WO2016093433A1 - Super high-rise complex building system - Google Patents

Abstract

A super high-rise complex building system according to the present invention comprises: at least two super high-rise buildings; a large space structure, provided in the columnless space formed between the super high-rise buildings, including an upper dome serving as a roof and a lower dome serving as a floor; and a cable which is connected to the large space structure and the super high-rise buildings to support the large space structure, wherein the at least two super high-rise buildings are arranged in the orthogonal direction to each other to thereby provide urban functions of a building system through the interior environment of the buildings and the linkage between the buildings, whereby the efficiency of land utilization can be maximized and user convenience can be enhanced.

Description

Skyscraper composite building system

The present invention relates to a high-rise composite building system, and more particularly, to a high-rise composite building system capable of maximizing the efficiency of land use and increasing the stability of the building structure in the largest population density zone in the city where the population density and land price are increased. will be.

The development of skyscrapers began in Europe or the United States by height or design technology, but in the 21st century Asia is the center.

The Burj Dubai building, including the Burj Dubai building, is currently being planned, designed, and constructed for a height of over 1,000 meters and attempted to connect horizontally to building structures connected on a vertical basis. It can be seen that the cantilever shape of a single building is dominated by the constraints of displacement and vibration on lateral load or horizontal external force.

On the other hand, high-rise buildings can be thought of as more than 40 floors of the building, the wind and earthquake load as the maximum load when designing, construction and use, the horizontal displacement and vibration control problem of the top floor is important. Conventional high-rise building structures to control the lateral force, shear resistance and inter-layer displacement of high-rise buildings include brace frame type, tube type, outrigger belt truss type, mega frame type or diagrid. Frame (Diagrid Frame) type.

However, current skyscrapers have less consideration for the space availability for future transportation considering the design life of more than 100 years, in addition to the vertical height limit or horizontal displacement and vibration control problems.

In addition, conventionally, design technology remains in installing connection structures such as bridges connecting the tower structures between a plurality of tower structures erected toward the air, such as the Petronas Towers in Malaysia.

Therefore, the efficient use of the spaceless space between the tower structures improves the function as a horizontal city, and the necessity for the high-rise building that can improve the economics by providing the large space structure and the safety of the entire building structure is gradually raised. have.

On the other hand, unequal settlement (differential settlement) generally refers to the phenomenon of uneven settlement in various parts of the building as the foundation ground of the building is settled. It rarely causes a change, but if an inequality occurs, the building will be inclined or deformed, which is likely to cause cracks, and the windows and doors of the building will not fit well, leaking inside the building, and causing great problems in sound insulation and insulation. do.

Therefore, it is very important to prevent inequality of buildings, and thus research on preventing inequality of buildings is underway.

This is because the skyscrapers are highly affected by the wind load in the horizontal direction depending on the height thereof, and therefore, the above-mentioned problems are easily generated due to the inclination of the skyscraper due to the uneven settlement due to the wind load.

However, at present, there are insufficient measures to prevent inequality settling of high-rise buildings, and simply, to improve the foundation ground, that is, to install an anti-sedimentation block or wall material on the foundation ground to prevent inequality.

The present applicant has proposed the present invention in order to solve the problems of the prior art, and as a reference related to the prior art, there is a "super high-rise building" of Japanese Patent No. 2660489.

The present invention is to solve the above problems, by providing a structure that can be stably supported in the empty space formed between the building structure large space structure to effectively utilize the spaceless space, and also in the ultra high-rise building It provides a high-rise composite building system that can distribute external forces such as wind load caused by wind generated, lateral load caused by earthquake.

The present invention provides a large space structure or annular structure that can maximize the efficiency of land use, increase the stability of building structure, and add the horizontal urban function of high-rise buildings in the largest population density zone in the city where the population density and land price rise. It is provided, and can control the torsional vibration and linear vibration of the large-space structure, not only the wind power generation, but also provides a high-rise complex system that can prevent the uneven settlement of the skyscraper.

The present invention, at least two skyscrapers; A large space structure which is provided in a spaceless space formed between the skyscrapers and includes a top dome serving as a roof and a bottom 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 at least two skyscrapers are provided in a high-rise composite building system arranged in a direction perpendicular to each other.

The lower dome has a reverse dome shape and may be connected to the skyscraper by the cable.

The large space structure may be formed in an annular or disc shape, and the circular or disc shaped large space structure may be supported by the cable with a portion of the circumferential direction inserted or connected to the skyscraper.

The large space structure includes an arch member, a truss member, and a membrane member, and both ends of the arch member formed below the large space structure are connected to the cable, and the compressive force and the horizontal force of the arch member are selected from the tensile force of the cable and The horizontal force can be canceled at the center of the cross section of both connections, respectively.

The cable is provided with a tension holding means, the tension holding means is provided in the plurality of cables spaced apart at regular intervals along the longitudinal direction of the cable, at least any one of a plurality of cables connecting the large space structure and the high-rise building. When one cable breaks, the broken cable can continually support the large space structure.

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

The coupler may be formed such that the outer diameter gradually decreases toward the direction in which the support block is disposed, or may have a shape that is partially inserted into the through hole of the support block and does not pass through the through hole.

The upper dome may be provided with an upper vibration control unit to control the torsional vibration of the upper dome, and the lower dome may be provided with a lower vibration control unit to control linear vibration of the lower dome.

The upper vibration control unit and the lower vibration control unit may each be a tuning mass damper formed at the center of the upper dome and the lower dome or formed at the center of the arch member.

The upper vibration control unit may include a rotary spring formed on the arch member and a damper connected to one end of the rotary spring, or a coil spring formed on the arch member and a damper connected to one end of the coiled spring. .

The arch member having the upper vibration control unit includes a first arch member disposed in the radial direction of the upper dome and a second arch member disposed in the radial direction of the upper dome so as to be orthogonal to the first arch member. The upper vibration control unit may include a plurality of torsion dampers provided on the first arch member and the second arch member, and the plurality of torsion dampers may be disposed on the same circumference with respect to the center of the upper dome.

The arch member having the lower vibration control unit includes a first arch member disposed in the radial direction of the lower dome and a second arch member disposed in the radial direction of the lower dome so as to be orthogonal to the first arch member. The lower vibration control unit may include a plurality of linear dampers provided on the first arch member and the second arch member, and the plurality of linear dampers may be disposed on the same circumference with respect to the center of the lower dome.

The large space structure may be formed with a power generation unit for producing electrical energy by using wind or rainfall blowing toward the large space structure side.

The power generation unit, the inlet pipe penetrates the upper dome and the lower dome of the large-space structure, each of the openings through which the wind generated in the circumferential space can be introduced; A rotating shaft provided inside the inlet pipe; And a blade provided on the rotation shaft to rotate by the wind introduced through the inflow pipe to rotate the rotation shaft.

The power generation unit may have a bidirectional power generation structure.

It further includes an annular structure formed in the outer periphery of the skyscraper, the annular structure can cancel the moment or reaction force generated by the large space structure or prevent the twist of the skyscraper.

The annular structure may include a tube-shaped space portion fixed to an outer surface of the skyscraper and a cable connecting the space portion to the skyscraper.

On the other hand, the present invention, a skyscraper; And an unequal settling prevention structure for preventing relative displacement or unequal settlement of the skyscraper; wherein the unequal settling preventing structure is provided on an upper portion of the tall building inclined in one direction by relative displacement or unequal settling; It is possible to provide a high-rise composite building system that is disposed in an inclined form toward a direction opposite to the inequality direction of the building.

The unequal settling prevention structure may be stacked on top of the skyscraper according to the inclination angle of the skyscraper.

The top of the unequal sink prevention structure and the top of the skyscraper is connected by a plurality of cables, the plurality of cables are disposed on the relative displacement or unequal sink direction side of the skyscraper and the top of the unequal sink prevention structure You can connect the top of the skyscraper.

The inequality preventing structure is disposed in the other direction of the skyscraper inclined in one direction by relative displacement or inequality, and the inequality preventing structure and the skyscraper can be connected by a cable.

The structure for preventing inequality may have a form inclined toward a direction opposite to the relative displacement or inequality of the skyscraper.

The high-rise composite building system according to the present invention induces lateral force distribution and displacement reduction of the inter-building collaborative control method of a building system composed of a plurality of buildings, and a dome structure at the upper and lower ends of the truss structure for lateral force distribution in the spaceless space between buildings. Inverted dome structure can be designed to improve economic efficiency by providing large space structure.

