KR101546636B1 - Super-tall complex building system having ring-shaped structure - Google Patents

Abstract

The present invention relates to a high-rise complex building system with a ring-shaped structure, comprising: two or more high-rise buildings; a large space structure provided in a column-free space between the high-rise buildings; and a ring-shaped structure provided in a column-free space on an outer side of the high-rise buildings. The large space structure includes upper and lower domes fixated to the high-rise buildings, wherein the lower dome is shaped into a reverse dome and connected to the high-rise buildings by a cable. An inclined building is provided on a top of the high-rise buildings, and one end of the cable is connected to the inclined building.

Description

BACKGROUND OF THE INVENTION 1. Field of the Invention [0001] The present invention relates to a super-tall complex building system having an annular structure,

The present invention relates to a super high-rise composite building system, and more particularly, to a super high-rise composite building system that maximizes the efficiency of land use and maximizes the safety of the building structure in a maximum density area in the city center where population density and land prices rise, Layered composite building system having an annular structure capable of adding an annular structure.

The development of skyscrapers has begun in Europe or the United States by standards based on height or design technology, but in the 21st century Asia is at the center.

The current high-rise buildings, including the Burj Dubai Building, are being planned, designed and constructed for over 1,000 meters of storeys. Horizontal connections have been made to vertically connected building structures, but earthquakes and wind loads And the cantilever shape of a single building is dominant as a condition of the displacement and vibration limitations for lateral loads and horizontal external forces.

On the other hand, high-rise buildings can be considered as buildings with more than 40 floors, and the horizontal displacement and vibration control problems of the uppermost layer due to wind and seismic loads are important due to the maximum load during designing, construction and use. Conventional high-rise building structure systems for controlling the lateral force, shear resistance and interlayer displacement of a skyscraper include a braced frame structure type, a tube structure type, an outrigger belt truss type, a megaframe type, And a frame (Diagrid Frame) format.

However, current skyscraper buildings are less subject to spatial availability for future transportation, considering vertical lifting limits or horizontal displacement and vibration control considerations, and more than 100 years of design life.

Accordingly, there is a growing need for a skyscraper which can improve the function as a horizontal city, improve the economy by providing a large space structure, and improve the safety of the entire building structure.

The applicant of the present invention has proposed the present invention to solve the problems of the related art as described above, and as a reference related to the related art, there is a "skyscraper" of Japanese Patent No. 2600489.

In the present invention, a lateral force distribution and a displacement reduction in a building control system between buildings are induced in a complex building system composed of a plurality of buildings, and a dome structure and a retrodust structure are designed at the upper and lower ends of a truss structure for lateral force distribution Layered composite building system capable of improving the economic efficiency through provision of a large space structure.

The present invention provides a skyscraper complex building system having an annular structure formed in an outer free space of a skyscraper so as to cancel a moment caused by a space structure formed in a free space between skyscrapers.

According to an aspect of the present invention, there is provided a super high-rise composite building system including at least two high-rise buildings; A large space structure formed in a free space between the skyscrapers; And an annular structure formed in the outer free space of the skyscraper, wherein the large space structure includes an upper dome and a lower dome fixed to the skyscraper, the lower dome having a dome shape, The tall building is connected to the skyscraper by a cable, and an inclined building is formed at an upper end of the skyscraper, and one end of the cable can be connected to the tilt building.

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The tilted building is formed to be inclined to the outside of the large space structure, and one end of the cable may be connected to the upper end of the tilted building.

At the upper end of the skyscraper, a tilted building is formed, and the tilted building can offset the weight of the large space structure.

The upper dome may be formed in a dome shape and the lower dome may be formed in a reverse dome shape to cancel mutual horizontal reaction forces.

The upper dome and the lower dome include an arch member, a truss member, and a membrane member, and both ends of the arch member of the lower dome can be connected to both ends of the cable.

The compressive force and the horizontal force of the arch member can be canceled at each of the tensile force and the horizontal force of the cable and the cross-sectional center of the connecting portion of the cable.

The annular structure can offset the moment or reaction force generated by the large-space structure.

