JP3800476B2 - Earthquake resistant building - Google Patents

Description

[0001]
BACKGROUND OF THE INVENTION
The present invention relates to an earthquake-resistant structure of a building, and more particularly to an earthquake-resistant building that prevents a middle-high-rise building from collapsing.
[0002]
[Prior art]
At the time of an oversized earthquake, high-rise buildings have collapsed, and this has led to a lot of human life being at risk. As shown in FIG. 19, once the middle-to-high-rise building 40 is damaged by the weakest layer and its proof stress is lowered, seismic energy concentrates on that layer, resulting in a layer collapse 41, and the other layers are completely healthy. This is because the building collapses due to the layer collapse mode.
[0003]
In order to prevent dangerous layer collapse, the recent structural design also shows the direction of designing a beam collapse type that is sufficiently tougher than the beam and has a toughness.
However, in the case of a pure ramen structure, it is considered that such a design method is also possible. However, in an actual building, as illustrated in FIG. 20, a waist wall 42, a hanging wall 43, a sleeve wall 44, a vertical wall In reality, the possibility of not having the collapse mode expected at the design stage due to the wall 45 cannot be denied.
Therefore, a design policy of handling as a non-structural member by providing the slit 46 for an uncertain factor is also shown, but regarding the partial slit, the effect of installing the slit is hardly expected at present.
[0004]
In addition, the use of multi-story shear walls as a method of increasing the proof stress of the entire building is also being studied. However, in the case of a high-rise building, the seismic force is reduced due to the long period as seen in FIG. 21, and increasing the rigidity by the multistory shear wall or the like impairs the advantage of reducing the input seismic motion. Become.
[0005]
This is clear when considering the interlaminar deformation angle when multi-story shear walls are applied to the entire building.
As illustrated in FIG. 22, in the conventional earthquake resistant wall, the interlayer deformation angle is 4 × 10. ^-3 If the load shearing force reaches the maximum at about rad and care is taken to prevent the shear failure of the attached ramen, 8 × 10 ^-3 Up to about rad, the shear load is not reduced so much.
Similarly, the column / beam frame has an interlayer deformation angle of 5 × 10 ^-3 The strain shearing force reaches a maximum at about rad, and the strain shearing force hardly decreases beyond that.
As shown in the figure, the layer shear force that can be withstood by the wall and the pillar / beam frame combined with the earthquake resistant wall is large at the stage where the interlayer deformation is small. ^-3 At interlaminar deformation angles of about rad or more, the wall loses its yield strength, so the layer shear force becomes the yield strength of the column / beam frame only.
[0006]
For this reason, since the rigidity of the entire building including the multi-layer earthquake resistant wall is high at a stage where deformation is small, the natural period of the building is shortened, and the earthquake resistance is increased as compared with the case without the multi-layer earthquake resistant wall. Also, in extra large earthquakes, the interlayer deformation angle is 10 × 10 ^-3 Since it is possible that it will greatly exceed the rad level, the soundness as a structural member of the multistory earthquake resistant wall cannot be maintained during such inter-layer deformation, and there are relatively weak layers in the building. Yield and deformation was concentrated in the yield layer 47 and led to the layer collapse, as seen in the mass model shown in FIG.
Moreover, in order to make a multistory shear wall an effective structural element, it is desirable to arrange it continuously in the height direction.
[0007]
[Problems to be solved by the invention]
The present invention incorporates a stress passive delay mechanism and a layer shear strength enhancing member or energy absorption mechanism added to the structural element of the building to prevent the building from collapsing, and requires little repair even during a large earthquake. It provides an inexpensive seismic building.
[0008]
[Means for Solving the Problems]
The seismic building according to the present invention basically adds a stress passive delay mechanism to the structural elements of the building and the same. Built-in layer shear strength enhancing member It is characterized by that. As a specific configuration, Seismic wall Targeted between the structural elements of buildings as a passive stress delay mechanism Gap Adopted, the structural element of the building corresponds to the layer shear strength enhancing member To do. In addition, the structural elements of the building incorporating the stress passive delay mechanism are appropriately arranged in the height direction and plane according to the plan of the building. By making the mechanism work, it is possible to flexibly cope with only the proof strength of the column / beam frame, and for large inter-layer deformation angles, the column / beam skeleton and the layer shear strength enhancing member jointly handle each layer toughness and interlayer. Since the deformation angle is leveled, a specific layer can be prevented from collapsing due to seismic force, and a structure that can handle the entire building evenly can be achieved at low cost.
