KR20160070298A - Super-tall complex building system with progressive collapse prevention means - Google Patents

Abstract

The present invention relates to a high-rise complex building system with a chain collapse prevention means, enabling the efficient use of a columnless space and dispersing external force by providing a structure stably supporting a large space structure in the columnless space between buildings. The high-rise complex building system with a chain collapse prevention means comprises: at least two high-rise buildings; a large space structure provided in a columnless space between the high-rise buildings; a cable supporting the large space structure by being connected with the high-rise building and the large space structure; and a tension maintaining means provided in the cable. When at least one cable of the multiple cables is connecting the large space structure with the high-rise complex building system, the tension maintaining means allows the disconnected cable to continuously support the large space structure.

Description

BACKGROUND OF THE INVENTION 1. Field of the Invention [0001] The present invention relates to a super-tall complex building system with progressive collapse prevention means,

The present invention relates to a super high-rise composite building system having a chain collapse preventing means, and more specifically, to maximize the efficiency of land use and maximize the stability of a building structure in the maximum densely populated area in the city center where population density and land price rise, Layer composite system capable of preventing a chain collapse of a large space structure capable of adding a horizontal city function of a building.

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.

In the past, design techniques have been left for installing a connection structure such as a bridge connecting the tower structure between a plurality of tower structures erected toward the air, such as Malaysia's Petronas Tower.

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

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.

SUMMARY OF THE INVENTION The present invention has been made to solve the above problems and it is an object of the present invention to provide a structure in which a large space structure can be stably supported in a free space formed between building structures, Layered composite building system including a large space structure capable of dispersing an external force such as a wind load caused by wind, a lateral load caused by an earthquake, and the like.

The present invention relates to a high-rise building, comprising at least two skyscrapers; A large space structure provided in a free space formed between the skyscrapers; A cable connected to the large space structure and the skyscraper to support the large space structure; And a tensile force holding means provided on the cable, wherein when the at least one cable among the plurality of cables connecting the large space structure and the skyscraper is broken, To support the large space structure.

In addition, the large space structure may include an upper dome serving as a roof and a lower dome serving as a floor.

In addition, the lower dome may have a dome shape and may be connected to the skyscraper by the cable.

In addition, an inclined building is formed at the upper end of the skyscraper, one end of the cable is connected to the lower dome, and the other end of the cable is connected to the inclined building. .

In addition, the inclined building may be formed to be inclined to the outside of the large space structure, and the other end of the cable may be connected to the upper end of the inclined building.

In addition, a tilted building may be formed at the upper end of the skyscraper, and the tilted building may include canceling the self weight of the large space structure.

In addition, the upper dome may be formed in a dome shape and the lower dome may be formed in a reverse dome shape to offset mutual horizontal reaction forces.

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

In addition, the compressive force and the horizontal force of the arch member may include a tension force and a horizontal force of the cable, respectively, which are offset from each other at the cross-sectional center of the connecting portion.

In addition, the tension holding means may include: a support block having a through hole through which the plurality of cables can pass; And a coupling hole which is provided in a pair in the cable with the support block therebetween, and is inserted into the through hole when the cable is broken and is coupled to the support block.

In addition, the coupling hole may include a gradually decreasing outer diameter in a direction in which the support block is disposed.

In addition, the coupling hole may have a shape that can be partially inserted into the through hole of the support block and can not pass through the through hole.

In addition, the tension holding means may include a plurality of cable holding portions spaced apart from each other along the longitudinal direction of the cable.

The super high-rise composite building system with the large space structure according to the present invention induces the lateral force distribution and the displacement reduction of the cooperation control method between the buildings in a building system composed of a plurality of buildings, and the truss structure It is possible to improve the economical efficiency by providing a large space structure by designing a dome structure and a dome structure.

In addition, the super high-rise composite building system equipped with the large space structure according to the present invention can maximize the efficiency of the land use by providing the urban function of the building system by linking the conditions inside the building with the building, .