The annular structure can prevent twisting of the skyscraper.

The annular structure may include a tubular space fixed to the outer surface of the skyscraper, and a cable connecting the space to the skyscraper.

The space portion may be formed to include an arch member, a membrane member, and a truss member.

The space portion may be formed in a spiral shape along an outer surface of the skyscraper.

The high-rise building system according to the present invention induces the lateral force distribution and the displacement reduction in the building-to-building cooperative control system of a building system comprising a plurality of buildings. In a free space between the buildings, a truss structure for distributing the lateral force has a dome structure It is possible to improve the economic efficiency through the provision of the large space structure by designing the backward dome structure.

The high-rise building system according to the present invention can maximize the efficiency of the land use and improve the convenience of the user by providing the urban function of the building system by linking the conditions inside the building with the building.

In the skyscraper complex building system according to the present invention, since the large space structure and the annular structure are provided simultaneously on the inside and outside of the skyscraper, mutual moments can be canceled.

1 and 2 are perspective views schematically showing a skyscraper complex building system according to an embodiment of the present invention.
FIG. 3 is a view showing a large space structure of the skyscraper complex building system according to FIG. 1 as equivalent to a spring and a damper.
4 is a plan view schematically showing a skyscraper complex building system according to FIG.
5 is a diagram showing a comparison of moment effects of the skyscraper complex building system and the outrigger belt truss type according to FIG.
FIG. 6 is a view showing an annular structure formed in the outer free space of a skyscraper according to FIG. 1. FIG.
7 is a cross-sectional view schematically showing the annular structure according to FIG.
8 is a side view showing a connection state between the annular structure and the skyscraper according to FIG.

Hereinafter, embodiments according to the present invention will be described in detail with reference to the accompanying drawings. However, the present invention is not limited to or limited by the embodiments. Like reference symbols in the drawings denote like elements.

FIG. 1 is a perspective view schematically showing a super high-rise composite building system according to an embodiment of the present invention. FIG. 3 is a view illustrating a large-scale structure of a super high- FIG. 4 is a plan view schematically showing a skyscraper complex building system according to FIG. 1, FIG. 5 is a diagram showing a moment effect of an outrigger belt truss type skyscraper complex building system according to FIG. FIG. 7 is a cross-sectional view schematically showing the annular structure according to FIG. 6, and FIG. 8 is a side view showing a connection state between the annular structure and the skyscraper according to FIG. to be.

The super high-rise composite building system 100 according to an embodiment of the present invention is formed by fusing a plurality of buildings 101 having more than 40 floors or having a floor height of more than 1,000 m. In FIGS. 1 and 2, A portion of the upper end of the system 100 is shown.

In FIG. 1, reference numeral 1 denotes the current uppermost level of a skyscraper, for example, a Burj Dubai building. The height of the skyscraper complex building system 100 according to an embodiment of the present invention is higher than the existing skyscraper 1.

1 and 2, a high-rise multi-building complex building system 100 according to an embodiment of the present invention includes at least two high-rise buildings 101, a free space between pillars 101, A large-space structure 110 formed in a pillar-free space, and an annular structure 130 formed in an outer free space of the skyscraper 101.

As shown in FIGS. 9 and 10, even when there are two skyscrapers 301, it is possible to form the skyscraper complex building systems 100 and 300 .

At least two or more skyscrapers 101 are preferably arranged to be circular, elliptical or biaxial symmetrical to each other. The high-rise building 100 according to the present invention includes two or more skyscrapers 101, a large space structure 110 and an annular structure 130 to achieve a lateral force distribution and a displacement reduction in a collaboration control system between buildings And the moment due to the large spatial structure 110 can be canceled by the annular structure 130. [

First, the space structure 110 may be provided in a space between the skyscrapers 101, that is, in a column-free space. The large space structure 110 is a structure capable of providing a separate space such as a residence or an office in addition to the skyscraper 101. The horizontal space enlargement effect can be obtained in addition to the vertical space expansion of the skyscraper 101.