[0009]
DETAILED DESCRIPTION OF THE INVENTION
FIG. 1 is a front view for explaining an embodiment in which the present invention is applied to a seismic wall.
In the present embodiment, the structural element is the earthquake resistant wall 1 and the stress passive delay mechanism is the gap 2. The gap 2 of the earthquake-resistant wall 1 is formed in a taper shape in accordance with the deformation of the column / beam frame, and the earthquake-resistant wall is formed in a trapezoidal shape. The seismic wall 1 is cut from the left and right columns 3 and 3 and the upper beam 4 and functions as a layer shear strength enhancing member for seismic force exceeding the gap width.
The gap between the trapezoidal type seismic wall and the column is set so that the column and the wall do not collide and break, and the gap is filled with a shock-absorbing member that also absorbs energy. It is desirable to keep it.
The stress passive delay mechanism is not limited to the gap, but is an elastic mechanism that can transmit this stress to a structural element such as a seismic wall after a predetermined deformation when a column or beam is subjected to a horizontal force by an earthquake force. Such other structures may be used.
[0010]
Next, the function of the stress passive delay mechanism in the earthquake-resistant wall will be described.
Because the seismic wall 1 has a gap 2 between the column and the beam, the shearing force is not borne when the interlaminar deformation angle is small, and the building can flexibly cope with only the strength of the column / beam frame. ing. However, since the shear wall 1 bears a shear force for large inter-layer deformation angles greater than a predetermined set value, sufficient strength can be maintained by flexibly cooperating with a column / beam frame as a building.
The width of the gap 2 is adjusted and set to a value that does not lower the proof stress of each layer up to the interlayer deformation angle necessary for the structural design.
The value of the gap and the deformation capacity due to the gap formation will be described in detail later. As an approximate guideline for the gap width to be adjusted, the shear load set by the earthquake resistant wall is set to the maximum from the design maximum interlayer deformation angle. 4-8x10 to reach ^-3 2-6 × 10 smaller by rad ^-3 It is efficient if it is set so as to be within rad.
[0011]
As described above, the stress passive delay mechanism according to the present invention, as explained in the formation of the gap 2 and the action thereof, even if the column / beam frame receives a horizontal force due to the seismic force, It is a collective term for mechanisms that can perform the function of transmitting after securing a predetermined deformation difference without immediately transmitting to the terminal.
In addition, the seismic wall 1 is positioned as a structural element for incorporating the above-described stress passive delay mechanism, and at the same time, in the deformation that reaches the interlayer deformation angle beyond the gap width, the shearing force is added to the shearing force by the column / beam framework. It also functions as a layer shear strength enhancing member.
[0012]
FIG. 2 is a front view showing an embodiment in which the opening 5 is provided in the composition surface.
The cut surface 7 of the seismic wall 6 on the opening side is formed in a straight line, and the gap 2 on the column 3 side is tapered. An iron plate 9 having a predetermined thickness is mounted on the upper surface of the opening 5 while maintaining a predetermined gap 10 with the cut surface 7 of the earthquake-resistant wall 6 in order to transmit the stress of the column 3, the beam 4 and the slab 8 to the earthquake-resistant wall 6. Has been. It should be noted that it is desirable to sandwich an impact absorbing member in each gap for the same reason as in the example of FIG.
Also in the example of the present embodiment, each gap forms a stress passive delay mechanism, and the seismic wall 6 is positioned as a structural element of the building, and at the same time, in a deformation reaching an interlayer deformation angle greater than the gap width, the layer shear It functions as a strength-enhancing member.
[0013]
FIG. 3 is a front view showing an embodiment of the present invention in which the earthquake-resistant wall is divided into two in the vertical direction.
The earthquake-resistant wall is divided into two in the vertical direction, and by forming an uneven portion 13 in the middle portion thereof, a gap 14 that forms the shearing force of columns and beams due to the input of earthquake motion in the convex and concave portions 13 of the upper wall 11 and the lower wall 12 is formed. It achieves the function as a stress passive delay mechanism.