Also, in the super high-rise composite building system provided with the large-space structure according to the present invention, the tension supporting means is provided on the cable for supporting the large-space structure, so that the structural stability between the large space structure and the super-

1 and 2 are perspective views schematically showing an ultra high-rise composite building system having a large space structure according to an embodiment of the present invention.
FIG. 3 is a view showing a space structure of an ultra-high-rise multiple building system having the large space structure shown in FIG. 1, which is 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 schematic view showing a structure in which a tension-maintaining means is provided in a super high-rise composite building system having a large space structure according to an embodiment of the present invention.
7 is a view showing the use state of the tension holding means shown in Fig.

BRIEF DESCRIPTION OF THE DRAWINGS The advantages and features of the present invention, and the manner of achieving them, will be apparent from and elucidated with reference to the embodiments described hereinafter in conjunction with the accompanying drawings.

It should be understood, however, that the invention is not limited to the disclosed embodiments, but is capable of many different forms and should not be construed as limited to the embodiments set forth herein. Rather, these embodiments are provided so that this disclosure will be thorough and complete, To fully disclose the scope of the invention to those skilled in the art, and the invention is only defined by the scope of the claims.

1 and 2 are perspective views schematically illustrating an ultra high-rise composite building system having a large-space structure according to an embodiment of the present invention. FIG. 3 is a cross- FIG. 4 is a plan view schematically showing a super high-rise composite building system having a large space structure according to FIG. 1; FIG. FIG. 5 is a diagram illustrating a moment effect of an outrigger belt truss type skyscraper according to an exemplary embodiment of the present invention. FIG. 6 is a cross- FIG. 7 is a view showing the use state of the tension holding means shown in FIG. 6. FIG.

The multi-storey multi-storey building system 100 having the large space structure according to the embodiment of the present invention is formed by fusing a plurality of buildings 101 having more than 40 storeys or more than 1,000 m storeys, FIG. 2 illustrates a portion of an upper portion of a super high-rise composite building system 100 having a large space structure.

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 having the large space structure according to the embodiment of the present invention is higher than that of the existing skyscraper 1.

As shown in FIGS. 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 and a free space between pillars 101 , And a space-free structure 110 provided in a space without a column.

For reference, FIG. 1 and FIG. 2 show four skyscrapers 101, but the present invention is not limited thereto. That is, even if the skyscrapers 101 are two, three, five, or the like, if the skyscrapers 101 are spaced apart from each other by a predetermined distance to form a free space, the large space structure according to the embodiment of the present invention It is possible to apply the super high-rise composite building system. At this time, it is preferable that the skyscrapers 101 are arranged to be circular, elliptical or biaxial symmetrical shape. In addition, the high-rise multi-storey building system 100 having the large space structure according to the present invention includes two or more skyscrapers 101 and the large space structure 110, thereby reducing the lateral force distribution and displacement of the cooperative control system between the buildings Can be achieved.

The large space structure 110 may include an upper dome 111 and a lower dome 116 fixed to the skyscraper 101 as shown in FIG.

The upper dome 111 has a general dome shape having an upward convex shape, while the 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 111. Therefore, the structural aspect of the lower dome 116 is more important than the upper dome 111.

The large space structure 110 may be fixedly connected to at least two skyscrapers 101 and may be connected to a plurality of skyscrapers 101 so that people can walk thereon. As described above, the large space structure 110 may be structurally supported by a plurality of skyscrapers 101.

In the high-rise multiple building system 100 having the large-space structure according to the embodiment of the present invention, a lateral load such as a wind load or an earthquake load caused by an earthquake is applied. So that sagging or displacement occurs at the upper end of the skyscraper 101. However, in the super high-rise composite building system 100 having the large space structure according to the embodiment of the present invention, horizontal external forces such as lateral load can be dispersed by the large space structure 110 provided between the high-rise buildings 101, Can be controlled.

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

As shown in FIGS. 2 and 3, the lower dome 116 may be connected to the skyscraper 110 by a cable 121 to form an arch structure.

