KR101769358B1 - Super-tall building system having large span spatial structure - Google Patents

Abstract

The present invention relates to a high-rise building system having a large space structure, comprising a pair of skyscrapers; A large space structure including an upper dome provided in a free space formed between the skyscrapers and serving as a roof and a lower dome serving as a floor; And a cable connected to the large space structure and the skyscraper to support the large space structure, wherein the pair of the skyscrapers are arranged in directions orthogonal to each other.

Description

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

The present invention relates to a high-rise building system having a large space structure, and more specifically, to maximize the efficiency of land use and increase the stability of the building structure in the largest densely populated area in the city center where population density and land price rise, Tall building system having a large space structure capable of adding a horizontal city function.

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' and 'high-rise buildings' in Korea are clearly defined in the enforcement decree of the Building Act or Building Act for the regulation control of fire fighting, evacuation and safety. That is, 'high-rise building' is defined as a building with more than 30 stories or a height of more than 120 meters, and 'high-rise building' is defined as a building having more than 50 stories or a height of more than 200 meters.
Therefore, a building over 40 stories can be thought of as a high-rise building or a skyscraper, and it is important that the horizontal displacement and vibration control of the uppermost layer due to wind and earthquake load are important due to the maximum load during design, 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, A high-rise building system provided with a large space structure capable of distributing an external force such as a wind load caused by wind, a lateral load caused by an earthquake, and the like is provided.

The present invention relates to a building comprising a pair of skyscraper buildings; A large space structure including an upper dome provided in a free space formed between the skyscrapers and serving as a roof and a lower dome serving as a floor; And a cable connected to the space structure and the skyscraper to support the space structure, wherein the pair of skyscrapers can be arranged in a direction orthogonal to each other.

Further, the large space structure may be formed in an annular or disk shape, and the annular or disk-shaped large space structure may be supported on the cable in a state where a part of the circumferential direction is inserted into the pair of skyscraper buildings .

In addition, the cable may include a first cable connecting the space structure to the skyscraper, and a second cable connecting the upper ends of the skyscrapers to each other.

Also, the large space structure may include an arch member, a truss member, and a membrane member, and the cable may be connected to both ends of an arch member formed at a lower portion of the large space structure.

In addition, the compressive force and the horizontal force of the arch member can be offset from the tensile force and the horizontal force of the cable and the cross-sectional center of the connection portion, respectively.

In addition, the cable may be provided with a tension holding means, and when the cable is broken, at least any one of a plurality of cables connecting the large space structure and the skyscraper, The structure can be supported.

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

In addition, the tension holding means may be provided at a plurality of spaced apart intervals along the longitudinal direction of the cable.

Also, skyscrapers; A reinforcing building provided on a side surface of the skyscraper; A large space structure provided between the skyscraper and the reinforcing building; And a cable connected to the large space structure, the skyscraper or the reinforcing building, wherein the reinforcing building has at least an upper portion tilted in a direction opposite to the tall building Which can provide a skyscraper building system having a high-rise building.

In addition, the reinforcing building may have an inclined shape as a whole, or may be inclined only at an upper portion of the building.

The high-rise building system having the large space structure according to the present invention induces the lateral force distribution and the displacement reduction of the inter-building cooperation control system of a building system composed of a plurality of buildings, and the truss structure It is possible to improve the economical efficiency through the provision of the large space structure by designing the dome structure and the backward dome structure at the upper and lower ends.

In addition, the high-rise building system having the large space structure 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 through the connection between the environment inside the building and the building .

The tall building system having the large space structure according to the present invention can provide structural stability between the large space structure and the skyscraper by providing the tension supporting means in the cable supporting the large space structure.

In addition, the skyscraper system having the large space structure according to the present invention can be applied not only to a new building but also to an existing building. Also, the present invention can be applied to an existing building, thereby providing reinforcement effect for preventing an existing building from sinking or tilting.

1 and 2 are perspective views schematically illustrating a skyscraper building system having a large space structure according to an embodiment of the present invention.
FIG. 3 is a view of a large space structure of a skyscraper building system having the large space structure according to FIG. 1 equalized by a spring and a damper; FIG.
FIG. 4 is a plan view schematically illustrating a skyscraper building system having a large space structure according to FIG. 1; FIG.
Figure 5 compares the moment effects of a skyscraper building system and an outrigger belt truss type according to Figure 1;
FIG. 6 is a perspective view schematically showing a skyscraper building system having a large space structure according to another embodiment of the present invention; FIG.
7 is a perspective view showing another embodiment of a large space structure.
Figs. 8 and 9 are plan views showing another embodiment of the large space structure. Fig.
10 is a view schematically showing a structure in which a tension maintaining means is provided in a skyscraper building system having a large space structure according to an embodiment of the present invention.
11 is a view showing the use state of the tension holding means shown in Fig.
12 is a schematic view of a skyscraper building system having a large space structure according to another embodiment of the present invention.

