JP6495638B2 - Complex building - Google Patents

Description

  The present invention relates to a composite building in which a low-mid-rise building and a high-rise building are arranged close to each other in the vertical direction.

Traditionally, building structures to increase the safety performance of buildings against earthquake loads and protect human lives include earthquake-resistant structures that absorb part of the pillars and beams during earthquakes and absorb earthquake energy. By building the building on the seismic device and increasing the natural period of the building, the seismic isolation structure makes it difficult to transmit the seismic energy to the building, and the damping member is surrendered before the pillar or beam that is the structure. There is a seismic control structure that absorbs seismic energy.
For example, in the case of an earthquake-resistant structure, it is used in many buildings because it is not necessary to use special equipment, but in the event of a large earthquake, it is a structural type that allows in advance cracking or destruction of part of the building. There was a need for restoration and rebuilding.
In addition, the seismic isolation building intensively absorbs the seismic energy acting on the building with the seismic isolation device, so that part of the column beam structure of the building provided on the upper side of the seismic isolation device is surrendered during the earthquake. It was not based on the premise of resisting an earthquake load, and a small-diameter column or beam could be realized (Patent Document 1).
In the case of the seismic structure or seismic isolation structure described above, up to a pre-set seismic load level, it is assumed that cracks and partial breaks occur in the column beam frame, or the maximum horizontal movement of the upper building of the seismic isolation device. Since it was designed, it was possible to repair and restore it after the shaking of the earthquake subsided.
In addition, the vibration control structure has a vibration control member (damper, wall, brace) between the floor and the upper and lower floors, and the vibration control member surrenders the seismic energy that has entered the building before the column beam frame. In a super high-rise building with a flexible structure, the amount of inter-layer deformation is large, so that a damping member is effective and has been adopted in many cases. In particular, in the case of a high-rise building, there is a case where an interlayer damper type damping structure is provided in which a damper is provided between an upper layer and a lower layer to absorb energy such as an earthquake by deformation of the damper. However, in the case of medium to low-rise buildings with a relatively short span column beam structure, the natural period is short and the amount of interlayer deformation is small, so it is difficult to efficiently absorb the seismic energy by the damping member, There were few cases where seismic control structures were adopted.
However, in the medium and low-rise buildings of Patent Document 2, a flexible structure is provided by providing a vibration control structure incorporating a vibration control device on the lower floor of the building and lowering the degree of fixation of the column beam joints on the lower floor of the building. A seismic control structure is disclosed in which the building deformation structure is realized, the amount of interlayer deformation generated between the upper and lower floors is amplified, and the amount of interlayer deformation is absorbed by the vibration control member.
Further, in the building of Patent Document 1, it is necessary to lower the horizontal rigidity of the lower floor part and to bear the vertical load of the upper floor with a small number of columns, and the RC pillar is made to have a high strength and a small diameter, Furthermore, there is a tendency to become long pillars. Also, the pillars on the lower floors were made long as high-strength RC pillars, which could cause brittle fracture when a large earthquake occurred.

Japanese Patent No. 5592288 JP-A-11-223041

In addition, in response to unexpected large earthquakes such as the 2011 off the Pacific coast of Tohoku Earthquake that caused the Great East Japan Earthquake in 2011, one type of shear resistance mechanism such as seismic structure, seismic isolation structure, or seismic control structure was used. When trying to improve the safety performance of the building, the materials used such as reinforcing bars, steel frames, concrete, etc. to form the column beam frame, seismic isolation devices and vibration control devices become high-performance and non-generic products. Due to the increase in size, there are problems such as high construction costs and a large amount of installation space for equipment and so on, and many restrictions on designing the building.
In light of the above-described problems, the present invention efficiently absorbs seismic energy acting on a building and a seismic isolation device that makes it difficult to transmit seismic load and seismic energy to the building even in a large earthquake. It is an object of the present invention to propose a composite building having a plurality of shear resistance means by means of vibration control members (dampers) and having excellent structural safety performance.