The high-rise composite building system according to the present invention can maximize the efficiency of land use and improve the user's convenience by providing the urban function of the building system through the connection between the building itself and the conditions inside the building itself.

In the ultrahigh-rise composite building system according to the present invention, by providing a tension maintaining means in the cable for supporting the large space structure can achieve structural stability between the large space structure and the skyscraper.

The high-rise composite building system according to the present invention may be applied to existing buildings as well as new buildings, and may be applied to existing buildings to obtain a reinforcement effect of preventing the existing buildings from sinking or inclining.

The high-rise composite building system according to the present invention is provided with a structure for preventing inequality, so that the building can be structurally securely placed upright by tilting the building by inequality reduction of the pillar or inequality of the ground without improving the foundation of the building. Can be.

The structure for preventing inequality of the ultrahigh-rise composite building system according to the present invention is designed as a multi-purpose complex space where people can live while preventing inequality of the building, thereby increasing the usability of the space.

Structures for preventing inequality of the ultrahigh-rise composite building system according to the present invention can be provided in the upper part of the building by stacking a plurality, it is possible to efficiently cope with the inclination of the building inclined by the inequality.

High-rise composite building system according to the present invention is provided with a vibration control unit in the upper dome or lower dome of the large space structure can control or reduce the torsional vibration or linear vibration generated in the large space structure.

The high-rise composite building system according to the present invention includes a power generation unit in a large space structure, so that it can generate electric energy by using the wind blowing strongly from the upper part of the high-rise building, and thus can efficiently cover the electric energy used in the high-rise building. Can be.

In the ultrahigh-rise composite building system according to the present invention, the large spatial structure and the annular structure may be simultaneously provided inside and outside the high-rise building to cancel mutual moments.

1 and 2 is a perspective view schematically showing a skyscraper composite building system according to an embodiment of the present invention.

3 is an equivalent view of a large-space structure of a high-rise composite building system having a large-space structure according to FIG. 1 with springs and dampers.

4 and 5 are plan views schematically showing the ultrahigh-rise composite building system with the large-space structure according to FIG.

Figure 6 is a perspective view schematically showing a skyscraper composite building system according to another embodiment of the present invention.

7 is a perspective view showing another embodiment of a large space structure.

8 and 9 are plan views showing another embodiment of a large space structure.

10 is a view showing a configuration provided with a structure for preventing inequality in the ultrahigh-rise composite building system according to an embodiment of the present invention.

FIG. 11 is a view illustrating a plurality of structures for preventing relative displacement or unequal settlement according to FIG. 10 on a top of a building; FIG.

12 is a perspective view showing a cable is provided in the structure for preventing unequal settlement according to FIG.

FIG. 13 is a high-rise composite building system having a large-space structure according to another embodiment of the present invention, in which an inequality preventing structure according to FIG. 10 is disposed at one side of a building and schematically connected to a building via a cable; FIG. Side view showing.

14 is a side view showing a state in which a plurality of reinforcing structures are provided on the structure shown in FIG.

FIG. 15 is a side view illustrating a state in which a plurality of reinforcement structures are disposed in a curved shape on the structure shown in FIG. 13; FIG.

FIG. 16 schematically illustrates a large space structure of a high-rise composite building system according to an embodiment of the present invention. FIG.

17 is a view schematically showing a state in which tension maintaining means is provided in a high-rise composite building system having a large space structure according to an embodiment of the present invention.

18 and 19 are views showing the state of use of the tension holding means shown in FIG.

20 is a view showing a modification of the tension holding means shown in FIG.

21 is a view showing the arch and truss structure formed on the upper dome of the large space structure according to FIG.

22 and 23 are views schematically showing the shape of the upper vibration control unit provided in the upper dome according to FIG.

24 is a view showing the arch and the truss structure formed on the lower dome of the large space structure according to FIG.

25 is a view schematically showing the shape of the lower vibration control unit provided in the lower dome according to FIG.

FIG. 26 is a view schematically illustrating a power generation unit provided in the large space structure according to FIG. 16.

27 is a view schematically showing another embodiment of the power generation unit according to FIG. 26.

28 is a view showing an annular structure formed in the outer space of the skyscraper in accordance with the present invention.

29 is a cross-sectional view schematically showing the annular structure according to FIG. 28.

30 and 31 are side views illustrating a connection state of the annular structure and the skyscraper according to FIG. 28;

Advantages and features of the present invention and methods for achieving them will be apparent with reference to the embodiments described below in detail with the accompanying drawings.

However, the present invention is not limited to the embodiments disclosed below, but may be implemented in various different forms, only the present embodiments to make the disclosure of the present invention complete, and common knowledge in the art to which the present invention pertains. It is provided to fully inform the person having the scope of the invention, which is defined only by the scope of the claims.

Ultra high-rise composite building system 100 according to an embodiment of the present invention, as a plurality of buildings 101 are formed by fusion and fusion 40 or more floors or more than 1,000m, the high-rise composite building in Figures 1 and 2 A portion of the top of the system 100 is shown.

In FIG. 1, reference numeral 1 denotes the top of the current skyscraper, for example, the Buzz Dubai building. Compared with the existing skyscraper 1, it can be said that the height of the high-rise composite building system 100 is provided with a large space structure according to an embodiment of the present invention.

As shown in Figure 1 and 2, the skyscraper composite building system 100 according to an embodiment of the present invention, the space between the at least two skyscrapers 101 and skyscrapers 101 (space without pillars) It may include a large space structure 110 provided in).

For reference, although FIG. 1 and FIG. 2 show four skyscrapers 101, the present invention is not limited thereto. That is, even when the skyscrapers 101 are two, three, five, etc., if the skyscrapers 101 are spaced apart from each other to form a space without space, the large-space structure according to the embodiment of the present invention is provided. A high-rise complex building system can be applied. At this time, it is preferable that the skyscrapers 101 are arranged to be circular, elliptical or biaxially symmetric with each other. In addition, the high-rise composite building system 100 according to the present invention may be provided with two or more skyscrapers 101 and a large space structure 110 to achieve lateral force distribution and displacement reduction of the cooperative control method between buildings.

As shown in FIG. 2, the large space structure 110 may include an upper dome 111 and a lower dome 116 fixed to the skyscraper 101.

The upper dome 111 has a general dome shape convex upward, while the lower dome 116 has a convex downward shape, that is, a reverse dome shape. In this case, the upper dome 111 serves as a roof of the large space structure 110, while the lower dome 116 serves as a floor 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 is fixed to or connected to at least two skyscrapers 101, and may be connected to allow people to enter and exit between the plurality of skyscrapers 101. As such, the large space structure 110 may basically have a form that is structurally supported by a plurality of skyscrapers 101.

In addition, transverse loads such as wind loads caused by wind or earthquake loads caused by earthquake are acting on the ultrahigh-rise composite building system 100 according to the exemplary embodiment of the present invention. At the top, deflection or displacement occurs. However, the high-rise composite building system 100 according to the embodiment of the present invention can disperse horizontal external forces such as lateral loads and control vibrations by the large space structure 110 provided between the high-rise buildings 101.

The upper dome 111 and the lower dome 116 of the large space structure 110 have a structure that can cancel the horizontal reaction force. That is, as described above, the upper dome 111 is formed in a dome shape, and the lower dome 116 is formed in a reverse dome shape to offset the horizontal reaction force between each other.

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

Here, one end of the cable 121 may be connected to the lower dome 116 of the arch structure and the other end of the cable 121 may be connected to the skyscraper 101.

Accordingly, the horizontal reaction force applied to the large space structure 110 may be canceled by the cable 121. If the lower dome 116 of the large-space structure 110 has a structure that is not supported by being connected by the cable 121 and is supported only by the skyscraper 101, the skyscraper 101 is a large-space structure ( It can be bent by the weight of 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 and pulls the lower dome 110, the ultra high floor by the load of the large space structure 110. The building 101 can be prevented from bending.

1 and 2, the inclined building 102 may be formed at an upper end of the skyscraper 101.

The inclined building 102 is formed in each of the plurality of skyscrapers 101 forming a spaceless space, it may be formed to be inclined toward the outside in the spaceless space. That is, the inclined building 102 may be formed to be inclined toward the opposite direction of the large space structure 110 disposed in the circumferential space.

Here, the lower dome 116 of the large space structure 110 provided at the top of the skyscraper 101 may be supported by a cable 121 connected to the inclined building 102.