One end of the cable 121 is connected to the lower dome 116 of the arch structure and the other end of the cable 121 is connected to the skyscraper 101.

Accordingly, the horizontal reaction force applied to the large space structure 110 can be canceled by the cable 121. If the skyscraper 101 has a structure in which the lower dome 116 of the large space structure 110 is supported by the skyscraper 101 without being connected by the cable 121, Can be bent by the self weight of the large space structure (110). However, in the embodiment of the present invention, since the cable 121 is connected to the lower dome 116 of the large space structure 110 to pull the lower dome 110, the load of the large space structure 110 It is possible to prevent the skyscraper 101 from bending.

As shown in FIGS. 1 and 2, a tilted building 102 may be formed at an upper end of the skyscraper 101.

The tilted building 102 may be formed in a plurality of skyscrapers 101 forming a free space, and may be formed so as to be inclined outwardly in a free space. That is, the tilted building 102 may be inclined toward the opposite direction of the large space structure 110 disposed in the free space.

The lower dome 116 of the space structure 110 provided at the uppermost portion of the skyscraper 101 may be supported by a cable 121 connected to the sloped building 102.

One end of the cable 121 is connected to the lower dome 116 of the large space structure 110 and the other end of the cable 121 is connected to the upper end of the tilted building 102.

The inclined building 102 may cancel the self weight of the large space structure 110. That is, it is possible to prevent the skyscraper 101 from being bent toward the large space structure by the weight of the large space structure 110.

More specifically, the uppermost portion of the skyscraper 101 is most affected by the wind load, and is structurally weaker than the central portion or the lower portion. Accordingly, in order to stably support the large space structure 110 disposed at the top of the skyscraper 101, it is necessary to support the large space structure 110 disposed at the center or the lower portion of the skyscraper 101 A strong supporting force is required.

Therefore, an inclined building 102 is formed at the uppermost end of the skyscraper 101 and a cable 121 is connected to the upper end of the inclined building 102 and the lower dome 116 of the large space structure 110 The self weight of the large space structure 110 and the wind load generated in the large space structure 110 can be canceled. That is, the inclined building 102 increases the tension of the cable 121 connected to the lower dome 116 disposed at the uppermost portion of the skyscraper 101, So that the spatial structure 110 can be stably supported.

Also, the inclined building 102 can prevent the uppermost end of the skyscraper 101 from bending toward the free space side where the large space structure 110 is disposed due to the weight of the large space structure 110.

The upper dome 111 and lower dome 116 of the counter space structure 110 may include an arch member, a truss member, and a membrane member. Both ends of the arch member constituting the lower dome 116 can be connected to the cable 121. 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]

,

,

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]와 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) "

,

,

,

,

에 대한 X1의 연직방향 높이에 대한 1차 편미분을 이용한 최적해, (ii)대공간 구조물(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) "

,

,

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, a high-rise building complex system 100 including a large space structure according to an embodiment of the present invention includes a lower dome 116 and a skyscraper 101 connected to each other And a tension holding means 155 provided on the cable 121 for holding the tension.

A plurality of the cables 121 may be set and connected to the lower dome 116 and the skyscraper 101. That is, as shown in FIG. 6 (b), three cables may be connected to a part of the circumferential direction of the lower dome 116 and also to one skyscraper 101.

At this time, the plurality of cables 121 may be provided with tension holding means 155.

The tension holding means 155 may be configured to continuously support the lower dome 116 when the cable 121 is disconnected from the plurality of cables 121 .

7A, the tension holding means 155 includes a support block 160 having a through hole 161 through which the plurality of cables 121 can pass, respectively; The support block 160 is coupled to the cable 121 through the support block 160. When the cable 121 is broken, the support block 160 is inserted into the through hole 161, (Not shown).

The coupling hole 161 is fixed to the cable 121 with the support block 160 interposed therebetween and the outer diameter of the coupling block 161 gradually increases toward the direction in which the support block 160 is disposed .

Accordingly, the coupling hole 161 can be partially inserted into the through hole 161 of the support block 160, but the through hole 161 can not be completely passed through.