The large space structure 110 may include a top dome 111 and a bottom dome 116 fixed to the skyscraper 101. Referring to FIG. 2, the upper dome 111 has a general dome shape having an upward convex shape, while a lower dome 116 has a downward convex shape, that is, a reverse dome shape. At this time, the upper dome 111 serves as a roof of the large space structure 110, while the lower dome 116 serves as a bottom of the large space structure 110. Thus, it is more important in terms of the structural aspects of the lower dome 116 than the upper dome 111.

The large space structure 110 is fixedly connected to the skyscraper 101 and has a structure in which people can walk in the skyscraper 101. Thus, the large space structure 110 is basically structurally supported by the skyscraper 101.

Layered composite building system 100 according to the present invention is applied to a lateral load such as a wind load or an earthquake load due to the occurrence of an earthquake. The transverse load causes the upper end of the skyscraper 101 to be deflected or displaced . However, in the skyscraper complex building system 100 according to the present invention, the horizontal external force such as lateral load can be dispersed and the vibration can be controlled by the large space structure 110 provided between the skyscrapers 101.

The upper dome 111 and the lower dome 116 of the large space structure 110 have a structure capable of canceling the horizontal reaction force from each other. That is, the upper dome 111 is formed in a dome shape and the lower dome 116 is formed in a reverse dome shape, so that the horizontal reaction force between the upper and lower dome can be canceled.

As described above, the lower dome 116 has a dome shape and the lower dome 116 can be connected to the skyscraper 116 by a cable 121. The inverted lower dome 116 can be formed as an arch structure by connecting one end of the cable 121 to the lower dome 116 of the arch structure and connecting the other end of the cable 121 to the skyscraper 101 The horizontal reaction force applied to the large space structure 110 can be canceled. The upper end of the skyscraper 101 may be bent by the weight of the upper dome 111 and the lower dome 116 if the cable 121 is not connected to the lower dome 116. However, in the present invention, since the cable 121 is connected to the lower dome 116 and pulled, the skyscraper 101 can be prevented from being bent.

An inclined building 102 is formed at an upper end of the skyscraper 101 and one end of the cable 121 may be connected to the inclined building 102. At this time, the tilted building 102 is formed to be inclined to the outside of the large space structure 110, and one end of the cable 121 can be connected to the upper end of the tilted building 102.

Referring to FIGS. 1 and 2, the tilted building 102 is inclined in a direction opposite to the counter space structure 110. The other end of the cable 121 is connected to the upper end of the tilted building 102 which is inclined so as to be enlarged toward the opposite direction of the large space structure 110 and the one end is connected to the lower dome 116, 102 can offset the self weight of the counter space structure 110. That is, it is possible to prevent the skyscraper 101 from being bent toward the large space structure 110 by the weight of the large space structure 110.

The upper dome 111 and lower dome 116 of the counter space structure 110 include an arch member, a truss member, and a membrane member, and both ends of the arch member of the lower dome 116 And both ends of the cable 121 can be connected. The arch member is a frame (or skeletal structure) for forming a structural framework of the upper dome 111 and the lower dome 116. In the case of the lower dome 116, the arch member and the cable 121 are connected to each other, so that the compressive force and the horizontal force of the arch member can be canceled respectively by the tensile force and the horizontal force of the cable 121 and the cross-

The design parameters of the large spatial structure 110 may include span (see FIG. 2B) and vertical height (see H and X1 in FIG. 2) of the large spatial structure 110. That is, important design parameters for the provision of the space structure 110 for minimizing horizontal displacement of the skyscraper 101 and controlling the vibration are the span B of the dome structure and the height in the vertical direction X1, H. The span B of the dome structure is a space frame upper dome 111 reinforced by an arch member, and spans of about 50 to 350 m are possible. The upper dome 111 is expected to have a weight of about 500 tons, but is less important than the lower dome 116 structure.