That is, one end of the cable 121 may be connected to the lower dome 116 of the large space structure 110 and the other end of the cable 121 may be connected to the top of the inclined building 102.

The inclined building 102 may cancel the self weight of the large space structure 110. That is, the high-rise building 101 may be prevented from bending toward the large-space structure due to the weight of the large-space structure 110.

More specifically, the uppermost part of the skyscraper 101 is the site most affected by the wind load, and also has a weaker bearing capacity than the middle part or the lower part of the structure. Accordingly, in order to stably support the large-space structure 110 disposed on the top of the skyscraper 101, a stronger bearing force than the supporting force for supporting the large-space structure 110 disposed in the middle or lower portion of the skyscraper 101. Is required.

Therefore, the inclined building 102 is formed on the top of the skyscraper 101, and the large space structure by connecting the cable 121 to the top of the inclined building 102 and the lower dome 116 of the large space structure 110. The self-weight of the 110 and the wind load generated in the large space structure 110 may be offset. That is, the inclined building 102 increases the tension of the cable 121 connected to the lower dome 116 disposed on the top of the skyscraper 101, and thus, the large space structure 110 on the top of the skyscraper 101. ) To ensure stable support.

In addition, the inclined building 102 may prevent the top end of the skyscraper 101 from bending to the side of the space where the large space structure 110 is disposed due to the weight of the large space structure 110.

The upper dome 111 and the lower dome 116 of the large-space structure 110 may include an arch member, a truss member, and a membrane member. Then, both ends of the arch member constituting the lower dome 116 and the cable 121 may be connected. The arch member is a frame (or skeletal structure) for forming a structural base frame 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 may be offset at the center of the cross section of the connecting portion and the tensile force and the horizontal force of the cable 121, respectively.

Design variables of the large space structure 110 may include a span (see FIG. 2B) and a vertical height (see H, X1 of FIG. 2) of the large space structure 110. That is, the design variables important for providing the large space structure 110 for minimizing the horizontal displacement and vibration control of the high-rise building 101 are the span B of the dome structure and the vertical heights X1 and H. Span (B) of the dome structure is a space frame upper dome 111 reinforced with an arch member, it is possible to span about 50 ~ 350m. The upper dome 111 is expected to weigh about 500 tons (ton), but the importance is less than the structure of the lower dome 116.

The truss structure for the lateral force distribution in the central part of the dome structure has a small effect of boundary conditions and a small stress when using the KS B400 * 200 * 12 beam (Midas IT, 2014). The vertical height (X1, H) of the large space dome structure 110, which has the greatest influence on the reduction effect through the distribution of the lateral force, deflection and stress, can be modeled as a one-dimensional indeterminate structure as shown in FIG. If the stiffness difference between the skyscrapers 101 is 4 times (ignoring the damping coefficient C1) (long-short ratio = 1: 2), the deformation fit equation for calculating the reaction force (R) in the dome structure is given by the following equation. 1].

[Equation 1]

,

Here, the increase coefficient for the horizontal deflection of the cantilever structure due to the wind load external force is the ratio of the deflection increased by the difference in the cross-sectional secondary moment and the wind resistance area of the building B1 and the building B2 of FIGS. 4 and 5. . Is a truss structure for reducing the horizontal distribution of the lateral force and the stiffness coefficient of the building (B2) or building (B3) of FIG. 4 and FIG. Synthetic stiffness, the size of which is represented by the following [Equation 2].

[Equation 2]

,

,

The optimal solution of [Equation 1] is (i) the maximum horizontal deflection of the building top against the wind load (Wo).

Optimal solution using first-order partial derivatives of the vertical height of X1 with respect to (ii) Minimization of reaction force (R) with consideration for increasing tenant usability using large space structure 110, and (iii) Building with high-rise buildings It may be necessary to examine the best way to minimize the bending moment of the building bottom in case there is a risk of material destruction at the bottom.

Minimization of the top deflection and reaction force (R) of the building (i) and (ii) to be optimized is present at the top of the building when one large space structure 110 is designed. When there are two or more dome-shaped large space structures 110, it is necessary to solve the simultaneous equations for design variables such as X1 and X2. As such, the installation location of the large space structure 110 may be determined by design variables.

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

4 and 5, the skyscraper complex building system 100 according to an exemplary embodiment of the present invention includes two first buildings 101, B1, and B4 symmetrically arranged, and a first building 101. Distant space between two second buildings (101, B2, B3) and the first building (101, B1, B4) and the second building (101, B2, B43) arranged symmetrically to intersect B1, B4 It includes a large space structure 110 having an upper dome 111 and a lower dome 116 formed in the lower dome 116 has a reverse dome shape and the first building (101, B1, B4) and the second building Connected by the cables (101, B2, B3) and the cable 121, the first building (101, B1, B4) and the second building (101, B2, B3) as a whole is arranged in a circular or oval or biaxial symmetrical form Can be.

4 and 5 are plan views showing shapes in which four buildings 101 and B1 to B4 constituting the high-rise composite building system 100 are arranged. Four skyscrapers (101, B1 ~ B4) may be arranged in a circular or oval, it is preferable that the two buildings facing each other have the same shape. The first building (101, B1, B4) is arranged in a shape facing the direction of the wind load (Wo), the second building (101, B2, B3) is opposite to the first building (101, B1, B4) Arranged in shape. That is, the first buildings 101, B1, and B4 are arranged so that the long side of the building meets the wind load, and the second buildings 101, B2, and B3 are arranged so that the short sides meet the wind load.

Meanwhile, as described above, the upper dome 111 and the lower dome 116 may 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. Both ends of) may be connected to each other. At this time, the horizontal compression reaction force may occur in the arch member and the truss member of the upper dome 111, and the tension reaction force may occur in the arch member and the cable of the lower dome 116.

The horizontal reaction generated by the lateral load acting on any one of the first building 101, B1, B4 or the second building 101, B2, B3 is caused by the dome structure compression reaction of the large space structure 110. It can be distributed to other buildings.

Moment due to the weight of the lower dome 116 is the lower dome 116 to the slope building 102 formed on the top of the first building (101, B1, B4) and the second building (101, B2, B3) cable ( 121) can be offset by linking.

In order to minimize the amount of deflection and horizontal reaction of the upper end of the first building 101, B1, B4 and the second building 101, B2, B3, the large space structure 110 may be formed of the first building 101, B1, B4, and the first building 101, B1, B4. It may be present at the top of two buildings 101, B2, and B3.

As shown in FIGS. 4 and 5, the load distribution effect in the ultra high-rise composite building system 100 against the transverse wind load or the earthquake load is due to the reduction of the shear resistance and the bending moment, so that the shear resistance is one building (B1 or B4). The horizontal external force generated in the building is transmitted to the other two buildings (B2, B3) to reduce the horizontal displacement and vibration of the skyscraper. If there is no difference in the cross-section secondary moment between the building as shown in Figures 4 and 5 proposed here, there is no dispersion or reduction effect of the reaction force against the wind force (Wo) external force.

As such, the first building 101, B1, and B4 and the second building 101, B2, and B3 may be disposed to generate a difference in resistance of the cross-sectional secondary moment with respect to the lateral load Wo.

On the other hand, the upper dome 111, the lower dome 116 of the ultra-high composite building system 100 consisting of four buildings proposed in the present invention the outrigger-belt truss (Outrigger-Belt Truss) building structure adopted in the existing high-rise building Compared to the composite building system 100 connected by using the connection structure and the cable 121, the effect of the reduction of the horizontal horizontal force distribution and the reduction of the bending moment of the lower building is as shown in FIGS. 2 and 4. The horizontal compressive reaction force (V) of the structure. The horizontal reaction force is distributed by the compressive reaction force of the dome structure connected to other surrounding buildings due to the wind load acting on the building. This distributed reaction force (V) generates the bending moment in the opposite direction to the external force in the lower part of the building. It reduces the stress caused by the bending moment at the bottom and also reduces the lateral drift at the top of the building.

The deflection reduction effect of the belt reinforcement structure of the existing outrigger belt truss building is caused by the moment M1 additionally generated by using the second area theorem as shown in Equation 3 below. In the case of the ultrahigh-rise composite building system 100 according to the present invention, sagging and stress reduction occur due to the moment M2 to the bottom of the additional building as shown in [Equation 4] by the horizontal reaction force (V).