The convex and concave portions 13 of the upper wall 11 and the lower wall 12 are reinforced with protective iron plates 15 and 16 so as not to damage the wall portion by impact.
Also in the example of the present embodiment, each gap 14 forms a stress passive delay mechanism, and the upper and lower walls 11 and 12 are positioned as structural elements of the building. It functions as a shear strength enhancing member.
[0014]
FIG. 4 is a front view showing an embodiment in which the present invention is applied to the K-type brace 17.
The K-type brace 17 is joined to the beam at the intersection of the braces, and a gap 18 is formed at this joined portion. Gap By providing the gap holding device 19 as a stress passive delay mechanism with the gap interposed therebetween, the effect of the invention is achieved.
The gap holding device 19 will be described in detail with reference to FIG. 5, but the shearing force of the columns and beams due to the seismic motion input is changed by the same deformation difference as the gap 14 described in the above embodiment, and the beam 4 and the K-type brace 17. It functions as a stress passive delay mechanism.
The K-type brace is positioned as a structural element for incorporating the above-described stress passive delay mechanism. At the same time, in the deformation that reaches the interlayer deformation angle beyond the gap width, the K-type brace is added to the shearing force by the column / beam framework. Functions as a layer shear strength enhancing member.
[0015]
FIG. 5 is a front view (a), a cross-sectional view (b), and a detailed cross-sectional view (c), (d) of the gap holding device 19 in an embodiment in which the present invention is applied to a shear wall.
The seismic wall 20 has a constraining beam 21 at the upper end, and the column and the beam are in an edge-cut state. A gap 22 is formed between the beam 4 and the restraining beam 21 of the seismic wall 20, and a gap holding device 19 similar to that shown in FIG.
The gap holding device 19 has a gap in the device, and in the same way as the gap 14 described in the above embodiment, the shearing force of the column and the beam due to the seismic motion input is maintained at a predetermined deformation difference with the beam 4 and the earthquake resistance. It transmits to the wall 20 and operates as a stress passive delay mechanism.
In addition, the seismic wall 20 is positioned as a structural element for incorporating the above-described stress passive delay mechanism, and at the same time, in the deformation that reaches the interlayer deformation angle beyond the gap width, the shearing force is added to the shearing force by the column / beam frame. It functions as a layer shear strength enhancing member that bears the load, and works with column and beam frames to withstand oversized earthquake motion input.
[0016]
The cross-sectional view of FIG. Gap 22 shows a state in which a gap holding device 19 is attached to the beam 4 facing each other across 22 and the restraining beam 21 of the earthquake-resistant wall 20, and the gap holding device 19 interposes a gap formed in the device. In response to the shearing state of the beam 4 and the seismic wall 20, each other is restrained with a shear key. The gap holding device 19 has a function of transmitting seismic motion between the beam 4 and the K-type brace 17 with the same deformation difference as the gap 14 described in the above embodiment, and operates as a stress passive delay mechanism. To do.
5C and 5D show two types of shear keys used in the gap holding device 19 in cross section.
The shear key 23 shown in FIG. 5 (c) uses a shear pin 24 made of low yield steel and is arranged to hold the position. The shear key 25 shown in FIG. 5 (d) uses a shear pin 26 made of high-strength steel or ordinary steel. When the interlayer deformation reaches the gap amount, In the same manner as in the gap 14 described in the above embodiment, the shear force is transmitted between the beam 4 and the earthquake-resistant wall 20.
[0017]
Since the shear pin 26 of the shear key 25 is disposed through the gap hole 27 having a play gap, the shear pin 26 acts on the shearing force of the columns and beams caused by the seismic motion input in the same manner as the gap 14. Exhibits a function as a stress passive delay mechanism.
The shear keys 23 and 25 are arranged in a row in the beam direction as shown in FIG. 5A. However, the number of shear keys 23 and 25 is calculated from the seismic design. become.
[0018]
FIG. 6 is a front view for explaining a state in which the earthquake-resistant wall is arranged in a building as a multi-layer earthquake-resistant wall.