BRIEF DESCRIPTION OF THE DRAWINGS The advantages and features of the present invention and the manner of achieving them will become apparent with reference to the embodiments described in detail below with reference to 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 showing a skyscraper building system having a large space structure according to an embodiment of the present invention. FIG. 3 is a perspective view of a large space structure of a skyscraper building system having the large space structure according to FIG. FIG. 4 is a plan view schematically showing a skyscraper building system having a large space structure according to FIG. 1; FIG. FIG. 5 is a view showing a comparison of the moment effect of the skyscraper system of FIG. 1 and the outrigger belt truss type. FIG. 6 is a perspective view schematically showing a skyscraper system having a large space structure according to another embodiment of the present invention. , Fig. 7 is a perspective view showing another embodiment of a large space structure, Figs. 8 and 9 are plan views showing another embodiment of the large space structure, and Fig. 9 is a view showing another embodiment of the large space structure shown in Fig. 10 is a view schematically showing a structure in which a tension maintaining means is provided in a skyscraper building system having a large space structure according to an embodiment of the present invention, and FIG. 11 is a perspective view of the tension maintaining means shown in FIG. And FIG. 12 is a view schematically showing a skyscraper building system having another large-space structure according to another embodiment of the present invention.

A tall building system 100 having a large space structure according to an embodiment of the present invention is formed by fusing a plurality of buildings 101 having 40 or more storeys or more than 1,000 meters in height, 2 shows a part of the upper part of the skyscraper building system 100 having the 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 system 100 having the large space structure according to the embodiment of the present invention is higher than that of the existing skyscraper 1.

1 and 2, a tall building system 100 according to an embodiment of the present invention includes at least two skyscrapers 101 and a free space between the skyscrapers 101, And a large space 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 skyscraper building system. At this time, it is preferable that the skyscrapers 101 are arranged to be circular, elliptical or biaxial symmetrical shape. The skyscraper system 100 having the large space structure according to the present invention has two or more skyscrapers 101 and a large space structure 110 to achieve lateral force distribution and displacement reduction can do.

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 a skyscraper system 100 having a large space structure according to an embodiment of the present invention, a lateral load such as a wind load or an earthquake load caused by an earthquake is applied. The upper end of the skyscraper 101 is deflected or displaced. However, in the skyscraper system 100 having the large space structure according to the embodiment of the present invention, horizontal external force such as lateral load can be dispersed by the large space structure 110 provided between the skyscrapers 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 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 tall 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 and B3 symmetrically arranged so as to intersect the first building 101 and the second building 101 and the second 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 the arrangement of four buildings 101, B1 to B4 constituting the skyscraper building system 100. FIG. 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 skyscraper building system 100 with respect to the lateral wind load or seismic load is caused by the decrease of the shear resistance force V and the bending moment M1 of FIG. 5, The horizontal displacement and vibrations of the skyscraper are reduced by transmitting the horizontal external force generated in one building B1 or B4 to the other two buildings B2 and B3. 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.

The Outrigger-Belt Truss building structure adopted in the existing skyscraper is divided into the upper dome 111, the lower dome 116, and the upper dome 111 of the high-rise building system 100 constructed of the 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 the dome-truss reinforcing structure 100 of FIG. 2 and FIG. Is the horizontal compression reaction force (V). 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). In the case of the skyscraper system 100 according to the present invention, deflection and stress reduction occur due to the moment M ₂ to the lower end of the building as shown in Equation (4) by the horizontal reaction force V in FIG.

&Quot; (3) "

&Quot; (4) "

,

,

Deflection difference with the surrounding building and stiffness, and additional portion moment due to the load difference (M ₂₎ is the difference (B * 2B vs 2B * B ) of the cross-section ratio of the building in the high-rise building system 100 according to the present invention Figure 4 Can be calculated by modeling the biaxial symmetry structure as the first irregular 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 has been proved that the application of the skyscraper 100 according to the present invention to the 40-story outrigger belt truss structure can reduce the bending 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, the skyscraper 100 according to the present invention as shown in FIG. 4 is compared with a sectional view (see FIG. 4 (b)) of the Burj Dubai building, which is the tallest building in the world, (2) the lateral force is redistributed to two or more building structures; (3) the interior space of a skyscraper building system To provide a large space structure with an additional domed structure.

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 high-rise building system composed of a plurality of buildings in order to improve economical efficiency and safety in designing a building in an urban crowded area where the population density is advanced. In order to optimize the design of ultra-high-density skyscraper 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 two axis symmetry condition and boundary condition of 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 at the top of the building and the resistivity of the large space structure corresponding to the reaction force of the first order correction structure among the determined design variables and the optimal design direction of the skyscraper building system Respectively. As a result of the preliminary design for the building upper displacement of the 50 story single building and the proposed ultra high density skyscraper system for static wind and static earthquake loads, the building top displacement has been reduced by 30% to 52.86mm and 39.02mm, respectively.