[Equation 3]

[Equation 4]

,

The additional sub moment M2 due to the difference in stiffness and the stiffness and the difference between the surrounding buildings is different from the cross-sectional ratio between buildings in the skyscraper composite building system 100 according to the present invention (B * 2B vs 2B * B). The biaxial symmetric structure, such as, can be calculated by modeling the first-order negation information for one-quarter section.

By applying the assumptions about the biaxial symmetry and boundary conditions of four buildings, the effects of reducing the bending moment, shear resistance, and horizontal displacement are as follows. (1) The cross sections of four buildings are B * 2B, where the maximum wind load of building 1 (B1) or building 4 (B4) is twice the static wind load of the surrounding buildings (B2, B3). (2) The cross-sectional secondary moment of the surrounding buildings (B2, B3) of the maximum wind load generating building (B1) is 4 times the maximum load generating building 1 (B1) (I = (B *) Since (2B) ^ 3) / 12), the maximum generated horizontal displacement is reduced to 1/8 under the condition (1). (3) Maximum load generation Building 1 (B1) cantilever (cantilever), neighboring building 2 (B2) and the reinforcement truss are modeled by a spring. (4) It is assumed that the large-space structure 110 is capable of arch reinforcement but has no rigidity.

In the 40-story building, the hypothesis is used to compare the dispersion of the horizontal resistance by the central trusses of the large space structure 110 and the large space structure 110, and the reduction of the horizontal displacement and the bending stress of the core structure at the bottom of the building. The outrigger belt truss and the dome truss structure according to the present invention were designed at the top (X1 = 0, D = 480ft). As a result, it was proved that the application of the ultra high-rise composite building system 100 according to the present invention to the 40-story outrigger belt truss structure building can reduce the bending stress of the core structure at the bottom of the building by 20% and 88% in the horizontal displacement. The displacement and stress reduction effects of the flexural shear strength formula and the horizontal truss reinforcement used to compare the cross-sectional areas of buildings are independent of the size of the wind and seismic loads, the materials used, and the type of structure. In the building of frame type, displacement and stress can be controlled, and it is expected that economic efficiency and safety of the whole building structure can be improved by providing large space structure for improving horizontal urban function.

Compared to the cross-sectional view (see FIG. 5) of the Burj Dubai building, which is the world's tallest building, the skyscraper composite building system 100 according to the present invention proposed as shown in FIG. 4 and FIG. 5 is a skyscraper composite according to the present invention. The comparative advantages of the building system (100) are: (1) development of space layout in maximizing the building space and maximizing the secondary moment of the cross section of the structural system, (2) redistributing the lateral force to two or more building structures, and (3) complex buildings. Provides a large dome structure with additional dome structure inside the system.

As described above, the present applicant has proposed a lateral force distribution and displacement reduction of the inter-building collaborative control method of a complex building system composed of a plurality of buildings in order to improve economic efficiency and safety when designing a building in an urban congested area with a high population density. In order to optimize the design of the ultra-high density complex building system proposed as a solution to the inevitable consequences of urban population concentration and land price rise, a two-dimensional model is constructed using the biaxial symmetry and boundary conditions of the three-dimensional building structure system. The optimal design variables for each use condition were determined for the critical design variables of the two-dimensional model that make up the differential correction structure. Among the determined design variables, the optimal design for the two types of variables for the maximum horizontal deflection of the top of the building and the resistance of the large space structure corresponding to the reaction force of the primary negative structure, and the optimal design direction of the complex building system that forms the large number of large space structures Reviewed. As a result of preliminary optimal design for the 50-story single building against static wind load and static seismic load and the top displacement of the proposed ultra-high density complex building system, the top displacement of the building was reduced by 30% to 52.86mm and 39.02mm, respectively.

6 shows a skyscraper composite building system 300 according to another embodiment of the present invention.

The high-rise composite building system 300 shown in FIG. 6 is provided in a martial arts space formed between a pair of high- rise buildings 301 and 302 and the high- rise buildings 301 and 302, but has an upper dome 311 serving as a roof. ) And a cable 320 connected to the large space structure 310 and the large space structure 310 and the high- rise buildings 301 and 302 including a lower dome 316 serving as a floor and supporting the large space structure 310. It may include.

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

Large space structure 310 may not only provide additional space for skyscrapers 301 and 302, but may also serve as a bridge that connects skyscrapers 301 and 302. Thus, the horizontal urban function of the skyscrapers 301 and 302 can be expanded.

Large space structure 310 is not only an elliptical sphere shape in which the upper dome 311 and the lower dome 316 are coupled to each other, as shown in FIGS. It may be provided in the skyscrapers 301 and 302. In this case, 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.

As such, when the large space structure 310 is provided in a state of being partially inserted into the skyscrapers 301 and 302, the load of the large space structure 310 transmitted to the cable 310 may be reduced, and in addition, the skyscraper Torsional loads generated in the 301 and 302 and the large space structure 310 may be canceled with each other.

Furthermore, since the pair of skyscrapers 301 and 302 having the same planar area are arranged in directions perpendicular to each other, as described above, the large-space buildings 310 respectively inserted into the skyscrapers 301 and 302 respectively. The area is inevitably different.

That is, as shown in FIG. 7 and FIG. 8, the area of the large-space structure 310 accommodated by the pair of skyscrapers 301 and 302 is different, and any of the pair of skyscrapers 301 and 302 is different. One skyscraper 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 skyscraper 302, whereas a pair The skyscraper 302 of any one of the skyscrapers 301 and 302 has a diameter larger than that of the large space structure 301 accommodated by the other skyscraper 301. I can accept it greatly. Therefore, the horizontal or vertical distortion generated in the large space structure 310 may be offset by the above structure.

In addition, the pair of skyscrapers 301 and 302 preferably have different heights. This is to effectively prevent the upper ends 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 may include a first cable 321 connecting the large space structure 310 and the skyscrapers 301 and 302, and a second cable 302 connecting the upper ends of the pair of skyscrapers 301 to each other. It may include.

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 lower portion of the large-space structure 310.

As described above, the second cable 323 connects the upper ends of the pair of skyscrapers 301 and 302 to each other so that the pair of skyscrapers 301 and 302 are loaded by the load of the large space structure 310. It can prevent bending or deformation.

For reference, in the composite building system 300 having a large space structure according to another embodiment of the present invention, the large space structure 310 has been described as being disposed between a pair of tall buildings 301 and 302, but It is not limited. 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.

In addition, the large space structures 110 and 310 may be installed to repair or reinforce the building 101. By connecting the large space structures 110 and 310 to the building 101, the building can be structurally reinforced such as to prevent settlement of the building 101. In addition, by installing the large-space structures (110, 310) in a post-process to the existing high-rise building 101 can be obtained to reinforce the existing building.

Assume that the second Lotte World Building currently being built is a skyscraper 101 that was previously built. If the height of one floor is 4 meters and the total number of floors is 75 floors, the total ground height of the building 101 is about 300 meters. If a settlement occurs or tilts in a building 101 having such a height, fatal damage may occur. If the building 101 is settled about 30 centimeters, fine cracks may occur in the ground or the lowest floor, and if settled for 1 meter, the building member may be destroyed or the bottom slab may be penetrated and the pillar may be broken. It may be. In order to prevent the skyscraper 101 from sinking or inclining, a compression strut (not shown) supporting the side of the building may be installed. Compression struts may be installed in such a way that the top supports the side of the building and the bottom is fixed to the ground. However, the compression strut has the disadvantage that if the building is installed in the weak ground direction, the building can still sink, there is a possibility of pulling out and impair the aesthetics.

Accordingly, as illustrated in FIGS. 10 to 15, the large space structure 410 or the differential settlement structure 420 according to the present invention is provided to prevent relative displacement or inclined differential settlement of the skyscraper 401. One skyscraper composite building system 400 may be used. First, a reinforcing building 402 may be provided on a side of an existing building 401. A large space structure 410 may be provided between the existing building 401 and the reinforcing building 402. The upper end of the existing building 401 and the upper end of the reinforcing building 402 is preferably provided with a connecting means such as cable (C). In this case, the reinforcing building 402 may be formed as an inclined building having an inclined shape as a whole or an upper inclined building having only an inclined upper portion of the building.

Meanwhile, the building erosion prevention structure 420 according to the embodiment of the present invention is provided on the upper part of the building 401 inclined in one direction by relative displacement or unequal settlement, as shown in FIGS. 10 and 11. However, the inclined direction of the building 401 or the building 401 may be disposed in a form inclined toward the direction opposite to the inclination direction.