7B, a cable 121b disposed on the upper portion of the support block 160 with respect to the support block 160 extends toward the skyscraper 101 , While it is assumed that the cable 121a disposed at the lower portion of the support block 160 extends toward the lower dome 116 of the large space structure 110, When the disposed cable 121b is broken, the coupling hole 161 provided in the cable 121b is lowered and can be coupled to the support block 160 while being partially inserted into the through hole 161. [

At this time, the cable 121a disposed at the lower portion of the support block 160 is simply suspended from the lower dome 116 without generating any tension between the lower dome 116 and the skyscraper 101 A tension may be generated between the support block 160 and the lower dome 116 by means of a coupling hole 166 inserted into the through hole 161 of the support block 160. [

Similarly, when the cable 121a disposed at the lower portion of the support block 160 is cut off, the coupling hole 161 provided in the cable 121a is lifted, and the cable 121a is partially inserted into the through hole 161, May be coupled to the support block 160.

At this time, the cable 121b disposed on the upper portion of the support block 160 is in a state of simply hanging on the skyscraper 101 without generating any tension between the lower dome 116 and the skyscraper 101 A tension can be generated between the support block 160 and the skyscraper 101 by means of a coupling hole 166 inserted into the through hole 161 of the support block 160. [

The tension holding means 155 configured as described above is configured such that even if any one of the cables 121 connecting the tall building 101 and the lower dome 116 is broken, Is capable of maintaining tension between the skyscraper 101 and the lower dome 116 so that the large space structure 110 can be stably supported in a free space formed by the skyscrapers 101 do.

The tension maintaining means 155 is provided in only one of the plurality of cables 121 connecting the skyscraper 101 and the lower dome 116 in the embodiment of the present invention. But is not limited thereto. That is, the tension holding means 155 may be provided at a plurality of spaced apart intervals along the longitudinal direction of the cable 121.

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.

Therefore, the scope of the present invention should not be limited by the described embodiments, but should be determined by the scope of the appended claims and equivalents thereof.

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
155: tension maintaining means

Claims (13)

At least two skyscrapers;
A large space structure provided in a free space formed between the skyscrapers;
A cable connected to the large space structure and the skyscraper to support the large space structure; And
And tension holding means provided on the cable,
Wherein the tension holding means is configured to continuously support the large space structure when the at least one of the plurality of cables connecting the large space structure and the super high rise building is broken. system.
The method according to claim 1,
Wherein the large space structure includes an upper dome serving as a roof and a lower dome serving as a floor.
3. The method of claim 2,
Wherein the lower dome has a dome shape and is connected to the skyscraper by the cable.
The method of claim 3,
Wherein a tilted building is formed at an upper end of the skyscraper, one end of the cable is connected to the lower dome, and the other end of the cable is connected to the tilted building.
5. The method of claim 4,
Wherein the inclined building is formed to be inclined to the outside of the large space structure, and the other end of the cable is connected to the upper end of the inclined building.
The method of claim 3,
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.
The method according to claim 6,
Wherein the upper dome is formed in a dome shape and the lower dome is formed in a reverse dome shape to cancel a horizontal reaction force between the upper dome and the lower dome.
8. The method according to any one of claims 2 to 7,
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.
9. The method of claim 8,
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.
The method of claim 3,
The tension holding means includes a support block having a through hole through which the plurality of cables can pass, respectively; And
And a coupling hole formed in the cable with the support block interposed therebetween, the coupling hole being inserted into the through hole and being coupled to the support block when the cable is broken.
11. The method of claim 10,
Wherein the coupling portion gradually decreases in outer diameter toward the direction in which the support block is disposed.
12. The method of claim 11,
Wherein the coupling hole has a shape that can be partially inserted into the through hole of the support block and not through the through hole.
11. The method of claim 10,
Wherein the tensile force holding means are spaced apart from each other by a predetermined distance along a longitudinal direction of the cable, and the cable is provided with a plurality of tension maintaining means.

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