The present inventor separated the building structure into a low-middle structure and a high-rise structure juxtaposed with the low-middle structure as a composite building for improving the structural safety performance of the building, and the upper part of the low-middle structure In addition, by installing a seismic isolation device with laminated rubber bearings and dampers to support the high-rise structure, the low-middle structure increases the shear strength while the vertical load of the high-rise structure is borne by the low-middle structure At the same time, it is possible to efficiently absorb seismic energy by giving the relative horizontal deformation amount over multiple floors in the high-rise structure as the input displacement amount of the damper to obtain a high damping effect, and it has excellent structural safety performance Invented a complex building.
In order to solve the above-mentioned problems, the composite building of the present invention is provided with a seismic isolation device between the upper surface of the low-mid structure and the lower surface of the high-rise structure facing the upper surface. The vertical and horizontal intervals with the structure are close to each other, and are secured to the extent that they do not collide even if both structures are deformed during an earthquake.
The vertical spacing between the two structures needs to secure a space that can be installed without lowering the construction efficiency when the seismic isolation device is installed on the upper surface of the low-mid structure. For example, considering the workability and the like, it is preferable that the distance between the two structures is about 2 m or more.
In addition, the horizontal distance that does not interfere with each other and does not collide is the safety limit between the heights of the low and middle layer structures, which is the limit value that prevents both structures from colliding even during a large earthquake. The length is approximately the product of the deformation angle and the additional safety factor. For example, if the low-middle structure has a floor height of 3.6 m and 20 stories, the building height is 72 m, the interlayer deformation angle at the safety limit is 1/100, and the premium safety factor is 1.2. The gap is about 0.9 m. The space in the horizontal direction between the low-middle structure and the high-rise structure may be secured as a space, or steel sheets may be laid on the floor slab surface of each floor to close the gap. However, it is necessary to ensure a predetermined interval so that the structures do not collide with each other during an earthquake.
In the composite building of the present invention, it is preferable to provide a laminated rubber support (support mechanism) and a damper (attenuation mechanism) of the seismic isolation device between the upper surface of the low-middle structure and the lower surface of the high-rise structure.
The seismic isolation device is a laminated rubber bearing or an elastic sliding bearing, and is provided between the upper surface of the beam or the column of the low-middle layer structure and the lower surface of the column of the high-layer structure. The low middle layer structure can bear the vertical load of the high layer structure through the laminated rubber support.
The damper may not be provided with a damper on each floor of the low-middle layer structure, but may be installed at least on the upper surface of the low-middle layer structure or the upper side surface of the low-middle layer structure and between the surfaces facing the high-layer structure. Good. In this specification, the damper (damping mechanism) that constitutes the seismic isolation device is used as the damper disposed in the vicinity of the laminated rubber bearing on the same floor as the laminated rubber bearing (supporting mechanism) of the seismic isolation device. A damper placed on a different floor from the bearing is defined as a damper as a damping member.
The low middle layer structure and the high layer structure are edged over all sides except for the top of the low middle layer structure, and between the upper side surface of the low middle layer structure and the side surface of the high layer structure It is preferable that a damper is provided. In this specification, the “upper side surface of the low-middle layer structure” means from the top of the low-middle layer structure to the erection height position of the uppermost beam or the vicinity of the erection height position of the second-stage beam from the top. To do. In addition, the seismic isolation device may be provided on the upper surface of the low-middle structure or on the upper side surface adjacent to the side surface of the high-layer structure.
Furthermore, at least a part of the low-middle structure is a wall structure, and at least a part of a lower layer part of the high-rise structure is a rigid frame structure, and the building rigidity of the low-middle building is the high-rise building. rigid der than structure rigidity of the lower portion of the Ru.