FIG. 6 illustrates a tall building system 300 having a large space structure according to another embodiment of the present invention.

6 includes a pair of skyscrapers 301 and 302 and an upper dome 311 which is provided in a free space formed between the skyscrapers 301 and 302 and serves as a roof And a lower dome 316 serving as a floor and a cable 310 connected to the large space structure 310 and the tall buildings 301 and 302 to support the large space structure 310, (320).

The pair of the skyscrapers 301 and 302 may be arranged in directions orthogonal to each other, but may have different heights.

The large space structure 310 not only provides additional space to the skyscrapers 301 and 302 but also provides a bridge between the skyscrapers 301 and 302. Accordingly, the horizontal urban function of the skyscrapers 301 and 302 can be expanded.

The large space structure 310 is formed in an annular shape or a circular plate shape as shown in FIGS. 7 and 8 as well as an elliptical sphere shape in which the upper dome 311 and the lower dome 316 are coupled to each other, And may be provided in the pair of skyscrapers 301 and 302. At this time, the large space structure 310 may be supported by the cable 320 in a state where a part of the circumferential direction is inserted into the pair of skyscrapers 301.

When the large space structure 310 is partially inserted into the skyscrapers 301 and 302, the load of the large space structure 310 transmitted to the cable 310 may be reduced, In addition, the torsional loads generated in the skyscrapers 301 and 302 and the large space structure 310 may be offset from each other.

Furthermore, since the pair of skyscrapers 301 and 302 having the same planar shape are arranged in directions orthogonal to each other, as described above, the large-space buildings 301 and 302 inserted into the skyscrapers 301 and 302 310) are different from each other.

That is, as shown in FIGS. 7 and 8, the area of the large space structure 310 accommodated by the pair of skyscrapers 301 and 302 is different, and the pair of the skyscrapers 301 and 302 , One of the skyscrapers (301) accommodates the circumferential area of the large space structure (310) larger than the circumferential area of the large space structure (301) accommodated by the other one skyscraper (302) On the other hand, the tall building 302 of one of the pair of tall buildings 301 and 302 is divided into the large area 301 and the large space 302, It can be accommodated larger than the diameter direction area of the structure 301. Therefore, the horizontal twist or the vertical twist generated in the large space structure 310 can be canceled by the above-described structure.

It is preferable that the pair of skyscrapers 301 and 302 have different heights. This is to effectively prevent the upper end portion of the skyscrapers 301 and 302 from being bent or deformed by the large space structure 310 by the second cable 323 of the cable 320 described later.

The cable 320 includes a first cable 321 connecting the large space structure 310 and the skyscrapers 301 and 302 and a second cable 321 connecting the upper ends of the skyscrapers 301, (323).

One end of the first cable 321 may be connected to the pair of skyscrapers 301 and 302 and the other end may be connected to the bottom of the space structure 310.

As described above, the second cable 323 connects the upper ends of the pair of the skyscrapers 301 and 302 to each other and connects the pair of skyscrapers 301 , 302 can be prevented from being bent or deformed.

For reference, a tall building system 300 having a large space structure according to another embodiment of the present invention has been described in which the large space structure 310 is disposed between the pair of skyscrapers 301 and 302 , But is not limited thereto.

That is, when the large space structure 310 is formed in an annular shape as shown in FIG. 9, it may be disposed outside the pair of skyscrapers 301 and 302.

10 and 11, a tall building system 100, 300 having a large space structure according to an embodiment of the present invention and another embodiment is provided on the cables 121, The tension maintaining means 155 may be applied to a skyscraper building system 100 having a large space structure according to an embodiment of the present invention, .

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. 10 (b), for example, 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 Can be performed.

The tension holding means 155 may include a support block 160 having a through hole 161 through which the plurality of cables 121 can pass, as shown in FIG. 11A; 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, Lt; RTI ID = 0.0 > 166 < / RTI >

As described above, the coupling hole 166 is fixed to the cable 121 with the support block 160 interposed therebetween. The outer diameter of the coupling block 166 gradually increases toward the direction in which the support block 160 is disposed .

Therefore, the coupling hole 166 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.

11 (b), 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 cut off, the coupling hole 166 provided on the cable 121b is lowered and can be coupled to the support block 160 while 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 166 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.

Also, the large space structures 110 and 310 may be installed to repair or reinforce the building 101. The building 101 can be structurally reinforced by preventing the settlement of the building 101 by connecting the large space structures 110 and 310 to the building 101. In addition, an existing building can be reinforced by installing the large space structures 110 and 310 in a conventional high-rise building 101 by a post-process.