The inequality preventing structure 420 applies a load in a direction opposite to the inequality direction or the inclined direction of the building 401 at the top of the building 401 to the building 401 inclined in one direction by relative displacement or inequality. It is possible to prevent the return to the original state or the progress of inequality of the building 401.

Accordingly, the structure 420, as described above, is preferably inclined so that the center of gravity is biased toward the opposite direction to the inclined direction of the building 401.

The unequivalent settlement preventing structure 420 may be constructed in the form of a construction material or module building such as concrete or steel frame on the upper part of the building 401, and the construction method may include a building 401 at the upper part of the building 401. Various known construction methods can be used as long as the load can be applied in the direction opposite to the relative displacement or the differential settlement direction.

In addition, the design specification of the structure 420 may vary according to the inclination angle of the building 401 inclined by relative displacement or inequality. That is, the weight of the building material for manufacturing the structure 420 may be selected according to the degree of inclination of the building 401, and the overall size of the structure 420 corresponds to the degree of inclination of the building 401. Can be.

However, since it is difficult to accurately derive the design specifications of the structure 420 in response to the degree of inclination of the building 401 due to relative displacement or inequality, the building 401 is illustrated in FIGS. 11 and 12. It is most preferable to gradually reduce the angle of the building 401 inclined by relative displacement or inequality while stacking a plurality of structures 420 on the top of the structure.

Here, when the building 401 is inclined to the direction opposite to the direction of the inequality, ie, the inclined direction of the structure 420 by the load of the plurality of structures 420, a plurality of the upper portion of the building 401 The number of stacked structures 420 may be reduced.

And, as shown in FIG. 12, the unequal settlement structure 420 and the building 401 stacked in plural on top of the building 401 may be connected by a plurality of cables (C). Here, the cable (C) can be said to be a kind of tension member having a tensile force.

Both ends of the cable C may be connected to the support member 425 fixedly provided at the upper end of the stacked inequality preventing structure 420 and the upper end of the building 401.

The support member 425 may be provided on the side of the relative displacement or inequality of the building 401, that is, on the side opposite to the inclination direction of the structure 420. Accordingly, the plurality of cables (C) may be disposed on the relative displacement or inequality direction of the building 401 to connect the top of the structure 420 and the top of the building 401. That is, the plurality of cables (C) is preferably provided on one side of the plurality of structures 420 stacked with respect to the building 401 opposite to the inclined direction.

Accordingly, the cable (C), it is possible to prevent the structure 420, which is provided in an inclined form in the upper portion of the building 401 loses the center of gravity and falls to the opposite side of the relative displacement or the differential settlement direction.

In addition, the tensile force generated by the cable (C) between the building 401 and the structure 420 may be adjusted according to the degree of inclination of the building 401 inclined by relative displacement or inequality. If the inclination angle of the building 401 inclined due to relative displacement or inequality increases, the tensile force formed by the plurality of cables C is reduced, so that the center of gravity of the structure 420 is opposite to the direction in which the building 401 is inclined. To be more biased towards For example, when the building 401 is inclined or inclined, at least one of the cables C may be disconnected or released from the support member 425 according to the inequality or inclination of the building 401. Afterwards, when the structure 420 is inclined to some extent in a direction opposite to the inequality direction of the building 401, the cable that has been broken or released may be connected to the support member 425 again.

At this time, the cable to be fastened again may be connected to the support member 425 in a rather loose state before being released to support the inclined state of the structure 420. If the relative displacement or inequality of the building 401 is not large, release one of the cables (C) and loosely connect it.If the inequality of the building 401 is large, loosen two of the cables (C) and loosen it. You can use the reconnection method.

Tensile force of the cable (C) may be adjusted by a tension control device (not shown) provided in the support member 425, when not provided with the tension control device at least one cable of the plurality of cables (C) By cutting (C), it is possible to adjust the tensile force formed between the building 401 and the structure 420.

On the other hand, the building erosion prevention structure 420 according to an embodiment of the present invention, as described above, was described as being provided with at least one above the building 401, but is not limited to this, one side of the building 401 Alternatively, it may be disposed in the other direction to prevent relative displacement or inequality of the building 401.

That is, as shown in FIGS. 14 and 15, the structure 420 is disposed in the other direction of the building 401 inclined in one direction due to relative displacement or inequality, but the building (C) is connected through the cable (C). It may be connected to the 401 to prevent relative displacement or inequality of the building 401.

The structure 420 may have an inclined shape as a whole, but is not limited thereto. The structure 420 may have an inclined shape only, or may have a vertical shape like the building 401.

If the structure 420 has an inclined shape, the structure 420 may have an inclined shape in a direction opposite to the inclination direction of the building 401 in which relative displacement or inequality has occurred.

As shown in FIG. 14, a plurality of reinforcing structures 420 may be provided on the upper portion of the structure 402 to further prevent the building 401 from inclining in one direction due to relative displacement or inequality.

The reinforcing structure 420 may be provided by stacking a plurality of reinforcing structures on the upper portion of the structure 402 corresponding to the inclination angle of the building 401 inclined by relative displacement or inequality. It is preferable to have the same form.

The reinforcement structure 420 may have a shape inclined toward a direction opposite to an inequality direction of the building 401 when the structure 402 has an inclined shape.

Meanwhile, as shown in FIG. 15, the plurality of reinforcing structures 420 may be stacked in a curved shape so that one end is supported on the upper portion of the structure 402 and the other end is supported on the ground.

In this case, the plurality of reinforcing structures 420 may be manufactured not only inclined but also vertical or curved in shape so as to take a curved shape. Here, the reinforcing structure 420 may be used in the form of a module building. The reinforcing structure 420 is preferably stacked on top of the structure 402 to increase the number of stacked according to the degree of inequality or inclination of the building 401.

In the case where the relative displacement or inequality of the building 401 proceeds continuously, since there is a restriction on continuously stacking the reinforcing structure 420 in a straight line on the upper portion of the structure 402, the reinforcing structure beyond a certain point. When 420 needs to be continuously laminated, it is preferable to laminate in the downward direction.

In addition, the other end of the reinforcing structure 420, that is, the opposite point connected to the structure 402 is preferably connected to a separate elastic support structure (not shown). Since the other end of the reinforcing structure 420 is connected to the elastic support structure, the reinforcing structure 420 may be stably supported by the ground.

In addition, a large space structure 410 may be provided between the building 401 and the structure 402. The large-space structure 410 may connect the structure 402 and the building 401 to each other to prevent the building 401 from being inclined due to relative displacement or inequality, or the structure 402 may be inclined in an inclined direction. .

In this case, the large space structure 410 may be provided between the building 401 and the structure 402 in a state in which both ends of the longitudinal direction are inserted or connected to the building 401 and the structure 402, respectively.

For reference, the structure 402 and the reinforcement structure 420 and the large-space structure 410 directly up the building 401 inclined by relative displacement or inequality, or the building 401 is relative displacement or inequality Although it has been described as applying a load to the building 401 for the purpose of preventing inclination in one direction due to settlement, the present invention is not limited thereto, and may be used as a living living space, an office, a shopping mall, and the like.

As described above, a large space structure having a reinforcing building or inequality prevention structure 402 on the side of the existing building 401 and connecting the existing building 401 and the reinforcing building or inequality prevention structure 402 to each other ( By forming the 410 between the two buildings it can be prevented by the large space structure 410 or the reinforcement building or unequal settlement structure 402 that the existing building 401 is settled, tilted or unequal settlement occurs. have.

Meanwhile, as shown in FIGS. 16 to 19, the skyscraper complex system 100 according to the embodiment of the present invention is provided in the cable 121 connecting the lower dome 116 and the skyscraper 101. It may further include a tension maintaining means (155).

A plurality of cables 121 may be set and connected to the lower dome 116 and the skyscraper 101. That is, as shown in FIG. 17, three cables may be connected to a part of the circumferential direction of the lower dome 116 and may also be connected to one skyscraper 101.

At this time, the plurality of cables 121 may be provided with a tension maintaining means (155). The tension maintaining means 155 serves to enable the broken cable 121 to continuously support the lower dome 116 when any one cable 121 of the plurality of cables 121 is broken.