The independent wall-type multi-story earthquake-resistant wall 28 shown in FIG. 6A is joined to the column 3 and the beam 4 with the gap retaining device 19 interposed between them in a state where the edge is cut off. It is arranged continuously.
The column-cut type multi-story earthquake-resistant wall 29 shown in FIG. 6B is joined to the beam 4 with the gap holding device 19 interposed between the column 3 and the beam 3 while being integrated with the column 3. . In this case, it is desirable that the column 3 is provided with an axial force transmission member such as laminated rubber or a sliding bearing on the column head so as to transmit only the axial force.
[0019]
In an actual building, not only in the case of a pure ramen structure such as the multi-layer earthquake resistant wall shown in FIG. 6, but also in the conventional example of FIG. 20, a waist wall 42, a hanging wall 43, a sleeve wall 44, a vertical wall It is normal that 45 etc. are arrange | positioned suitably.
Therefore, the arrangement of the multi-story shear walls shown in FIG. 6 cannot deny the possibility that the collapse mode is not expected at the design stage, and in order to construct a building with the optimum layer shear force characteristics. Therefore, it is necessary to appropriately arrange the structural element incorporating the stress passive delay mechanism according to the present invention in the height direction or the plane position of the building in accordance with the design plan.
[0020]
FIG. 7 is a front view showing another embodiment in which structural elements such as earthquake-resistant walls and braces are arranged in a building under the above-mentioned correspondence.
In the present embodiment, at the stage of the building design plan, it is relatively weak compared to other layers by examining response analysis etc., and for the layer that is expected to cause layer destruction, Layer breakage is effectively prevented by arranging in advance a structural element incorporating the stress passive delay mechanism according to the present invention. In addition to the stratification in the height direction, if the frame surface position that may cause a decrease in proof stress is clarified not only in the plane but also in the plane, stress is applied to a predetermined position on the plane. By disposing a structural element incorporating a passive delay mechanism, it is possible to prevent torsional destruction and the like due to eccentricity of the building.
FIGS. 7A and 7B are examples corresponding to buildings in which the plan of each layer is relatively similar. In this case, since they are the same in plan, the seismic walls and K-type braces are continuously arranged in the height direction of the building, and can be applied to a building close to the above example of the multi-layer seismic walls.
FIGS. 7C and 7D are examples corresponding to buildings in which the floor plan of each layer is different. In this case, since the strength reduction of the frame surface is different in plan, the form that can cope with the seismic force is different. Therefore, in order to prevent layer destruction and torsional collapse of buildings, earthquake-resistant walls and K-type braces are arranged on each frame according to the plan of each layer, and the arrangement is different for each layer. Yes.
[0021]
FIG. 8 is a characteristic diagram for considering the interlaminar deformation angle of a seismic building that incorporates a passive stress delay mechanism into the structural element of the building and prevents the building from collapsing according to the present invention. Note that the setting values of each structural element in this consideration are the same as those in the conventional example illustrated in FIG.
Buildings according to the present invention have an interlayer deformation angle of 2-6 × 10 between the seismic walls and the columns and beams. ^-3 Since a gap corresponding to about rad is provided, the interlayer deformation angle is 2-6 × 10 6 as shown in the figure. ^-3 Up to the level of rad, only the column and beam frames bear the shearing force, and the shear wall as the layer shear strength increasing member does not bear the shearing force, but the interlayer deformation angle exceeds the predetermined set value beyond the gap. When it reaches, the burden of shearing force by the earthquake-resistant wall begins, and 10-14x10 ^-3 The shear load is hardly reduced until about rad. The column / beam frame holds the vertical load as in the conventional example, and the interlayer deformation angle is 5 × 10. ^-3 Even if the shear load reaches the maximum at about rad, if the axial force ratio is set to about 0.3 or less, 20 × 10 ^-3 It has sufficient deformation capability even for interlayer deformation angles exceeding rad.
[0022]
As described above, the laminar shear force characteristics obtained by integrating the wall and the column / beam frame are flexible because only the proof strength of the column / beam frame is used at the stage where the interlayer deformation angle is small as shown in the figure.