The truss structure for lateral force distribution in the center part of the dome structure has a small influence of the boundary condition and small stress when KS B400 * 200 * 12 beam (Midas IT, 2014) is used. The vertical height X1, H of the large space dome structure 110, which has the greatest effect on the reduction effect through the distribution of lateral force, deflection and stress, can be modeled as a one- dimensional indefinite structure as shown in FIG. The deformation compliance equation for obtaining the reaction force R in the dome structure is expressed by the following equation (1): < EMI ID = 1.0 > where damping coefficient C1 is ignored and the stiffness difference between the skyscrapers 101 is four times 1].

[Equation 1]

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는 횡력의 수평배분감소를 위한 트러스구조와 도 4의 빌딩(B2) 또는 빌딩(B3) (두 빌딩 중에서 대칭조건에 의하여 1개 빌딩만 적용)의 강성계수를 직렬 연결한 도 2의 합성강성으로 그 크기는 다음 [수학식 2]과 같다.Here, the increase coefficient for the horizontal deflection of the cantilever structure due to the wind load external force is a ratio of the deflection increased by the difference of the second moment of the cross section between the building B1 and the building B2 in FIG.

2 shows the composite stiffness of the truss structure for reducing horizontal distribution of the lateral force and the stiffness coefficient of the building B2 or the building B3 of FIG. 4 (only one building is applied by symmetry in two buildings) The size is expressed by the following equation (2).

&Quot; (2) "

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,

,

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에 대한 X1의 연직방향 높이에 대한 1차 편미분을 이용한 최적해, (ii)대공간구조물(110)을 사용하는 임차인의 사용성 증대를 고려한 반력(R)의 최소화 최적해, (iii)초고층 빌딩과 같이 빌딩 하단의 재료파괴에 대한 위험성이 있는 경우의 빌딩 하단 휨모멘트에 대한 최소화를 위한 최적방안의 검토가 필요할 수 있다.The optimal solution of Equation (1) is (i) the maximum horizontal deflection amount at the top of the building

(Ii) minimizing the reaction force (R) considering the increase in the usability of the tenant using the large space structure 110, (iii) minimizing the number of buildings in a building like a skyscraper It may be necessary to review the best approach for minimizing the bending moments at the bottom of the building where there is a risk of material failure at the bottom.

The minimization of the amount of deflection of the upper end of the building and the reaction force R that are the objects of optimization (i) and (ii) is present at the top of the building when one large space structure 110 is designed. When there are two or more dome-like large-space structures 110, it is necessary to solve the simultaneous equations for design variables such as X1 and X2. In this way, the installation location of the large space structure 110 can be determined by design variables.

3, when a uniform wind load Wo is applied to the skyscraper 101, the large space structure 110 itself can serve as a TMD (Tuned Mass Damper). That is, the large space structure 110 can be made equal to the TMD having the stiffness K1, the mass M2, and the damper C1. Since the large space structure 110 itself serves as a TMD, it is possible to reduce the deformation of the skyscraper 101 due to lateral loads such as wind and earthquake, or to control the vibration due to the lateral load. Therefore, it is not necessary to provide a separate TMD in the skyscraper 110, and the installation location of the TMD required can be reduced.

Referring to FIG. 4, a high-rise multiple-building system 100 according to an embodiment of the present invention includes two first buildings 101, B1, and B4 symmetrically disposed, first buildings 101, B1, and B4 B2, B3 and the first building 101, B1, B4 and the second building 101, B2, B43 symmetrically arranged so as to intersect the first building 101, Spatial structure 110 having a dome 111 and a lower dome 116. The lower dome 116 has a reverse dome shape and includes a first building 101, a first building B1, and a fourth building B4, and a second building 101, B2 and B3 and the cable 121 and the entire first building 101, B1 and B4 and the second buildings 101, B2 and B3 may be arranged in a circular, oval or biaxial symmetrical form .

FIG. 4 is a plan view showing a layout in which four buildings 101, B1 to B4 constituting the super high-rise composite building system 100 are arranged. The four skyscrapers 101, B1 to B4 may be arranged in a circle or an ellipse, and two buildings facing each other preferably have the same shape. The first buildings 101, B1 and B4 are arranged in a shape facing to the direction of the wind load Wo and the second buildings 101, B2 and B3 are arranged opposite to the first buildings 101, . That is, the first buildings 101, B1, and B4 are disposed so that the long side of the building is positioned to face the wind load, and the second buildings 101, B2, and B3 are disposed so that the short side is positioned to face the wind load.

