 34 are wire ropes and have the shapes of circular closed loops.

Each wall tie 11 of the edge wall 10 and each wall tie 34 of the unit wall 30 are overlaid on top of each other by a given area, and the rebar 35 passes through the overlaid portions in a vertical direction (See FIGS. 26 and 28).

After the arrangement of the rebar 35, frames are located on both sides of the space between one end of the unit wall 30 and the edge wall 10, and the bonding concrete 35 is cast in the frames to allow the unit wall 30 and the edge wall 10 to be integrated with each other (See FIG. 29).

Further, buried boxes 110 and 340 are buried in the edge wall 10 and one end of the unit wall 30 to receive the wall ties 11 and 34 thereinto (See FIGS. 25 and 26).

The end portions of the wall ties 11 and 34 pass through the buried boxes 110 and 340 and are thus buriedly anchored on rear side concrete (See FIG. 27).

FIG. 30 is a perspective view showing a coupling relation between the unit wall and the edge wall through bonding bolts, and FIG. 31 is a perspective view showing a state wherein the bonding bolts are fixed.

A plurality of bonding bolts 12 protrude from the front surface of the edge wall 10 on the positions corresponding to the unit wall 30, and coupling pockets 37 are formed on one end of the unit wall 30 in such a way as to allow the bonding bolts 12 to pass therethrough and to be thus received therein, so that fixing nuts 13 are fastened to the bonding bolts 12 inside the coupling pockets 37.

As shown in FIGS. 30 and 31, the bonding bolts 12 are used to bond the unit wall 30 as the PC wall to the edge wall 10.

The bonding bolts 12 are pre-buried in the edge wall 11, when the edge wall 10 is constructed, in such a way as to protrude from the front surface of the edge wall 10. Otherwise, the bonding bolts 12 are formed of chemical anchors after the edge wall 10 has been constructed.

The coupling pockets 37 are formed on one end of the unit wall 30 on the positions corresponding to the bonding bolts 12.

The coupling pockets 37 are formed on the positions spaced apart from the end portion of the unit wall 30 by a given distance toward the inner side thereof, and each coupling pocket 37 has a through hole 371 formed on one side thereof in such a way as to communicate with one end of the unit wall 30.

The unit wall 30 is installed to allow the bonding bolts 12 to be inserted into the through holes 371.

In the state where the bonding bolts 12 pass through the through holes 371 and are then received in the coupling pockets 37, the fixing nuts 13 are fixedly fastened to the bonding bolts 12 inside the coupling pockets 37 (See FIG. 31).

Further, non-shrink mortar (not shown) is filled in the coupling pockets 37.

FIG. 32 is a perspective view showing a state wherein the unit wall is fixed to the edge wall through anchor hooks, and FIG. 33 is a perspective view showing the anchor hook.

As shown in FIG. 32, anchor hooks 38 protrude from the end portion of the unit wall 30 in such a way as to allow the front ends thereof to be buriedly anchored on the edge wall 10 as any one of the outer wall and inner wall disposed perpendicularly to the unit wall 30, and a stress isolation pad 33 is located on top or underside of the unit wall 30 to prevent the vertical loads from being transferred to the unit wall 30.

If the unit wall 30 is made of cast-in-place concrete, the anchor hooks 38 are used to bond the unit wall 30 to the edge wall 10.

The rear ends of the anchor hooks 38 are buriedly anchored on the unit wall 30, and the front ends thereof are buriedly anchored on the edge wall 10.

In this case, each anchor hook 38 consists of a pair of horizontal anchoring portions 381 located horizontally in such a way as to allow the rear ends thereof to be buried in the unit wall 30 and a vertical anchoring portion 382 bent vertically from the pair of horizontal anchoring portions 381 in such a way as to connect the pair of horizontal anchoring portions 381 and then buried in the edge wall 10 (See FIG. 33).