As shown in FIG. 18, the tension maintaining means 155 includes a support block 160 and a support block 160 formed therethrough with a through hole 161 through which a plurality of cables 121 can pass, respectively. The cable 121 may include a coupler 166 that is provided as a pair and is inserted into the through hole 161 when the cable 121 is broken and coupled to the support block 160.

Coupling sphere 166, as described above, is fixedly provided on the cable 121 with the support block 160 therebetween, the outer diameter gradually decreases toward the direction in which the support block 160 is disposed or the shape or It is preferable to have a wedge shape.

Accordingly, the coupler 166 may be inserted into a part of the through hole 161 of the support block 160, but may not fully pass through the through hole 161.

Accordingly, as shown in FIG. 19, the cable 121b disposed on the support block 160 with respect to the support block 160 extends toward the skyscraper 101, while the support block ( Assuming that the cable 121a disposed below the 160 extends toward the lower dome 116 of the large space structure 110, when the cable 121b disposed above the support block 160 is broken, As the coupler 166 provided in the cable 121b is lowered, the coupler 166 may be coupled to the support block 160 while being partially inserted into the through hole 161.

At this time, the cable 121a disposed below the support block 160 is not simply suspended from the lower dome 116 without generating any tension between the lower dome 116 and the skyscraper 101. Tension may be generated between the support block 160 and the lower dome 116 by the coupling hole 166 inserted into the through hole 161 of the support block 160.

Similarly, when the cable 121a disposed below the support block 160 is broken, the support block 160 is partially inserted into the through hole 161 while the coupling hole 166 provided in the cable 121a is raised. ) May be combined.

At this time, the cable 121b disposed on the upper portion of the support block 160 is not simply suspended in the skyscraper 101 without generating any tension between the lower dome 116 and the skyscraper 101. In addition, tension may be generated between the support block 160 and the tall building 101 by the coupling hole 166 inserted into the through hole 161 of the support block 160.

The tension maintaining means 155 configured as described above, the cable 121 is broken even if any one cable 121 of the plurality of cables 121 connecting between the high-rise building 101 and the lower dome 116 is broken. By maintaining the tension between the building 101 and the lower dome 116, it is possible to stably support the large space structure 110 in the empty space formed by the skyscrapers 101.

For reference, the tension maintaining means 155 is described and illustrated that only one is provided in 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 maintaining means 155 may be provided in plural number spaced apart along the longitudinal direction of the cable 121.

In addition, as shown in FIG. 20, the support block 160 may be divided into two types, such as the first support block 160a and the second support block 160b coupled to the first support block 160a. It may be. After the support blocks 160a and 160b are manufactured in two separated states, the two support blocks 160a and 160b may be assembled or coupled around the cable 120b. As such, since the support blocks 160a and 160b have separate shapes, the tension maintaining means 155 according to the present invention can be easily applied to the existing cable.

On the other hand, as shown in Figure 16 and 21 to 23, the ultra-high rise composite building system 100 according to the present invention to the torsional vibration of the upper dome 111 to the upper dome 111 of the large-space structure (110). The vibration control unit 140 may be provided, and the vibration control unit 150 may be provided at the lower dome 116 of the large space structure 110 to control left and right vibrations or linear vibrations of the lower dome 116.

As described above, since the lower dome 116 of the large-space structure 110 is connected to four skyscrapers 101 by a cable 121, the torsion or torsion of the lower dome 116 is caused. The high-rise building 101 or the inclined building 102 may support the vibration generated. However, unlike the lower dome 116, the upper dome 111 is not connected to the skyscraper 101 or the inclined building 102, and thus the upper dome 111 may generate vibration due to torsion or torsion. In addition, the lower dome 116 may cause a horizontal vibration or a linear vibration due to the lateral load acting in the arrangement direction of the skyscraper 101.

If twisting or vibration caused by the upper dome 111 continues to occur, damage may occur at a connection portion between the upper dome 111 and the lower dome 116. If it continues to occur, damage to the connection between the upper dome 111 and the lower dome 116 may occur. This is because the difference due to the influence of the torsional or torsional vibration is large between the lower dome 116 and the upper dome 111.

Therefore, as shown in Figure 16, in the present invention, the upper vibration control unit 140 for preventing the torsion or torsional vibration generated in the upper dome 111 may be provided in the upper dome 111, the lower dome ( The lower vibration control unit 150 may be provided in the lower dome 116 to prevent left and right vibrations or linear vibrations generated from the 116.

The upper vibration control unit 140 may be formed of a tuned mass damper (TMD) formed at the center of the upper dome 111. In this case, the upper vibration control unit 140 may be formed of a tuned mass attenuator formed at the center of the arch members 112 and 113 or the center of the upper dome 111. Likewise, the lower vibration control unit 150 may be formed of a tuned mass damper TMD formed in the center of the lower dome 116. In this case, the lower vibration control unit 150 may be formed of a tuned mass attenuator formed at the center of the arch members 117 and 118 shown in FIG. 24 or the center of the lower dome 116.

Tuned mass dampers, also known as active mass dampers (AMDs) or harmonic absorbers (Harmonic Absorbers), are devices that prevent complete structural damage, instability, and damage to structures or buildings due to vibration. The vibration control unit 140 according to the present invention makes the building stable against vibration movement caused by harmonic vibration. In addition, relatively light parts can be added to balance the vibration to reduce the amplitude of the worst vibration. The vibration controllers 140 and 150 are generated in the upper dome 111 and the lower dome 116 by moving masses installed in the upper dome 111 and the lower dome 116 in the opposite direction to the large space structure 110 according to the law of inertia. Torsional vibration and linear vibration can be prevented.

The upper vibration control unit 140 and the lower vibration control unit 150 synchronizes the natural frequencies of the tuned mass damper (TMD) with the natural frequencies of the upper dome 111 and the lower dome 116, respectively, to prevent torsional vibration and linear vibration. can do. In addition, the vibration control unit 140 or 150 may be configured by a tuned sloshing damper (TSD) for damping torsional vibration using a liquid.

Meanwhile, referring to FIG. 21, the upper dome 111 has a diameter of the upper dome 111 so as to be orthogonal to the first arch member 112 and the first arch member 112 disposed in the radial direction of the upper dome 111. It may include a second arch member 113 disposed in the direction. The two arch members 112 and 113 are structures that serve as a skeleton of the substantially upper dome 111. The first and second arch members 112 and 113 have a structure reinforced by the truss member 114. A membrane member (not shown) may be attached to the arch members 112 and 113 and the truss member 114.

Similarly, as shown in FIG. 24, the lower dome 116 is orthogonal to the first arch member 117 and the first arch member 117 disposed in the radial direction of the lower dome 116. The second arch member 118 may be disposed in the radial direction, and a membrane member (not shown) may be attached to the arch members 117 and 118 and the truss member 119.

The first arch member 112 and the second arch member 113 cross each other at the center portion of the upper dome 111. The vibration controller 140 may be formed at a portion where the first arch member 112 and the second arch member 113 cross each other. Because the torsional or torsional vibration of the upper dome 111 occurs in the circumferential direction of the upper dome 111, the vibration control unit 140 must be formed in the center portion of the upper dome 111 to control most of the torsional or torsional vibration. can do.

The lower vibration control unit 150 may also be symmetrically formed with respect to the center of the lower dome 116 or the portion where the first arch member 117 and the second arch member 118 intersect. Because the left and right vibrations or linear vibrations of the lower dome 116 linearly occur along the radial direction of the lower dome 116, the lower vibration control unit 150 is symmetrical with respect to the center of the lower dome 116. It must be formed to control most linear vibrations.

22 and 23 illustrate specific embodiments of the upper vibration control unit 140 by way of example. First, referring to FIG. 22, the upper vibration control unit 140 may include a rotary spring 141 formed on the arch members 112 and 113 and a damper 146 connected to one end of the rotary spring 141. The center of the rotatable spring 141 is preferably a point where the first arch member 112 and the second arch member 113 intersect, that is, the center portion of the upper dome 111. Rotating spring 141 may be implemented as a coiled spring. That is, the upper vibration control unit 140 may include a coil spring 141 formed on the arch members 112 and 113 and a damper 146 connected to one end of the coil spring 141.

In addition, referring to FIG. 23, the upper vibration control unit 140 may include a plurality of torsion dampers 140 provided on the first arch member 112 and the second arch member 113. Here, the plurality of torsion dampers 140 may be disposed on the same circumference with respect to the center of the upper dome 111.