The upper dome 111 and the lower dome 116 may be formed to include an arch member, a truss member, and a membrane member, and both ends of the arch member of the lower dome 116 and the cable 121 Can be connected to each other. At this time, a horizontal compression reaction force is generated in the arch member and the truss member of the upper dome 111, and a tensile reaction force may be generated in the arch member of the lower dome 116 and the cable.

The horizontal reaction force generated by the lateral load acting on any one of the first building 101, B1, B4 or the second building 101, B2, B3 is generated by the dome structure compression reaction force of the large- It can be distributed to other buildings.

The moments due to the weight of the lower dome 116 are transmitted to the tilted building 102 formed at the upper ends of the first buildings 101, B1 and B4 and the second buildings 101, B2 and B3, Lt; RTI ID = 0.0 > 121). ≪ / RTI >

In order to minimize the amount of deflection and horizontal reaction force at the top of the first building 101, B1, B4 and the second building 101, B2, B3, the large space structure 110 is divided into the first building 101, B1, B4, 2 buildings 101, B2, and B3.

As shown in FIG. 4, the load distribution effect in the super high-rise composite building system 100 with respect to the lateral wind load or seismic load is due to the decrease of the shear resistance force V and the bending moment M1 of FIG. 5, ) Transfers the horizontal external force generated in one building (B1 or B4) to the other two buildings (B2, B3) to reduce horizontal displacement and vibration of the skyscraper. As shown in FIG. 4, when there is no difference in moment of moment of inertia between the buildings, there is no effect of dispersing or reducing the reaction force on the external force of the wind load (Wo).

In this way, the first buildings 101, B1, and B4 and the second buildings 101, B2, and B3 can be arranged so that a resistance difference of the second moment of the cross section with respect to the lateral load Wo occurs.

Meanwhile, an outrigger-belt truss building structure adopted in a conventional skyscraper is divided into an upper dome 111, a lower dome 116, and a lower dome 116 of an ultra-high-rise composite building system 100 composed of four buildings proposed in the present invention. 2 and 4, the effect of reducing the horizontal lateral external force distribution and reducing the bending moment of the building is smaller than that of the composite building system 100 connected by using the connection structure of the dome- Is the horizontal compression reaction force (V) of the structure. The horizontal reaction force is dispersed by the compressive reaction force of the dome structure connected to the other surrounding buildings, and the dispersive reaction force V generates a bending moment in the opposite direction to the external force under the building, The stress due to the lower bending moment is reduced, and the lateral drift at the top of the building is reduced.

The deflection reduction effect of the belt reinforcement structure of the existing outrigger belt truss building is generated by a moment (M ₁ , FIG. 6) that is generated further by using the second momentum area theorem, as shown in the following equation (3). By a horizontal reaction force (V) of Figure 6, if the high-rise building complex system 100 according to the present invention, there occurs a moment (M ₂₎ in the deflection and the stress decreases by up to an additional building at the bottom as shown in [Equation 4].

&Quot; (3) "

&Quot; (4) "

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Adding section moment due to the deflection difference with the stiffness and the load difference from the surrounding building (M ₂₎ is a difference (B * 2B vs 2B * B ) of the cross-section ratio of the building in the high-rise building complex system 100 according to the present invention 4 can be calculated by modeling the first negative information for the 1/4 section.

The bending moments, shear resistance, and horizontal displacement are calculated by applying the assumptions on the biaxial symmetry and boundary conditions of four buildings. (1) When the cross section of four buildings is B, the maximum wind load of building 1 (B1) or building 4 (B4) is B * 2B, which is twice the static wind load (2) The sectional moment of inertia of the surrounding buildings B2 and B3 of the maximum wind load generating building B1 is four times the maximum load generating building 1 (B1) (I = (B * (2B) ^ 3) / 12), the maximum horizontal displacement occurring is reduced to 1/8 by the condition (1). (3) Maximum load generation Building 1 (B1) is modeled by cantilever, surrounding building 2 (B2) and reinforced truss by spring. (4) The large-space structure 110 is assumed to be arch-reinforced but not rigid.