According to the composite building of the present invention, the following effects can be obtained by connecting the low-middle structure and the high-rise structure via the seismic isolation device installed on the upper part of the low-middle structure. it can.
(1) By separating the building into a low-middle structure and a high-rise structure, placing a seismic isolation device on top of the low-middle structure and joining it to the high-rise structure, While supporting, the seismic load which acts on each building of a low-middle structure and a high-rise structure can be reduced, and the safety performance of a building can be improved.
(2) The seismic energy input to the building can prevent damage and destruction of the building by absorbing the amount of relative horizontal displacement between the low and middle layer structure and the high layer structure with the seismic isolation device. . Therefore, it is possible to reduce the cross section of the column beam frame of the low-middle structure or the high-rise structure.
(3) When the rigidity of the low-middle layer structure and the high-rise structure are made large while the rigidity of the low-middle layer structure is made low and the rigidity of the low-middle layer structure and the high-rise structure is made large, It can be increased, and the ability of the damper to absorb seismic energy can be improved. In addition, the low-middle-layer structure has a higher building rigidity than the high-rise structure, so the natural period is shorter, and the high-rise structure with a long natural period has a relative horizontal displacement due to the difference in natural period. Therefore, structural safety performance can be improved with a few dampers (damping mechanisms).
(4) When the vertical load of the high-rise structure is applied to the low-middle layer structure, the shear strength that resists the horizontal load during an earthquake can be increased. Therefore, since the cross-section of the column beam structure of the building can be realized, economic design is possible.
(5) When a building is placed on a specific floor with a seismic isolation device and mechanically completely separated into a lower building and an upper building of the seismic isolation device, The horizontal movement of the building on the upper side exceeds the clearance of the seismic isolation device and collides with the wall surface, resulting in serious damage to the building. Therefore, by providing the building with a seismic isolation device and a damping member as a plurality of shear resistance mechanisms, structural safety can be ensured even against a large earthquake. By providing the lower floor part of the high-rise structure in contact with the low-middle structure, the aspect ratio (aspect ratio) of the lower floor part that supports the high-rise structure is increased, and the high-rise structure is formed above the low rigidity. As a result, a flexible structure building can be realized.

According to the composite building of the present invention, the seismic energy acting on the building is reduced by the support mechanism of the seismic isolation device, and the seismic energy input into the building is used as the damping mechanism or the damping member of the seismic isolation device. The structural safety of the building can be improved by absorbing it with the damper.
In addition, the column beam structure that forms the building will be reduced in cross section to realize an economical design.

(A) is an elevation view schematically showing a complex building according to an embodiment of the present invention, and (b) is an elevation view of the complex building according to another embodiment. (A)-(e) is an elevational view which shows the other form of the complex building shown in FIG. It is a schematic diagram of a three-dimensional vibration analysis model simulating a composite building divided into a low-middle structure and a high-rise structure. It is the response result of the maximum interlayer deformation angle by vibration analysis with the horizontal stiffness of the laminated rubber bearing as a parameter. It is a response result of the bending moment at the lower surface position of the low-middle layer structure by vibration analysis using the edge cut height range of the low-middle layer structure as a parameter.