If the anchor hooks 38 are formed of bent hooks, like this, development lengths are reduced to save amounts of rebars used.

The stress isolation pad 33 prevents axial forces from being transferred to the unit wall 30.

Since the unit wall 30 is made of the cast-in-place concrete, the stress isolation pad 33 is made of a soft material such as Expanded Polystyrene (EPS).

FIG. 34 is a cross-sectional view showing a state wherein the unit wall of the sub core part is provided with tendons, and FIGS. 35 to 40 are perspective views showing processes of constructing the sub core part.

As shown in FIG. 34, a plurality of tendons 39 are provided vertically inside the unit wall 30 of the sub core part 3 to apply prestress through post-tensioning.

In the case where the unit wall 30 of the sub core part 3 is constructed by means of the existing reinforced concrete method, concrete strength has to be expressed over a given level after the completion of the construction of the unit wall 30, if it is desired to apply prestress through post-tensioning. As a result, post processes are inevitably delayed.

To allow post-tensioning to be performed early after the unit wall 30 of the sub core part 3 has been constructed, desirably, the unit wall 30 of the sub core part 3 is made of a PC member.

The unit wall 30 has hollow holes 301 adapted to pass the tendons 39 therethrough.

The unit wall 30 is configured to have the hollow holes 301 on a general PC wall made to a solid form, and otherwise, the unit wall 30 is configured as a hollow core slab having a plurality of hollow holes 301.

The tendons 39 are located inside the hollow holes 301 of the unit wall 30.

The tendons 39 are strands, screw type rebars, or the like.

The screw type rebars have threads formed on the end portions thereof, and anchorages 391 such as plate nuts are fixedly coupled to the end portions of the screw type rebars.

The lower ends of the tendons 39 serve as dead ends, and the upper ends of the tendons 39 serve as live ends, so that tensioning forces are applied from the upper ends of the tendons 39.

To do this, the lower ends of the tendons 39 are buriedly anchored on the lower floor slab 4a.

The construction processes of the sub core part 3 will be explained below.

First, lower tendons 39a are built on the lower floor slab 4a (See FIG. 35). In this case, the lower ends of the lower tendons 39a are buried in the lower floor slab 4a.

Next, upper tendons 39b are connected to tops of the lower tendons 39a (See FIG. 36).

After that, the unit wall 30 is constructed. In this case, the unit wall 30 is built to allow the tendons 39 to pass through the hollow holes 301 formed therein (See FIGS. 37 and 38).

Next, the upper floor slab 4b is placed on top of the unit wall 30 (See FIG. 39), and the tendons 39 are tensioned and anchored on the upper floor slab 4b (See FIG. 40).

The upper ends of the tendons 39 protrude from top of the upper floor slab 4b by given lengths. Therefore, the tendons 39 are tensioned on top of the upper floor slab 4b.

The upper floor slab 4b has sleeves 41 adapted to pass the tendons 30 therethrough. When tensioning forces are applied to the tendons 39 passing through the upper floor slab 4b, the tensioning forces are applied to the unit wall 30 located just under the upper floor slab 4b, without being applied to the slab 4.

After the tendons 39 have been tensioned, the anchorages 391 are fastened to the tendons 39 on top of the upper floor slab 4b, thereby keeping the tensioning forces of the tendons 39.

The upper floor slab 4b is a slab located just above the lower floor slab 4a or a slab located above a plurality of floors on top of the lower floor slab 4a.

The tendons 39 are used together with the anchor bars 31 or independently without the anchor bars 31.

FIG. 41 is a perspective view showing a process of stacking the unit walls on top of each other, and FIG. 42 is a perspective view showing a state wherein the tendons are tensioned and anchored after the unit walls are stacked.

As shown in FIGS. 41 and 42, the tendons 39 are separated every floor and thus pass through the unit walls 30 of a plurality of floors, thereby allowing prestress to be applied to the unit walls 30 of the plurality of floors at a time.