On the other hand, 10-14 × 10 ^-3 For large interlaminar deformation angles such as rad, it is possible to prevent the specific layer from causing layer collapse by jointly dealing with the column / beam frame and the wall that enhances the shear strength as a layer shear strength enhancing member. Thus, the toughness of each layer and the interlayer deformation angle are leveled, and the entire building can absorb the seismic input energy and maintain sufficient proof stress.
[0023]
Next, the energy absorption mechanism of the earthquake-resistant building according to the present invention will be described.
FIG. 9 is a front view for explaining an embodiment in which the present invention is applied to a K-type brace.
The K-type brace 30 faces the beam 4 at the intersection 31 of the braces. A steel damper 32 serving as an energy absorbing mechanism is provided on the beam 4 facing the intersection 31 of the brace, and a protrusion 33 is disposed at the intersection 31 of the K-type brace 30 so that a stress is applied to the steel damper 32. A gap 34 is formed as a passive delay mechanism.
Therefore, at the normal time, the intersection 31 of the K-type brace 30 and the beam 4 are placed in a separated state with the gap 34 interposed therebetween.
[0024]
And if the building which received the horizontal force by an earthquake etc. deform | transforms as shown in FIG. 10, the steel material damper 32 provided in the beam 4 and the K-type brace 30 of the deformation difference similar to the gap demonstrated in the said aspect will be sufficient. The protrusion 33 contacts.
FIG. 11 shows the “deformation-shearing” of the damper when the characteristic of the steel damper 32 is made rigid up to a predetermined value and the set value of the interlaminar deformation angle is determined within a range where the steel damper bears a part of the layer shear force. Power relationship.
When the deformation of the damper portion exceeds the set value, the steel damper 32 exhibits rigidity, so that the horizontal force of the beam is transmitted to the K-type brace 30. The K-type brace 30 is in a state of enhancing the shear strength by exerting a reinforcing effect, and exhibits a function of reinforcing the shear strength of columns and beams as shown in the figure.
Accordingly, the gap 34 operates as a stress passive delay mechanism as in the above embodiment, and the K-type brace 30 is positioned as a structural element for incorporating the stress passive delay mechanism, and at the same time, a value corresponding to the gap width. In the deformation to the above-mentioned interlayer deformation angle, it functions as a layer shear strength enhancing member that bears the shearing force by adding to the shearing force due to the columns and beams.
[0025]
FIG. 12 shows the “deformation-shear force” relationship of the damper portion when the interlayer deformation angle is further increased and the deformation of the damper portion exceeds the set value.
When the set value is exceeded, the rigidity of the steel damper 32 exceeds the limit point. Plasticity The deformation starts and the resistance of the shearing force reaches a peak as shown in the figure. The steel damper 32 absorbs the energy applied to the pillars and beams and reaches the peak of the transmission stress to the K-type brace 30, so that excessive stress is not applied to the K-type brace 30 and damage is avoided. can do.
Therefore, in the steel damper 32, when the deformation reaches an interlayer deformation angle equal to or larger than the width corresponding to the gap 34, the shearing force transmitted from the columns and beams to the K-type brace as a structural element reaches a peak, and functions as an energy absorbing mechanism. is doing.
[0026]
13 to 15 show the “deformation-shear force” relationship of the damper portion in the present invention when various ordinary dampers are used.
FIG. 13 shows a “deformation-shear force” relationship of the damper portion when a steel damper is employed as the energy absorbing mechanism.
In the example of the present embodiment, when the interlayer deformation angle exceeds the interlayer deformation angle corresponding to the gap 34 as the stress passive delay mechanism, the energy absorbing mechanism immediately becomes a substantially rectangular “deformation-shear” provided in a single steel damper. The history 35 according to the “force” characteristic is shown, and the shearing force transmitted from the columns and beams is absorbed to make the peak, so that damage to the structural element is avoided.
[0027]
FIG. 14 shows the “deformation-shear force” relationship of the damper portion when an oil damper is employed as the energy absorbing mechanism.
When the interlayer deformation angle corresponding to the gap 34 as the stress passive delay mechanism is exceeded, the energy absorption mechanism immediately shows a history 36 according to the elliptical “deformation-shear force” characteristic of the single oil damper, and the structure The shearing force transmitted to the K-type brace as an element is peaked.