The present invention separates the building body into a high-rigidity low-rise structure and a low-rigidity high-rise structure, and installs a damper at the top of the low-rise structure. It is a complex building with a seismic isolation device that can increase the difference in natural period between the structure and the high-rise structure and absorb the seismic energy by the viscoelastic damper.
As shown in FIG. 1A, the composite building 1 of the present embodiment includes a low-middle structure 2, a high-rise structure 3 arranged in parallel with the low-middle structure, and an upper surface of the low-middle structure or The seismic isolation device 4 is provided on the upper side surface.
The damper constituting the seismic isolation device is not limited to the upper surface of the low-middle layer structure 2, but as shown in FIG. 1B, the uppermost beam of the low-middle layer structure or the height of the second beam from the upper surface You may install in the side surface near the position. For example, by providing the dampers collectively on the upper side surface of the low-middle structure 2, the relative horizontal deformation amount across a plurality of floors can be handled as the input displacement amount of the damper.
As shown in FIG. 1A, the composite building 1 according to the present embodiment is separated into a high-rigidity low-middle structure 2 and a low-rigidity high-rise structure 3, thereby reducing the difference in building rigidity. The difference in natural period between the middle layer structure 2 and the higher layer structure 3 is increased. Therefore, the ability of the viscoelastic damper 42 to absorb earthquake energy can be improved, and as a result, a large seismic control effect can be obtained with a small number of viscoelastic dampers.
In addition, since a part of the axial force of the upper layer portion 32 of the high-rise structure 3 is supported by the low-middle-layer structure 2 through the laminated rubber bearing, the seismic load acting on the building can be reduced, A small cross section (economic design) of each member (column beam frame) of the lower layer portion 31 of the high-rise structure 3 can be achieved.
In addition, the low-middle structure 2 that is a high-rigidity housing with a short natural period is disposed in the lower part (low-middle floor portion) of the composite building 1, and the upper layer portion 32 of the high-rise structure 3 that is a low-rigidity structure with a long natural period is provided. Since it is arranged in the upper part of the composite building 1, the seismic isolation device interposed between the upper surface of the low-middle structure 2 and the lower surface of the upper layer part 32 of the high-rise structure 3 is used to determine the amount of interlayer displacement for each floor. And a large amount of relative horizontal displacement over a plurality of floors can be captured. As a result, the safety performance of the building can be enhanced.
Since the lower middle layer structure 2 is connected to the higher layer structure 3 through the seismic isolation device 4, the degree of fixation is high compared to the case where it is supported in a cantilever form from the ground (foundation), Reasonable design is possible. Moreover, even after formation of a collapse mechanism (a mechanism in which a plastic hinge is formed in the structure and the structure becomes unstable) in response to excessive input exceeding the assumption, A vertical load can be held by the rigid low and middle layer structure 2 and the seismic isolation device 4 (laminated rubber bearing 41).
As shown to (a) of FIG. 1, the low-middle layer structure 2 of this embodiment is erected on the ground (foundation), from the column 21 formed in the center, and the left and right side surfaces of the column 21 An extended wall (structural wall) 22 is provided.
In the low-middle layer structure 2, the main frame is preferably a wall structure, and the wall 22 is preferably extended only from the right side surface or the left side surface of the column 21.
The low-middle-layer structure 2 is a reinforced concrete frame formed in the central portion (the inner portion of the composite building 1) of the low-middle floor portion of the composite building 1 (the lower portion of the composite building 1). That is, the low-middle layer structure 2 is a multi-layered structure formed over a plurality of floors in the low-middle floor portion of the composite building 1.
The low and middle-layer structure 2 is not limited in height and plane arrangement, and may be provided on the outer peripheral side of the composite building 1. As shown in Fig. 2 (a), when a high-rigidity low-mid structure is provided on the outer periphery and the high-rise structure is placed on the inside of the building, seismic force repeatedly acts on the building from all directions Even so, since the lower floor pillars of the high-rise structure are arranged on the inside of the building, it is possible to reduce the repeated fluctuation range of the compression axial force and the tensile force applied to the lower floor pillars.
The use of the low-middle layer structure 2 is not limited. For example, the low-middle layer structure is at least part of the center core of the composite building 1, part of the outer wall of the composite building 1, or part of living space. It can be used as a parking lot, a residence, or an evacuation building in the event of a disaster.