The tendons 39 are separately located every floor to allow the tensioning forces to be applied to the unit walls 30 of the sub core parts 3 every floor.

To enhance the tension efficiency of the tendons 39 and effectively control lateral displacement, further, the unit walls 30 of the sub core parts 3 of the plurality of floors are integrated into one another by means of the tendons 39.

To do this, the tendons 39 are installed to pass through the unit walls 30 of the plurality of floors. Next, the tendons 39 are tensioned to allow prestress to be applied to the unit walls 30 of the plurality of floors at a time.

As a result, the number of times of the tension of the tendons 39 is minimized, and the sub core parts 3 of the plurality of floors and the slabs 4 located between the neighboring sub core parts 3 are structurally integrated to effectively control the lateral displacement.

Desirably, the tendons 39 are configured to be separated every two to four floors in consideration of the efficiency of the tensioning work and the lengths of the tendons 39 when the tensioning forces are applied. As a result, the sub core parts 3 of two to four floors are tensioned at a time through the tendons 39.

More desirably, the tendons 39 are configured to be separated to allow the tensioning work to be repeatedly performed every three floors.

The separated tendons 39 are connected to each other by means of couplers 392, if necessary.

If screw type rebars are used as the tendons 39, for example, each tendon 39 is divided into a lower tendon 39a and an upper tendon 39b that are connected to each other by means of the coupler 392.

In this case, the lower ends of the lower tendons 39a are buriedly anchored on the lower floor slab 4a, and the upper ends thereof protrude from top of the lower floor slab 4a by a given length (See FIG. 35).

Before the unit wall 30 of the corresponding floor is installed, the upper tendons 39b are connected to tops of the lower tendons 39a through the couplers 392 (See FIG. 36).

After that, the unit wall 30 is installed, and the upper floor slab 4b is placed on top of the unit wall 30 to allow the upper ends of the upper tendons 39b to protrude from top of the upper floor slab 4 by a given distance (See FIGS. 37 to 39). As a result, the upper tendons 39b of the lower floor become the lower tendons 39a of the upper floor.

After that, the above processes are repeated according to the number of floors to be tensioned at a time. The tendons 39 are tensioned on top of the uppermost floor slab 4b, and the anchorages 391 are fastened to the tendons 39 (See FIGS. 41 and 42).

FIGS. 41 and 42 show the embodiment wherein the number of floors to be tensioned at a time is two.

FIG. 43 is a cross-sectional view showing a state wherein a lower floor unit wall with first and second hollow holes is installed, FIG. 44 is a cross-sectional view showing a state wherein the upper floor slab is constructed on the lower floor unit wall of FIG. 43, FIG. 45 is a cross-sectional view showing a state wherein lower floor tendons are tensioned and anchored, and FIG. 46 is a cross-sectional view showing a state wherein an upper floor unit wall is installed.

As shown in FIGS. 43 to 46, the unit wall 30 has first hollow holes 301a through which the tendons 39 pass and second hollow holes 301b for fitting the lower ends of the tendons 39 passing through the interior of the unit wall 30 located on the upper floor.

In the case where the tendons 39 are separatedly configured every one floor or every a plurality of floors to repeatedly perform the tensioning, if the tendons 39 of the lower floor and the tendons 39 of the upper floor that are separated from each other are connected to each other, additional tensioning forces are applied to the tendons 39 of the lower floor into which the tensioning force have been already applied when the tendons 39 of the upper floor are tensioned. As a result, prestress may be excessively applied to the lower floor.

Therefore, the separated tendons 39 are desirably separated in a state where they are not continuous to each other.

To do this, the tendons 39 of the upper floor are located misalignedly with the tendons 39 of the lower floor.

That is, the unit wall 30 has the first hollow holes 301a and the second hollow holes 301b adapted to allow the tendons 39 of the upper floor to be located misalignedly with the tendons 39 of the lower floor.