In order to compare the effects of the horizontal resistance of the center trusses of the large space structure 110 and the large space structure 110, the horizontal displacement and the reduction of the bending stress of the core structure at the bottom of the building using the above assumption conditions, The comparison between the conventional outrigger belt truss and the dome-truss structure according to the present invention was compared at the top (X1 = 0, D = 480 ft). As a result, it was proved that the application of the skyscraper complex building system 100 according to the present invention to the 40-story outrigger belt truss structure can reduce the flexural stress of the bottom structure of the building by 88% by 20% at the horizontal displacement. The effects of the flexural-shear capacity and the horizontal truss-reinforced structure used for cross-sectional comparison of the building are independent of the size of the wind load and seismic load, the type of material used or the type of structure. Therefore, the bundle tube or super ) It is expected that it will be possible to control displacement and stress even in frame type building, improve economical efficiency by providing large space structure to improve horizontal city function, and improve safety of whole building structure.

4 (b)) of the tallest building in the world, which is the tallest building in the world, as shown in FIG. 4, the super high-rise composite building system 100 according to the present invention, The comparative advantages of the building system 100 include (1) maximizing the building space, and (2) generating space in a maximized secondary moment of the structural system, (2) redistributing the lateral force to two or more building structures, (3) It provides additional space structure with additional dome inside the system.

As described above, the present applicant proposed a lateral force distribution and a displacement reduction in a building-to-building collaborative control system of a multi-building system composed of a plurality of buildings in order to improve economy and safety in designing a building in an urban crowded area where the population density is advanced. In order to optimize the design of the ultra-high density complex building system proposed as a solution to the inevitable result of urban population concentration and land price increase, a two-dimensional model is constructed by using biaxial symmetry condition and boundary condition of a three- The optimal design parameters for the critical conditions of the two - dimensional model are determined. The optimal design of two variables for the maximum horizontal deflection and the resistance of the large space structure corresponding to the reaction force of the first order correction structure among the determined design variables and the optimum design direction of the multiple building system Respectively. As a result of the preliminary optimization for the building upper displacement of the 50 story single building and the proposed ultra high density composite building system for static wind and static earthquake loads, the building top displacement has been reduced by 30% to 52.86mm and 39.02mm, respectively.

6 and 7, the high-rise building 100 according to the present invention includes a separate space structure 110 in the inner space of the high-rise building 101, Can be prevented. In addition, moment or reaction force generated by the large-space structure 110 can be canceled by the annular structure 130.

6 and 7, the superstructure multi-building system 100 shown in FIGS. 6 and 7 includes both the large-space structure 110 and the annular structure 130, It is a complex building system.

It is possible to provide an additional space by providing the space structure 110 and the annular structure 130 in the inner side space and the outer side side space of the skyscraper 101 and to enlarge the horizontal urban function of the skyscraper .

The annular structure 130 includes a tube or donut-shaped space 130 fixed to the outer surface of the skyscraper 101 and a cable 123 connecting the space 130 to the skyscraper 101 ). One end of the cable 123 may be connected to the annular structure 130 and the other end may be connected to the upper end of the skyscraper 101. In addition, an auxiliary cable 124 connecting the upper ends of the skyscrapers 101 facing each other is further provided, so that the annular structure 130 can prevent the upper end of the skyscraper 101 from being bent or deformed. At this time, the cable 123 and the auxiliary cable 124 may be connected to each other or integrally formed.

Here, the space portion 130 may be formed to include an arch member, a membrane member, and a truss member. For example, the space 130 may include a lower structure and an upper structure formed of arches and truss members, and the upper structure may be curved as compared with the lower structure.

The annular structure 130 and the skyscraper 101 can be connected by the cable 123 so that the annular structure 130 can be more stably installed in the skyscraper 101. [ At this time, it is preferable that the arch member included in the lower structure of the space portion 130 and the cable 123 are connected to each other.