As shown in FIG. 1, the high-rise structure 3 is formed above the low-middle structure 2 and the lower layer part 31, and the lower layer part 31 arranged side by side with the low-middle structure 2 in the lower middle level part of the composite building 1. The upper layer portion 32 is provided. The high-rise structure 3 has a space (a living room floor, a machine room, a refusal floor) extending in the vertical direction above the low-middle structure 2 (upper layer portion 32).
Therefore, the high-rise structure is easy to ensure daylighting and a view, and is often used for a residence or a commercial facility.
The high-rise structure 3 of the present embodiment is a rigid frame structure formed by combining the pillar 33 or the pillar 34 and the beam 35. In this embodiment, the building rigidity (horizontal rigidity) of the high-rise structure 3 is set to be lower than that of the low-middle structure 2. However, the high-rise structure 3 has at least the structure rigidity of the lower layer portion 31. The rigidity may be lower than the building rigidity of the low-middle-layer structure 2.
The pillar 33 is a so-called continuous pillar disposed over the entire height of the high-rise structure 3. That is, in the present embodiment, the pillars 33 provided on the sides of the low-middle-layer structure 2 are configured by continuous pillars that are disposed over the entire height (from the foundation to the top) of the composite building 1. On the other hand, the pillar 34 provided above the low-middle structure 2 is constituted by a continuous pillar disposed over the entire height of the upper floor portion of the composite building 1 (from the center to the top in the height direction of the composite building 1). .
The lower layer portion 31 of the high-layer structure 3 is formed around the low-middle structure 2 and has a gap 5 between the lower-layer structure 2. That is, the high-rise structure 3 is edge-cut from the low-middle structure 2 over the entire height (all adjacent structural surfaces are extended in the vertical direction).
The range of the edge cutting between the low-middle structure 2 and the high-rise structure 3 is not limited, but is preferably 40 to 70% with respect to the height of the composite building 1.
The upper layer portion 32 of the high-rise structure 3 is supported by the lower layer portion 31. Further, the upper layer portion 32 has a gap 5 between the lower middle layer structure 2 and is supported by the lower middle layer structure 2 via the seismic isolation device 4.

The seismic isolation device 4 includes a laminated rubber bearing 41 and a viscoelastic damper 42 as shown in FIG.
The laminated rubber support 41 is interposed between the upper end surface of the column 21 of the lower middle layer structure 2 and the lower end surface of the column 34 at the center of the higher layer structure 3 (upper layer portion 32). A support mechanism for transmitting a vertical load from the pillar 34 to the pillar 21 of the low-middle structure 2 is provided.
The laminated rubber support 41 and the viscoelastic damper 42 do not need to be provided directly below all columns of the high-rise structure, and may be provided only directly below some columns.
In the present embodiment, the laminated rubber bearing 41 is assumed to have a rigidity of 20% or less of the building rigidity of the lower layer portion 31 of the high-rise structure 3 (see Formula 1). In this specification, the equivalent shear stiffness is defined as the stiffness obtained by dividing the layer shear force of each layer by the design seismic load by the interlayer displacement.

The laminated rubber bearing 41 includes an upper concrete, a lower concrete, and a rubber bearing body interposed between the upper concrete and the lower concrete.
The upper concrete is a reinforced concrete member interposed between the rubber bearing main body and the column 21, and is formed on the lower surface of the column 34 of the high-rise structure 3. A base plate for fixing the rubber bearing body is fixed to the upper concrete. The upper concrete may be formed on the lower surface of the beam 35 of the high-rise structure 3.
The lower concrete is a reinforced concrete member interposed between the rubber bearing body and the column 21 of the low-middle layer structure 2, and is formed on the upper surface of the column 21. A base plate for fixing the rubber bearing body is fixed to the lower concrete. The lower concrete may be formed on the upper surface of the wall 22 or the upper surface of the beam of the low-middle layer structure 2.
The support mechanism that constitutes the seismic isolation device supports the vertical load, and when a horizontal load is applied during an earthquake or the like, it deforms in the horizontal direction to absorb the horizontal load and prevent the earthquake load from entering the building. It is to make.
In the present embodiment, as shown in FIG. 1, a laminated rubber bearing 41 having a restoring force is employed on the upper surface of the low-middle layer structure. However, an elastic sliding bearing, a rigid sliding bearing, or a rolling bearing may be used.
In addition, as a damping mechanism, a damper 42 is arranged to absorb the seismic force and the like that entered the building and suppress the shaking.
In this embodiment, as shown in FIG. 1, a viscoelastic damper 42 is installed on the upper surface or upper side surface of the low-middle structure, and the amount of horizontal deformation occurring in the high-rise structure over a plurality of floors is reduced. Seismic energy was absorbed by acting as the amount of relative horizontal deformation with the structure.
One end of the viscoelastic damper 42 is fixed to the upper surface or upper side surface of the low-layer structure 2 via an anchor bolt, and the other end of the viscoelastic damper 42 is the lower surface of the column 34 of the high-layer structure 3 or a beam. It is desirable to be fixed to the side or wall side. The dampers installed on the side surfaces of the beams and the side surfaces of the walls are seismic control members that are installed independently on the building floor different from the laminated rubber bearings.
In this embodiment, a viscoelastic damper provided with a rubber viscoelastic body is used as the damper, but a fluid damper such as an oil damper or a viscous damper may be used.