Suppose that the second Lotte World building currently under construction is a skyscraper 101 built in the past. If the height of one floor is 4 meters and the total number of stories is 75, the total ground height of the building 101 is about 300 meters. If sinking occurs or tilts in the building 101 having such a height, fatal damage may occur. If the building 101 sinks about 30 centimeters, fine cracks may occur in the ground or the lowest layer, and if it sinks about 1 meter, the members of the building may be destroyed, penetration cracks may occur in the lower slab, It is possible. A strut (not shown) may be provided to support the side of the building to prevent the skyscraper 101 from sinking or tilting. The compression strut may be installed in such a manner that the upper end supports the side of the building and the lower end is fixed to the ground. However, when the compression strut is installed in a weak ground direction, the building may still sink, there is a possibility of pulling out and destruction, and there is a disadvantage that the aesthetic appearance is hindered.

Accordingly, as shown in FIG. 12, a tall building system 400 having a large space structure 410 according to the present invention can be used to prevent the tall building 401 from sinking or tilting. First, a reinforcing building 402 may be provided on a side of an existing building 401. A space structure 410 may be provided between the existing building 401 and the reinforcing building 402. It is preferable that a connecting means such as a cable 423 is provided at the upper end of the existing building 401 and the upper end of the reinforcing building 402. At this time, the reinforcing building 402 may be formed as an inclined building having a generally inclined shape or a top inclined building having an inclined shape only at an upper portion of the building. The height of the reinforcing building 402 is not necessarily higher than that of the existing building 401. In some cases, the height of the reinforcing building 402 may be higher than or equal to the height of the existing building 401. [

As described above, the space structure 410 having the reinforcing building 402 on the side of the existing building 401 and connecting the existing building 401 with the reinforcing building 402 is formed between the two buildings So that the existing building 401 can be prevented from sinking or tilting by the large space structure 410 or the reinforcing building 402.

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, 310: Large space structure 111, 311: Upper dome
116, 316: lower dome 121, 320: cable
155: tension maintaining means

Claims (11)

A pair of skyscrapers arranged in directions orthogonal to each other;
A large space structure including a top dome serving as a roof and a bottom dome serving as a bottom, provided in a free space formed between the skyscrapers so as to achieve a lateral force distribution and a displacement reduction in a cooperative control manner between the skyscrapers; ; And
And a cable connected between the space structure and the skyscraper and the skyscraper to support the space structure and prevent deformation of the skyscraper,
Wherein the upper dome and the lower dome are connected to each other to cancel horizontal reaction forces,
The cable includes a first cable connecting the large space structure and the skyscraper, and a second cable connecting the upper ends of the skyscrapers to each other,
One end of the first cable is connected to the pair of skyscraper buildings, the other end of the first cable is connected to the lower part of the space structure,
Wherein one end of the second cable is connected to an upper end of one of the pair of skyscrapers and the other end of the second cable is connected to an upper end of another of the pair of skyscrapers. A high-rise building system.
The method according to claim 1,
Wherein the large space structure is formed in an annular or disk shape,
Wherein the annular or disk-shaped large space structure is supported by the cable in a state where a part of the circumferential direction is inserted into the pair of skyscraper buildings.
delete 3. The method according to claim 1 or 2,
Wherein the large space structure includes an arch member, a truss member, and a membrane member, and both ends of an arch member formed at a lower portion of the large space structure are connected to the cable.
5. The method of claim 4,
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.
5. The method of claim 4,
The cable is provided with tension maintaining means,
Wherein the tensile force holding means is configured to continuously support the large space structure when the at least one cable among the plurality of cables connecting the large space structure and the skyscraper is broken, A high-rise building system.
The method according to claim 6,
The tension maintaining means,
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. Building systems.
8. The method of claim 7,
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.
The method according to claim 6,
Wherein the tension 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.
Skyscraper building;
A reinforcing building provided on a side surface of the skyscraper;
A large space structure provided in a free space formed between the skyscraper and the reinforcing building to achieve a lateral force distribution and a displacement reduction in a cooperative control manner between the skyscraper and the reinforcing building; And
And a cable connected to an upper end of the skyscraper and an upper end of the reinforcing building to reinforce the skyscraper using the reinforcing building,
Wherein the large space structure includes a top dome serving as a roof and a bottom dome serving as a floor, the top dome and the bottom dome being connected to each other to cancel horizontal reaction forces,
Wherein the reinforcing building has a shape in which at least an upper portion thereof is inclined in a direction opposite to that of the skyscraper.
11. The method of claim 10,
Wherein the reinforcing building has an inclined shape as a whole or a sloped shape only at an upper portion of the building.

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