The plurality of torsion dampers 140 may include a spring 142 and a damper 147 provided in parallel with the spring 142. Here, the spring 142 and the damper 147 is disposed along the circumferential direction of the upper dome 111, the torsion damper 140 is the upper dome (to control or reduce the torsional or torsional vibration of the upper dome 111) It is preferably formed along the excitation direction of 111).

The upper vibration control unit 140 shown in FIG. 23 is arranged so that the operation direction of the damper 147 is the same, but is not necessarily limited to this form. The damper installed in the first arch member 112 and the damper provided in the second arch member 113 may be formed to be opposite to each other.

In the case of Figure 23, in order to more effectively control the torsion or torsional vibration generated in the upper dome 111, it is preferable that the adjacent upper vibration control unit 140 to the torsion dampers are connected to each other. Adjacent upper vibration control unit 140 or the torsion damper is preferably connected to each other by a member having elasticity. 23 illustrates a vibration control unit 140 formed along one circumferential direction, and a plurality of vibration control units 140 may be formed along the circumferential direction of the multi-circumference.

25 illustrates a specific embodiment of the lower vibration control unit 150 by way of example. The lower vibration controller 150 may include a plurality of linear dampers 150 provided on the first arch member 117 and the second arch member 118. In this case, the plurality of linear dampers 150 may be symmetrically disposed on the same circumference with respect to the center of the lower dome 111.

The plurality of linear dampers 150 include a spring 151 and a damper 152 provided in parallel with the spring 151, and the spring 151 and the damper 152 are formed in the radial direction of the lower dome 116. Can be. Referring to FIG. 25, the first arch member 117 and the second arch member (the center of the lower dome 116, that is, the point where the first arch member 117 and the second arch member 118 intersect) Two linear dampers 150 are symmetrically formed on the 118, respectively, and the direction of operation of the spring 151 and the damper 152 is the longitudinal direction of the first and second arch members 117 and 118, that is, the lower dome ( 116 is preferably formed in the radial direction. At this time, each linear damper 150 is provided on the same distance from the center of the lower dome 116.

Meanwhile, in the case of FIG. 25, the linear damper 150 is formed on one circumference with respect to the center of the lower dome 116, but the linear damper 150 is formed on a plurality of circumferences with respect to the center of the lower dome 116. May be formed.

In addition, the dampers 152 may be formed such that the operating directions of the dampers 152 are all the same, and at least one of the dampers 152 may be formed to be different from the operating directions of the other dampers 152. The operating direction of the damper 152 may be selected according to the characteristics or the direction of the lateral load acting on the skyscraper 101.

Meanwhile, as illustrated in FIGS. 26 and 27, the high-rise building complex system 100 according to the embodiment of the present invention may further include a power generation unit 170 provided in the large-space structure 110. The power generation unit 170 may be provided in the large space structure 110 disposed in the empty space, and may produce electrical energy using wind blowing in the direction in which the large space structure 110 is disposed.

The power generation unit 170 penetrates the large-space structure 110, and the inlet pipe 179 and the inlet pipe (179, 178) are formed at both sides of the through direction through which openings 177 and 178 through which the wind generated in the spaceless space can be introduced, respectively. 179 may include a rotating shaft 172 provided in the interior, and a blade 173 provided on the rotating shaft 172 and rotated by the wind introduced through the inflow pipe 179 to rotate the rotating shaft 172. .

The inlet pipe 179 may pass through the upper dome 111 and the lower dome 116 of the large space structure 110. In addition, a penetration direction of the inflow pipe 179 may be formed along the longitudinal direction or the height direction of the large space structure 110, and in this case, the openings 171 and 178 may allow the wind generated in the circumferential space to flow in. It may be exposed to the outer surface of the large space sphere (110).

If the inlet pipe 179 is arranged to penetrate the upper dome 111 and the lower dome 116 in the vertical direction as shown in FIG. 26, the vertical wind generated in the empty space is the opening of the inlet pipe 179. It can be easily introduced to (177, 178). That is, the vertical wind blowing in the vertical direction toward the large space structure 110 is easily introduced into the inlet pipe 179 through the openings 177 and 178 to be exposed at the outer surfaces of the upper dome 111 and the lower dome 116, respectively. Can be introduced.

In addition, the horizontal wind blowing in the horizontal direction toward the large space structure 110 may also be easily introduced into the inlet pipe 179 through the openings 177 and 178. Because the large-space structure 110 has a dome-shaped upper dome 111 and a reverse dome-shaped lower dome 116, the horizontal wind is the opening dome on the outer surface of the upper dome 111 or the lower dome 116 ( This is because 177 and 178 can be moved in the formed direction.

Therefore, the through direction of the inflow pipe 179 provided in the large space structure 110 may be selected from the longitudinal direction (horizontal direction) or the height direction (vertical direction) of the large space structure 110.

The rotating shaft 172 may be disposed in a direction parallel to the through direction of the inflow pipe 179 and disposed in the inflow pipe 179. That is, when the inlet pipe 179 is disposed in the vertical direction, the rotation shaft 172 may also be disposed in the vertical direction.

And, the rotating shaft 172 has a structure that is rotated inside the inlet pipe 179, one end thereof is rotatably connected to the support member 171 provided in one side opening 177 of the inlet pipe 179, The other end may be rotatably connected to the support member 171 provided in the other opening 178 of the inflow pipe 179.

As described above, the blade 173 is provided on the outer surface of the rotary shaft 172 to rotate the rotary shaft 172 by being pressurized by the wind introduced into the inlet pipe 179, the longitudinal direction of the rotary shaft 172 A plurality of rotation shafts 172 may be provided along the interval.

In addition, the blade 173 may be manufactured in a shape of a rotating fan that is rotated under pressure.

Since the power generation unit 170 configured as described above may be generated by using wind blowing strongly from the upper part of the skyscraper 101, it is possible to efficiently cover the electric energy used in the skyscraper 101.

Hereinafter, the power generation unit 180 according to another embodiment of the present invention will be described with reference to FIG. 27. As shown in FIG. 27, the power generation unit 180 penetrates the large space structure 110 and has openings 181 and 182 formed therein, respectively, through which openings 181 and 182 through which the wind generated in the empty space flows. The pipe 189 and the inlet pipe 189 are provided in the interior of the plurality of rotary shafts 183 are arranged in a direction orthogonal to the through direction of the inlet pipe 189, the rotary shaft 172 is provided on the inlet pipe 179 It may include a blade 184 is rotated by the wind introduced through the) to rotate the rotating shaft 183.

As illustrated in FIG. 27, the blade 184 provided on the rotating shaft 183 protrudes outward from the center of rotation of the rotating shaft 183, and may be formed along the longitudinal direction of the rotating shaft 183. have. The blades 184 may protrude from both sides of the outer surface of the rotation shaft 183. That is, the blade 184 may be alternately disposed with respect to the rotation axis 183 and may have an S-shaped cross section.

Accordingly, the blade 184 may be easily rotated in one direction or the other direction by being pressed by the wind flowing into the opening 181 formed at one side of the inlet pipe 189 or the opening 182 formed at the other side.

Here, the rotating shaft 183 or the rotating shaft 172 described in the embodiment of the present invention may have a configuration that is rotated in both directions to generate power. That is, since the rotation directions of the rotation shafts 179 and 183 may vary according to the direction of the wind flowing into the inflow pipes 179 and 189, the rotation shafts 179 and 183 preferably have a bidirectional power generation structure.

The blade 184 of the power generation unit 180 according to another embodiment of the present invention may rotate the rotating shaft 183 under the influence of rain as well as wind. That is, since the blade 184 is provided on the rotation shaft 183 disposed in the direction orthogonal to the longitudinal direction of the inflow pipe 189, the blade 184 is provided through the opening 181 formed on one side of the inflow pipe 189. 189 may be rotated under pressure to the rainfall flowing into the interior.

The power generation unit 180 according to another embodiment of the present invention configured as described above is also used in the high-rise building 101 because it can be generated as electrical energy by using wind blowing strongly from the upper part of the high-rise building 101. It is possible to efficiently cover the electrical energy, and also to develop the electrical energy during rain as well as wind.

In addition, the present invention, since the wind blowing toward the large space structure can pass through the large space structure through the opening of the power generation unit formed in the large space structure, the wind load generated in the vertical direction to the large space structure to the skyscraper It can reduce or prevent the vibration.