In the composite building 1, the horizontal rigidity of the laminated rubber bearing 41 that connects the low-middle structure 2 and the high-rise structure 3 should be 20% or less of the building rigidity of the lower layer portion 31 (low-rigidity portion) of the high-rise structure 3. Is preferred.
When a horizontal load is applied to the high-rise structure 3 at the time of an earthquake because the laminated rubber support 41 provided on the upper part of the low-middle structure 2 has a predetermined horizontal rigidity and supports the high-rise structure 3 Even so, it is possible to prevent the building from being damaged and destroyed by increasing horizontal deformation only on a certain floor of the building.
In addition, a vertical edge cutting height range between adjacent construction surfaces of the low-middle structure 2 and the high-rise structure 3 is 40 to 70% of the building height of the composite building 1. By setting a predetermined edge cutting height between the low middle layer structure 2 and the high layer structure 3, the vertical load of the high layer structure 3 is applied to the low middle layer structure 2, and the low middle layer structure 2 is sheared. The yield strength and cracking strength can be increased, and the structural safety performance of the composite building 1 can be improved.

Hereinafter, the result of the verification analysis performed on the appropriate range of the structural rigidity ratio between the laminated rubber support 41 and the lower layer portion 31 of the high-rise structure 3 will be described.
This verification was performed by a three-dimensional vibration analysis using a calculation model simulating a 41-story composite building divided into a low-middle structure 2 and a high-rise structure 3 shown in FIG.
The conditions for this verification are as follows.
In the calculation model, an elasto-plastic model was set for each member for the main frame part of the column or beam, and the floor of each floor was a rigid floor elastic model. In the seismic isolation device, the laminated rubber bearing 41 is modeled by a uniaxial spring model, and the damper 42 is a speed type or viscous type nonlinear elastic model.
In the analysis, using the horizontal rigidity of the laminated rubber bearing 41, the edge cutting range between the low-middle structure 2 and the high-rise structure 3, and the input seismic wave as parameters, the maximum interlayer deformation angle for each floor of the building and the low-middle structure The results of the response of the bending cracking moment at the lowermost layer of No. 2 were compared and examined.
The horizontal rigidity of the laminated rubber bearing 41 is 15% (laminated rubber bearing: building = 15: 100) and 30% A (laminated rubber bearing: building = 30: the structural rigidity of the lower layer portion of the high-rise structure 3. 100), 30% B (building rigidity was reduced. Laminated rubber bearing: building = 15: 50) was set.
The vertical edge cutting height range between the planes of the low-middle structure 2 and the high-rise structure 3 is 12% to 88% with respect to the building height of the composite building 1 with a certain interval. A range was set.
The input seismic wave is set at a representative observation seismic wave (EL Centro wave, Hachinohe wave) and Japan Architecture Center assuming a huge earthquake that the building may encounter about once in 500 years. The simulated earthquake wave (BCJ wave) was used.