[0028]
FIG. 15 shows the “deformation-shearing force” relationship of the damper portion when the viscoelastic shock absorber is adopted as the energy absorbing mechanism.
When the interlayer deformation angle corresponding to the gap 34 as the stress passive delay mechanism is exceeded, the energy absorption mechanism immediately follows the slanted elliptical “deformation-shear force” characteristic of the single viscoelastic shock absorber. 37 is shown.
As a setting form of the viscoelastic shock absorbing device, a viscoelastic shock absorbing device may be attached to both sides of a steel damper suspended from a beam so as to be in contact with a protrusion provided at an intersection of a K-type brace. Good.
[0029]
FIG. 16 is a front view for explaining an embodiment in which the present invention is applied to a seismic wall.
The seismic wall 38 is provided with a recess 39 at the center of the upper end, and is formed in an edge-cut state between the columns. The beam 4 is provided with a steel damper 32 and a gap 34 is secured between the beam 4 and the beam 39.
In the above configuration, when the steel damper has a predetermined rigidity, when a horizontal force due to an earthquake or the like acts and an interlayer deformation angle exceeds a set value corresponding to the gap 34, the steel damper 32 has a rigidity. As it is exerted, the horizontal force of the beam is transmitted to the seismic wall 38. For this reason, the seismic wall 38 exhibits a reinforcing effect by exhibiting rigidity, and is in a state of enhancing the shear strength, thereby exhibiting the function of reinforcing the shear strength of the columns and beams.
When the interlayer deformation angle exceeds a set value corresponding to the gap 34 and the resistance force of the steel damper reaches a peak, the steel damper 32 absorbs energy, and the horizontal force of the beam exceeds the seismic wall 38. Not transmitted.
[0030]
Accordingly, the gap 34 operates as a stress passive delay mechanism as in the above embodiment, and the earthquake resistant wall 38 is positioned as a structural element for incorporating the stress passive delay mechanism, and at the same time, the gap corresponding to the gap width or more. In the deformation that reaches the deformation angle, when the rigidity of the steel damper 32 is exerted, it functions as a layer shear strength enhancing member. And the steel material damper 32 is functioning also as an energy absorption mechanism by exceeding the set value and the resistance force of the steel material damper reaching a peak.
[0031]
When the above-mentioned layer shear force characteristics are applied to the mass model shown in FIG. 17, an increase in seismic force on the building is prevented by making all layers of the building have low initial rigidity.
In the event of an earthquake, when a column / beam frame in a specific layer is subjected to a shear force and reaches the interlaminar deformation angle set by a gap, which is a stress passive delay mechanism, the rigidity of the steel damper, etc. is exerted, and the shear wall and the like are subjected to the layer shear strength As a reinforcing member, it bears a shearing force and increases the rigidity of the layer. For this reason, the deformation due to the shearing force is dispersed from the specific layer to another layer having a weak resistance.
When a larger force acts, the resistance force of the steel damper or the like reaches a peak, thereby functioning as an energy absorption mechanism and preventing the occurrence of excessive interlayer deformation with respect to structural elements such as columns and beams.
From the above, the building has the effect of leveling up the strength and toughness of each layer and the inter-layer deformation angle, and the entire building absorbs the seismic input energy and can prevent the layer collapse.
[0032]
As described above, the seismic building according to the present invention is in a safe range in which the column / beam frame can bear the shearing force. ^-3 Interlayer deformation angles are allowed to occur up to about rad. Therefore, as shown in FIG. 18, the seismic building according to the present invention includes a structure 51 in which a stress passive delay mechanism and a laminar shear strength increasing member or energy absorbing mechanism added thereto are incorporated in a structural element 50 such as a K-type brace. In addition, even when a damping device 52 such as a damper that operates in the range of the interlayer deformation angle is added and installed, good cooperation can be maintained in the operation surface of each device, and the degree of freedom effective in the design plan. There is also.
[0033]
The seismic building according to the present invention can exhibit an effective function for the following cases that are actually encountered in the building, in addition to the above-described direct function of preventing the analytical layer collapse.