In addition, the annular structure 130 or the space portion is not limited to be formed in the shape of a tube or a donut, but may be formed in a spiral type along the outer surface of the skyscraper 101. When the annular structure 130 is formed in a spiral shape over the height or the entire height of a certain portion of the skyscraper 101, the structural weakness of the skyscraper 101 may be compensated for and additional space may be provided. At this time, the annular structure 130 is utilized not only as a space for residential, office, etc., but also as a space for installing the evacuation means or the moving means of the skyscraper 101 in an emergency such as a fire.

Meanwhile, the large space structure 110 and the annular structure 130 are not limited to being formed at the same position or height, but may be formed at different positions or heights. The installation position or height of the large space structure 110 and the annular structure 130 can be selected in consideration of the structural rigidity, lateral load, and the like of the skyscraper 101.

8, an inclined support member 129 may be further provided to connect the lower end of the annular structure 130 and the side surface of the skyscraper 101 to support the weight of the annular structure 130. Fig. 8 (a) is a view showing a side view of Fig. 6. Fig.

8B is a view showing a connection state between the cable 123 and the auxiliary cables 124 and 125 when the annular structure 130 and the large-space structure 110 are provided at the same time. If there is a large space structure 110, the auxiliary cables 124 and 125 preferably connect the upper end of the skyscraper 101 and the upper end of the large space structure 110. In this case, since the annular structure 130 and the large-space structure 110 are connected to each other by the cables 123, 124, and 125, the load or moment between them can be canceled.

While the present invention has been described in connection with what is presently considered to be practical exemplary embodiments, it is to be understood that the invention is not limited to the disclosed embodiments, but, on the contrary, It will be understood by those skilled in the art that various changes in form and details may be made therein without departing from the spirit and scope of the invention as defined by the appended claims. Accordingly, the spirit of the present invention should not be construed as being limited to the embodiments described, and all of the equivalents or equivalents of the claims, as well as the following claims, belong to the scope of the present invention .

100: High-rise building system
101: High-rise building 102: Gentleman's building
110: Large space structure 111: Upper dome
116: lower dome 121: cable
130: annular structure

Claims (13)

At least two skyscrapers;
A large space structure formed in a free space between the skyscrapers; And
And an annular structure formed in the outer free space of the skyscraper,
The large space structure includes an upper dome and a lower dome fixed to the skyscraper,
The lower dome has a retro dome shape, the lower dome is connected to the skyscraper by a cable,
Wherein an inclined building is formed at an upper end of the skyscraper, and one end of the cable is connected to the inclined building.
delete delete The method according to claim 1,
Wherein the inclined building is formed to be inclined to the outside of the large space structure, and one end of the cable is connected to the upper end of the inclined building.
The method according to claim 1,
Wherein an inclined building is formed at an upper end of the skyscraper, and the inclined building cancels the self weight of the large space structure.
6. The method of claim 5,
Wherein the upper dome is formed in a dome shape and the lower dome is formed in a reverse dome shape to cancel horizontal reaction forces between the upper dome and the lower dome.
7. The method according to any one of claims 1 and 4 to 6,
Wherein the upper dome and the lower dome include an arch member, a truss member, and a membrane member, and both ends of the arch member of the lower dome are connected to both ends of the cable.
8. The method of claim 7,
Wherein the compressive force and the horizontal force of the arch member are offset from each other at the center of the cross-sectional area of the joint between the tensile force and the horizontal force of the cable.
8. The method of claim 7,
Wherein the annular structure cancels the moment or reaction force generated by the large-space structure.
8. The method of claim 7,
Wherein the annular structure prevents twisting of the skyscraper.
8. The method of claim 7,
Wherein the annular structure includes a tubular space portion fixed to an outer surface of the skyscraper, and a cable connecting the space portion to the skyscraper.
12. The method of claim 11,
Wherein the space portion is formed to include an arch member, a membrane member, and a truss member.
12. The method of claim 11,
Wherein the space portion is formed in a spiral shape along the outer surface of the skyscraper.

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