FIG. 4 shows a response result of the maximum interlayer deformation angle for each floor of the 41-story building by the three-dimensional vibration analysis using the horizontal rigidity of the laminated rubber bearing as a parameter.
The maximum interlayer deformation angle in FIG. 4 is the maximum value of each response result due to a plurality of input seismic waves, and shows the response result when the horizontal rigidity ratio of the laminated rubber bearing is 15%, 30% A, and 30% B. .
The interlaminar deformation angle on the horizontal axis in FIG. 4 indicates the relative horizontal deformation amount of the upper and lower floors, focusing on the horizontal deformation amount generated when the building is subjected to the seismic load as the relative horizontal deformation amount for each floor of the building. This is the value obtained by dividing (interlayer deformation) by the floor height. Moreover, the maximum interlayer deformation angle is a maximum value obtained by taking an absolute value with respect to the interlayer deformation angle that changes every moment, and is an important index for evaluating the structural safety of a building. In reinforced concrete and steel buildings, the main frames such as columns and beams are designed so that the maximum interlaminar deformation angle is about 1/100 or less as a limit value that does not damage the structure even during a large earthquake. Many.
According to the response result, in the analysis case where the horizontal rigidity ratio of the laminated rubber bearing is 15% (marked with ◆), the maximum interlayer deformation angle is large near the 3rd floor and near the 22nd floor, but is within 1/125 respectively. . Moreover, in the analysis case (marked with ■) where the horizontal rigidity ratio is 30% A, the maximum interlayer deformation angle was the largest near the 26th floor, and the response result was obtained with the maximum interlayer deformation angle exceeding 1/100.
Therefore, when the maximum interlayer deformation angle when the horizontal rigidity ratio is between 15% and 30% is interpolated from the respective response results, it can be estimated that the horizontal rigidity ratio falls within 1/100 or less when the horizontal rigidity ratio is about 20%.
Therefore, it was confirmed that when the horizontal rigidity ratio of the laminated rubber support is set to 20% or less with respect to the structure rigidity with the lower layer portion of the high-rise structure, it is possible to suppress the local increase in the maximum interlayer deformation angle.

Next, the result of the verification analysis performed on the appropriate range of the edge cutting height between the low and middle layer structure 2 and the high layer structure 3 will be described.
FIG. 5 shows the response results of the ratio of the bending crack moment to the bending moment at the lower surface position of the low-middle structure 2 by the three-dimensional vibration analysis using the vertical edge cutting height range of the low-middle structure 2 as a parameter. .
In this verification, vibration analysis was performed on a plurality of analysis cases using several types of input seismic waves, as in the case of vibration analysis when the horizontal rigidity of the laminated rubber bearing 41 shown in FIG. 4 is changed.

The bending moment ratio in FIG. 5 is the maximum value of each response result from several types of input seismic waves, and the vertical edge height range of the low-middle structure is 12% to 88% with respect to the building height of the composite building. The response result when changed to% is shown.
The range of the edge cutting height on the horizontal axis indicates that the height of the lower middle-layer structure 2 and the height of the vertical edge between the upper-layer structure 3 and the height of the higher-layer structure 3 increase as the number increases. It will increase in the same way.
Specifically, when the edge cutting height range is increased, the height of the low middle layer structure 2 is also increased. As a result, the height portion of the high-rise structure 3 located above the low-middle structure 2 is lowered, and the vertical load of the high-rise structure 3 borne by the low-middle structure 2 is reduced.
Therefore, when the edge cutting height range is high, the vertical load borne by the low middle-layer structure 2 is small, and the bending crack moment proportional to the compressive stress degree is small at the lower surface position of the low-middle layer structure 2, and cracks are generated. It tends to occur. In particular, when the edge cutting height range exceeds about 70% of the height of the composite building 1, M / Mcr is 100% or more at the lower surface position of the low-middle structure 2, and the analysis results indicate that cracking occurs. Is estimated from Therefore, the upper limit of the effective edge cutting height range is about 70% of the height of the composite building 1.
In addition, when the edge cutting height range is lowered and the vertical load borne by the low-middle structure 2 is increased, the degree of compressive stress at the lower surface position of the low-middle structure 2 increases, and cracks are generated. It is estimated from the analysis results that the bending cracking moment becomes large and cracking is difficult to occur.
In particular, it is estimated from the response analysis values that M / Mcr is 50% or less and the occurrence of cracks can be suppressed when the edge cutting height range is reduced to below about 40%.
Therefore, in the case where the lower middle layer structure 2 bears most of the vertical load of the high-rise structure 3 by lowering the edge cutting height range, the crack strength in the low and middle layer structure 2 as well as the shear strength is about Although it can be increased, the column load in the lower layer portion of the high-rise structure 3 is small, and the column section is not determined by the axial force, making it difficult to design an economical column section. .
As the lower limit value of the effective edge cutting height range, the height of the low-rise structure 2 is about 40% of the height of the composite building 1 where M / Mcr is 50% or less. It is preferable to bear a considerable amount of vertical load.
Therefore, it is estimated that the edge cutting height range is reasonable about 40 to 70% of the height of the composite building.