In other words, an actual building has many variations with respect to the specifications of the analysis model. For example, according to one consideration, the variation in the member strength due to the variation in the material strength or the like is about 8 to 12% in the shear strength of the earthquake resistant wall and about 7 to 10% in the shear strength of the column. In addition, there are factors that are ignored during modeling, such as miscellaneous walls, and variations in the specifications of each layer cause concentration of input energy in relatively weak layers, resulting in layer collapse. It is thought that it will be.
However, the seismic building according to the present invention protects against a relatively weak layer by incorporating a stress passive delay mechanism into the structural element of the building and adding a layer shear strength enhancing member. However, it is a frame format that can be handled quite inclusively.
[0034]
In addition, the behavior of buildings during an earthquake is greatly affected by the earthquake motion that acts. Therefore, even if the structural specifications are optimized for a specific seismic motion, the structural specifications are often on the dangerous side for other types of seismic motion.
However, the earthquake-resistant building according to the present invention incorporates a stress passive delay mechanism into the structural element of the building and adds a layer shear strength enhancing member or energy absorption mechanism to reinforce the layer that is facing the layer collapse in an earthquake in a timely manner. Or acting to absorb energy, it has a frame format that works effectively against any type of earthquake motion.
[0035]
As described above, the earthquake-resistant building according to the present invention absorbs input energy throughout the building to prevent the weak layer from collapsing for a while, so there is no need for repair at all for small and medium-sized earthquakes. There are very few cases where structural members need to be repaired even in the event of an earthquake, which is economically advantageous.
[0036]
As described above, the present invention has been described in detail based on the embodiment. However, the earthquake-resistant building according to the present invention basically incorporates the structural element stress passive delay mechanism of the building, or layers the built-in stress passive delay mechanism. It is characterized by the addition of a shear strength enhancing member or energy absorption mechanism, which prevents the building from collapsing against seismic forces and distributes the stress to achieve a structure that can handle the entire building at low cost. Therefore, the present invention is not limited to the above-described embodiment, and various modifications can be made without departing from the spirit of the present invention.
[0037]
【The invention's effect】
The seismic building according to the present invention basically incorporates a stress passive delay mechanism into the structural element of the building, or incorporates a stress passive delay mechanism into the built-in stress passive delay mechanism. Layer shear strength reinforcement member It is characterized by adding, specifically, Seismic wall As a target, the passive stress delay mechanism is between building structural elements. Gap Each structural element is used as a layer shear strength enhancing member. Is adopted. In addition, the structural elements of the building that incorporates the passive stress delay mechanism are appropriately arranged in the height direction of the building and in plan according to the plan, so that the increase in seismic force against the building is prevented, and At the same time as improving toughness, the layer collapse of the building is prevented to equalize the interlaminar deformation angle, and the building energy is prevented by absorbing the input energy of the seismic force throughout the building.
In addition, because the structure is simple and inclusive, it is possible to ensure flexibility in the floor plan of the building, and it is possible to respond comprehensively to the variations in building specifications and the diversity of seismic motion. It is effective.
[Brief description of the drawings]
FIG. 1 is a front view of a shear wall according to the present invention incorporating a stress passive delay mechanism.
FIG. 2 is a front view of a shear wall having an opening incorporating a passive stress delay mechanism.
[Fig.3] Front view of a stress-resistant wall incorporating a passive stress delay mechanism
Fig. 4 Front view of a K-type brace incorporating a passive stress delay mechanism
FIG. 5: Front, cross-section, and detailed cross-sectional view of a seismic wall using a gap retaining device
[Fig.6] Front view of multi-story shear wall incorporating passive stress delay mechanism
Fig. 7 Front view of a seismic building incorporating a passive stress delay mechanism in the height or plane direction.
[Fig. 8] Characteristic diagram of "interlaminar deformation angle-laminar shear force" of an earthquake-resistant building incorporating a passive stress delay mechanism
FIG. 9 is a front view of a K-type brace in which a layer shear strength enhancing member or an energy absorbing mechanism is added to a stress passive delay mechanism.
FIG. 10 is an operational state diagram of a K-type brace in which a layer shear strength increasing member or an energy absorbing mechanism is added to a stress passive delay mechanism.