The tendons 39 pass through the first hollow holes 301a to apply the tensioning forces to the unit wall 30 of the corresponding floor.

In this case, the tendons 39 do not pass through the second hollow holes 301b.

However, the lower ends of the tendons 39 of the upper floor have to be buried in the upper floor slab 4b. In this case, the lower tendons 39a of the upper floor are first installed, and the upper floor slab 4b has to be cast. Therefore, the lower ends of the lower tendons 39a are coupled to the upper ends of the second hollow holes 301b to fix the lower tendons 39a in position.

The anchorages 391 such as plate nuts are fastened to the lower portions of the lower tendons 39a of the upper floor, and the lower ends of the lower tendons 39a protrude from the undersides of the anchorages 391 and are thus inserted into the upper portions of the second hollow holes 301b (See FIG. 43).

In this case, the anchorages 391 are located on top of the unit wall 30. If concrete is cast to form the upper floor slab 4b, after that, the anchorages 391 are supported against the underside of the upper floor slab 4 and thus serve as the dead ends (See FIG. 44).

To prevent the lower tendons 39a from being overturned or changed in position, while concrete of the upper floor slab 4b is being cast, the lower tendons 39a are fastened to slab rebars, and otherwise, spacers 393 are coupled to the lower ends of the lower tendons 39a to allow the lower tendons 39a to be fittedly coupled to the interiors of the second hollow holes 301b (See FIG. 43).

After that, tensioning forces are applied to the tendons 39b located in the lower floor unit wall 30 on top of the upper floor slab 4b to allow the tendons 39b to be anchored (See FIG. 45).

Next, the upper floor unit wall 30 is constructed on top of the upper floor slab 4b. In this case, since the first hollow holes 301a are formed on the corresponding positions to the second hollow holes 301b of the lower floor unit wall 30, the tendons 39 pass through the first hollow holes 301a. Further, the second hollow holes 301b of the upper floor unit wall 30 are formed on the corresponding positions to the first hollow holes 301a of the lower floor unit wall 30 (See FIG. 46).

That is, the first hollow holes 301a and the second hollow holes 301b of the upper floor unit wall 30 and the lower floor unit wall 30 are formed on positions crossing each other.

The upper ends of the tendons 39 inserted into the first hollow holes 301a of the lower floor unit wall 30 and thus protruding from top of the upper floor slab 4 and the anchorages 391 fastened to the tendons 39 are received in the second hollow holes 301b of the upper floor unit wall 30.

As described above, the lateral force resisting system for a high-rise building according to the present disclosure has the following advantages:

• • Firstly, the prefabricated rebar assembly, which consists of the upper and lower rebars whose both ends are anchored on the outer walls spaced apart from each other horizontally on the outer end of the slab of the building and the shear reinforcing bars for surrounding the upper and lower rebars, is located inside the link beam to provide the coupled bearing wall.
  • Secondly, the prefabricated rebar assembly is located above the main bolts that are disposed horizontally inside the link beam on the position of the slab to fix the outer wall form thereto, so that the link beam is constructed simply and quickly and thus serves as a beam for connecting both side outer walls, thereby providing excellent structural performance.
  • Thirdly, the main core part consisting of the front walls is located on the central portion or one side of the building, and the sub core part is located on a position spaced apart from the main core part and has at least two or more unit walls located between the lower floor slab and the upper floor slab, so that lateral stiffness of the high-rise building can increase using the existing plane through the sub core part, without any separate additional members.
  • Lastly, as the tendons inserted into each unit wall of the sub core part are tensioned through post-tensioning to apply the prestress to the unit wall, sufficient stiffness is ensured to control the lateral displacement of the building, without increasing the thickness of the non-bearing wall.

While the present disclosure has been described with reference to the particular illustrative embodiments, it is not to be restricted by the embodiments but only by the appended claims. It is to be appreciated that those skilled in the art can change or modify the embodiments without departing from the scope and spirit of the present disclosure.