Moreover, according to the composite building 1 of this embodiment, the following effects are acquired by providing a clearance between the low-middle structure 2 and the high-rise structure 3.
(1) By separating the composite building 1 from the low- and middle-rise structure 2 and the high-rise structure 3 and providing a gap between the two structures, a passage can be installed in the gap portion. In addition, the gap portion becomes a passage for the wind, and when a fire occurs, it becomes a fire spread suppression portion.
(2) By separating the building structure into the low-middle structure 2 and the high-rise structure 3, each structure can be constructed independently. In addition, the building can be renewed while partially using the building.

The embodiment of the present invention has been described above. However, the present invention is not limited to the above-described embodiment, and the above-described components can be appropriately changed without departing from the spirit of the present invention.
For example, the building 1 in which the damping structure is installed may be a multi-story structure, and the purpose, scale, shape, etc. of the building 1 are not limited.
Moreover, although the said embodiment demonstrated the case where the low-middle layer structure 2 was arrange | positioned in the center part (center part when the complex building 1 is planarly viewed) of the complex building 1, arrangement | positioning of the low-middle layer structure 2 is this. It is not limited to. For example, as shown to (a) of FIG. 2, you may arrange | position the low-middle-layer structure 2 in the left-right side part of the composite building 1. As shown in FIG. In this case, the lower layer portion 31 of the high-layer structure 3 is disposed between the left and right low- and middle-layer structures 2. Moreover, as shown in FIG.2 (b), the low-middle-layer structure 2 may be arrange | positioned only in the front side or the rear surface side of the composite building 1. Moreover, as shown in (c) of FIG. The high-rise structure 3 may be provided with an oblique column 36 for causing the seismic isolation device 4 (laminated rubber support 41) to bear a vertical force.
Further, as shown in FIG. 2D, for the lower layer portion 31 of the high-layer structure 3, the upper portion (lower layer portion central portion 31a) and the side portion (lower layer portion side portion 31b) of the lower middle layer structure 2 are separated. May be. At this time, the lower layer portion central portion 31a may have higher building rigidity than the lower layer portion side portion 31b.
Further, the low-middle layer structure 2 does not necessarily have to be cut off from the high-layer structure 3 over the entire height. For example, as shown in FIG. 2 (e), the lower middle layer structure 2 may be joined to the higher layer structure 3 at the lower portion, and the upper portion may be bordered by providing a gap with the higher layer structure 3.
Further, a structural wall (seismic wall) may be provided in the high-rise structure 3.

DESCRIPTION OF SYMBOLS 1 Composite building 2 Low-middle-layer structure 21 Column 22 Wall 3 High-rise structure 31 Lower layer portion 32 Upper layer portion 33, 34 Column 35 Beam 36 Diagonal column 4 Seismic isolation device 41 Laminated rubber bearing 42 Viscoelastic damper (damper)
5 Clearance

Claims (3)

A low-middle layer structure that is at least partly a wall structure ;
A high-rise structure including a space above the low-mid structure and constructed close to the low-mid structure,
Ri at least partially rigid frame Frame structure der the lower portion of the high-rise structure,
The rigidity of the low-middle structure is rather high than the structure rigidity of the lower portion of the high-rise structure,
A seismic isolation device is provided between the upper surface of the lower middle layer structure and the lower surface of the high layer structure facing the upper surface,
The low-middle structure supports a vertical load of the high-rise structure.   2. The composite building according to claim 1, wherein the seismic isolation device is provided between an upper surface of a beam or a top surface of a column of the low-rise structure and a bottom surface of a column of the high-rise structure. .   The composite building according to claim 1, wherein a damper is provided between opposing surfaces of the low-middle structure and the high-rise structure.

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