[Fig. 11] Fig. 11 "Characteristics of interlaminar deformation angle-laminar shear force" of a seismic building to which a layer shear strength increasing member is added
[Fig. 12] Characteristic diagram of "interlaminar deformation angle-laminar shear force" of an earthquake-resistant building with an energy absorption mechanism
[Fig. 13] Characteristic diagram of "interlaminar deformation angle-laminar shear force" of an earthquake-resistant building with steel dampers as an energy absorption mechanism
[Fig. 14] Characteristic diagram of "interlaminar deformation angle-laminar shear force" of a seismic building with an oil damper as an energy absorption mechanism
[Fig. 15] Characteristic diagram of "interlaminar deformation angle-laminar shear force" of a seismic building to which a viscoelastic shock absorber is added
FIG. 16 is a front view of a shear wall to which a layer shear strength enhancing member or an energy absorbing mechanism is added.
FIG. 17 is a mass point model of an earthquake-resistant building according to the present invention.
FIG. 18 is a front view of a K-type brace incorporating a passive stress delay mechanism and a vibration control device.
FIG. 19 is a front view of a conventional layer collapsed building.
FIG. 20 is a front view of a conventional earthquake-resistant building.
FIG. 21: Vibration characteristics coefficient diagram of seismic motion input
[Fig. 22] Characteristic diagram of "interlaminar deformation angle-laminar shear force" in a conventional earthquake resistant building
FIG. 23: Mass point model of a conventional earthquake-resistant building
[Explanation of symbols]
1 Seismic wall (layer shear strength reinforcement member)
2 Gap (stress passive delay mechanism)
3 pillars
4 Beam
5 openings
6 Seismic wall on the opening side (layer shear strength enhancing member)
7 Cut surface
8 Slab
9 Iron plate
10 Gap (stress passive delay mechanism)
11 Upper wall (layer shear strength enhancing member)
12 Lower wall (layer shear strength enhancing member)
13 Concavity and convexity
14 Gap (stress passive delay mechanism)
15, 16 Protective iron plate
17 K-type brace (layer shear strength enhancing member)
18 Clearance
19 Gap retainer (stress passive delay mechanism)
20 Seismic wall (layer shear strength reinforcement member)
21 Restraint beams
22 Clearance
23 Sheakey
24 Low yield shear pin
25 Shea Key
26 High strength shear pin
27 Gap hole (stress passive delay mechanism)
28 Independent wall type multi-story shear wall (layer shear strength enhancing member)
29 Column-cut type multi-story shear wall (layer shear strength enhancing member)
30 K-type brace (layer shear strength enhancing member)
31 Intersection of K-type brace
32 Steel damper (layer shear strength enhancing member, energy absorption mechanism)
33 Protrusions placed at the intersection
34 Gap (stress passive delay mechanism)
35 "Deformation-shearing force" characteristic diagram of steel damper (energy absorption mechanism)
36 "Deformation-shearing force" characteristic diagram of oil damper (energy absorption mechanism)
37 “Deformation-shear force” characteristic diagram of viscoelastic shock absorber (energy absorption mechanism)
38 Seismic wall (layer shear strength reinforcement member)
39 Dimple
40 medium to high-rise buildings
41 layer collapse
42 Waist wall
43 Hanging wall
44 Sleeve Wall
45 Vertical wall
46 slit
47 Yield layer
50 components
51 Structure of stress passive delay mechanism, etc.
52 Vibration control device

Claims (1)

When a column / beam frame receives a horizontal force due to an earthquake, a stress passive delay mechanism that continuously transmits stress to the layer shear strength enhancing member after predetermined deformation of the column / beam frame is arranged in multiple layers in the height direction. Along with the design plan, arrange it at the desired position on the plane as appropriate.
When the column / beam framework reaches a predetermined interlayer deformation, the layer shear strength enhancing member bears a part of the layer shear strength,
In seismic buildings that prevent the collapse of layers by equalizing the height direction distribution of interlaminar deformation angles during earthquakes,
The layer shear strength enhancing member is a seismic wall formed in a tapered shape in accordance with the deformation of the column, and the stress passive delay mechanism is a shock buffering member filled in a gap formed between the column and the seismic wall. An earthquake-resistant building characterized by

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