Meanwhile, as shown in FIG. 28 and FIG. 29, the skyscraper complex building system 100 according to the present invention includes a skyscraper structure 101 by providing a separate large space structure 110 in the inner space of the skyscraper 101. ) To prevent twisting. In addition, the moment or reaction force generated by the large space structure 110 may be offset by the annular structure 130.

28 and 29 omit the representation of the large spatial structure 110 for convenience, but the skyscraper composite building system 100 illustrated in FIGS. 28 and 29 includes both the large spatial structure 110 and the annular structure 130. Identify a complex building system.

The large space structure 110 and the annular structure 130 may be provided in the inner space and the outer space of the skyscraper 101, respectively, to provide additional space and to expand the horizontal urban function of the skyscraper. .

The annular structure 130 is a tube 123 or a donut shaped space portion 130 fixed to the outer surface of the high-rise building 101 and the cable 123 connecting the space portion 130 to the high-rise building 101. ) May be included. One end of the cable 123 may be connected to the annular structure 130 and the other end may be connected to the top of the skyscraper 101. In addition, by further providing an auxiliary cable 124 connecting the upper ends of the skyscrapers facing each other, it is possible to prevent the upper end of the skyscraper 101 from being deformed by the annular structure 130. At this time, the cable 123 and the auxiliary cable 124 may be connected to each other or integrally formed.

Here, the space 130 may be formed including 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 an arch and a truss member, and the upper structure may be formed in a curved shape compared to the lower structure.

The annular structure 130 and the high-rise building 101 may be connected by a cable 123 so that the annular structure 130 may be more stably installed in the high-rise building 101. At this time, it is preferable to connect the arch member and the cable 123 included in the lower structure of the space 130.

In addition, the annular structure 130 or the space portion is not limited to being formed in a tube or donut shape, and 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 form over the height or the entire height of a portion of the skyscraper 101, it may not only compensate for the structural weakness of the skyscraper 101, but also provide additional space. In this case, the annular structure 130 may be used as a space in which the evacuation means or moving means of the high-rise building 101 is installed in an emergency situation such as a fire and the like.

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

30 and 31, in order to support the weight of the annular structure 130, an inclined support member 129 connecting the lower side of the annular structure 130 and the side of the skyscraper 101 may be further provided. . 30 is a view illustrating the side of FIG. 28.

FIG. 31 is a view illustrating a connection state of the cables 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. When the large space structure 110 is present, it is preferable that the auxiliary cables 124 and 125 connect the upper end of the skyscraper 101 to 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 cables 123, 124, and 125, the loads or moments between the annular structures 130 and the large space structures 110 may be offset.

While specific embodiments of the present invention have been described so far, various modifications are possible without departing from the scope of the present invention.

Therefore, the scope of the present invention should not be limited to the described embodiments, but should be defined not only by the claims below, but also by the equivalents of the claims.

The present invention can be used in the field of construction, repair, reinforcement, etc. of high-rise buildings.

Claims (22)

1. At least two skyscrapers;

   A large space structure which is provided in a spaceless space formed between the skyscrapers and includes a top dome serving as a roof and a bottom dome serving as a floor; And

   And a cable connected to the large space structure and the skyscraper to support the large space structure.

   The high-rise composite building system having a large space structure, characterized in that the at least two skyscrapers are arranged in a direction perpendicular to each other.
2. The method of claim 1,

   The lower dome has an inverted dome shape, the high-rise composite building system, characterized in that connected to the skyscraper by the cable.
3. The method of claim 1,

   The large space structure is formed in an annular or disc shape,

   The annular or disc-shaped large space structure is a high-rise composite building system, characterized in that supported by the cable with a portion of the circumferential direction inserted or connected to the skyscraper.
4. The method of claim 1,

   The large space structure includes an arch member, a truss member, and a membrane member, and both ends of the arch member formed below the large space structure are connected to the cable, and the compressive force and the horizontal force of the arch member are selected from the tensile force of the cable and High-rise composite building system, characterized in that each of the horizontal force and the connection is canceled at the center of the cross section.
5. The method of claim 1,

   The cable is provided with a tension holding means,

   The tension holding means is provided in the cable in a plurality of spaced apart at regular intervals along the longitudinal direction of the cable, the broken when at least one cable of the plurality of cables connecting the large space structure and the high-rise building is broken A high rise composite building system, wherein a cable continuously supports the large space structure.
6. The method of claim 5,

   The tension holding means may include: a support block having a through hole through which the plurality of cables can pass; And

   And a coupler provided in the cable with the support block interposed therebetween and inserted into the through hole and coupled to the support block when the cable is broken. 2.
7. The method of claim 6,

   The fastener is formed so that the outer diameter is gradually smaller toward the direction in which the support block is disposed, or a super high-rise composite, characterized in that a portion is inserted into the through hole of the support block and does not pass through the through hole. Building systems.
8. The method of claim 4, wherein

   The upper dome is provided with an upper vibration control unit to control the torsional vibration of the upper dome,

   The lower dome is provided with a lower vibration control unit to control the high-rise complex building system, characterized in that for controlling the linear vibration of the lower dome.
9. The method of claim 8,

   And the upper vibration control unit and the lower vibration control unit are tuned mass dampers formed at the centers of the upper dome and the lower dome, respectively, or formed at the center of the arch member.
10. The method of claim 9,

    The upper vibration control unit includes a rotary spring formed in the arch member and a damper connected to one end of the rotary spring, or a coiled spring formed in the arch member and a damper connected to one end of the coiled spring. Skyscraper composite building system.
11. The method of claim 9,

    The arch member having the upper vibration control unit includes a first arch member disposed in the radial direction of the upper dome and a second arch member disposed in the radial direction of the upper dome so as to be orthogonal to the first arch member.

    The upper vibration control unit includes a plurality of torsion dampers provided on the first arch member and the second arch member,

    And the plurality of torsion dampers are arranged on the same circumference with respect to the center of the upper dome.
12. The method of claim 9,

    The arch member having the lower vibration control unit includes a first arch member disposed in the radial direction of the lower dome and a second arch member disposed in the radial direction of the lower dome so as to be orthogonal to the first arch member.

    The lower vibration control unit includes a plurality of linear dampers provided on the first arch member and the second arch member,

    And the plurality of linear dampers are arranged on the same circumference with respect to the center of the lower dome.
13. The method of claim 11,

    The high-rise composite building system, characterized in that the large-space structure is formed with a power generation unit for producing electrical energy using wind or rainfall blowing toward the large-space structure side.
14. The method of claim 13,

    The power generation unit,

    An inlet pipe penetrating the upper dome and the lower dome of the large-space structure and having openings through which the wind generated in the empty space is introduced;

    A rotating shaft provided inside the inlet pipe; And

    And a blade provided on the rotation shaft to rotate by the wind introduced through the inflow pipe to rotate the rotation shaft.
15. The method of claim 13,

    High-rise composite building system, characterized in that the power generation unit has a bidirectional power generation structure.
16. The method of claim 1,

    And an annular structure formed in the outer periphery of the skyscraper, wherein the annular structure cancels the moment or reaction force generated by the large space structure or prevents the torsion of the skyscraper. system.
17. The method of claim 16,

    The annular structure is a high-rise composite building system characterized in that it comprises a tubular space portion fixed to the outer surface of the skyscraper and a cable connecting the space portion to the skyscraper.
18. Skyscrapers; And

    Includes; to prevent uneven settlement of the high-rise building;

    The structure for preventing inequality is provided on the top of the skyscraper inclined in one direction by relative displacement or inequality, but is inclined toward a direction opposite to the relative displacement or inequality of the skyscraper. Skyscraper composite building system.
19. The method of claim 18,

    The uneven settlement prevention structure is a high-rise composite building system, characterized in that a plurality of stacked on top of the skyscraper according to the inclination angle of the skyscraper.
20. The method of claim 19,

    The upper end of the structure for preventing inequality and the upper end of the skyscraper is connected by a plurality of cables,

    The plurality of cables are arranged in the relative displacement or inequality direction side of the skyscraper building, the high-rise composite building system, characterized in that connecting the top of the structure and the top of the structure to prevent the differential settlement.
21. The method of claim 18,

    The inequality preventing structure is disposed in the other direction of the skyscraper inclined in one direction by relative displacement or inequality,

    The high-rise complex building system, characterized in that the structure for preventing unequal settlement and the high-rise building is connected by a cable.
22. The method of claim 21,

    The structure for preventing inequality settling has a form inclined toward a direction opposite to the relative displacement or inequality settling direction of the skyscraper.

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