JP5330698B2 - BUILDING STRUCTURE AND BUILDING STRUCTURE DESIGN METHOD - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide a building structure facilitating structure designing and having the stable performance of vibration energy absorption, and to provide a designing method of the building structure. <P>SOLUTION: The building structure 10 is constructed of a moment resisting frame 18 of a plurality of layers. An earthquake-proof wall 22 is arranged on a structural plane of the moment resisting frame 18. The shearing proof stress of the earthquake-proof wall 22 is not lowered until the layer 20 where the earthquake-proof wall 22 is arranged reaches a horizontal load-carrying capacity. Thus, since the absorbing capacity (the value D<SB>3</SB>of the layer 20) of vibration energy generated by the deformation of the moment resisting frame 18 and the earthquake-proof wall 22 is the result of simply adding the absorbing capacity (the value D<SB>1</SB>of the moment resisting frame 18) of the hysteretic energy applied by the deformation of the moment resisting frame 18 and the absorbing capacity (the value D<SB>2</SB>of the earthquake-proof wall 22) of the hysteretic energy applied by the deformation of the earthquake-proof wall 22, the structure designing of the building structure 10 is facilitated. <P>COPYRIGHT: (C)2009,JPO&amp;INPIT

Description

  The present invention relates to a building structure including a multi-layered ramen frame, and a seismic wall provided on the frame frame, and a method for designing the building structure.

  Generally, in structural design of building structures, it is necessary to take into account vibration damping of building structures, toughness (stickiness strength) of members arranged on each floor of building structures, and rigidity and eccentricity of each floor Calculate the horizontal strength, and confirm that the retained horizontal strength of the building structure is equal to or greater than the required retained horizontal strength.

  In addition, for a large earthquake, structural design is performed with the goal of partially allowing damage to members but not collapsing as a whole building structure. In such a structural design expected for the stickiness of a building structure, the earthquake resistance of the building structure varies greatly depending on the degree of toughness of members (for example, columns / beams, earthquake-resistant walls) arranged on each floor.

9, in the building structure comprised of a shearing force share of 100% ramen Frames, the value A ₁ of the story shear for interlayer deformation, shear force share 100% of reinforced concrete shear walls (hereinafter, RC Shear Walls in the building structure comprised of a rigid frame Frames described) is disposed as an example of a value a ₂ layers shear force were compared schematic representation for interlayer deformation. The break point of the value A ₁ and the value A _{2 is} a point of change in rigidity due to the yield of the reinforcing bar or crack of the concrete when the rigid frame is a reinforced concrete member, and the yield of the steel plate when the rigid frame is a steel member. It becomes the rigidity change point by. Comparing the value A ₁ and the value A ₂ , the frame structure (value A ₂ ) in which the RC earthquake-resistant wall having a shear force sharing rate of 100% is arranged has a small deformation capacity and a poor toughness.

  Here, the shear force sharing ratio is a ratio of horizontal force such as an earthquake borne by a structure such as a ramen frame or an RC earthquake resistant wall, and is a value obtained for each layer of the building structure. The absorbed energy of the frame structure with a shear force sharing rate of 100% and the RC earthquake-resistant wall with a shear force sharing rate of 100% were both 22,500 kN · cm, and the floor height H was 3,000 mm.

At the value A ₂ (RC seismic wall), after the occurrence of a crack, the maximum proof stress is reached at an interlayer deformation of about 2 cm (= H / 150), and then the proof stress is rapidly reduced.
On the other hand, the value A ₁ (ramen frame) can be deformed to about 3 cm (= H / 100). That is, since vibration energy such as earthquakes can be absorbed by the deformation history, the required layer shear force (required retained horizontal proof stress) can be reduced.

  As described above, since the building structure provided with the RC shear wall has poor toughness, the required horizontal strength of this building structure is larger than the required horizontal strength of the building structure with only the ramen frame. As the force sharing ratio increases, the structure design is disadvantageous.

  In addition, an RC earthquake-resistant wall is provided in a building structure consisting of a rigid frame, the shear force share of the frame is 50% (deformation performance in Fig. 10A), and the shear force share of the RC earthquake-resistant wall is 50% (Fig. 10 (B) deformation performance), the deformation performance of the entire building structure is the deformation performance of FIG. 10 (C), which is the sum of the values of FIG. 10 (A) and FIG. 10 (B). Become.

In this case, the sum of the areas B ₁ and B ₂ of the hatched portions is the vibration energy absorption capacity (history energy absorption amount) of this building structure, but in reality, when the interlayer deformation is 2 cm. Since the horizontal strength of the RC seismic wall is lost, there is a high possibility that the building structure will collapse. Therefore, since a part (area B ₂ ) of the vibration energy absorption capability of the ramen frame cannot be used, the vibration energy absorption efficiency is deteriorated.

  In addition, since the total energy of the hysteresis energy due to the deformation of the RC shear wall and the hysteresis energy due to the deformation of the ramen frame cannot be used for absorption of vibration energy such as earthquakes, the optimum of the ramen frame and the RC shear wall Difficult to determine performance. That is, the structural design of the building structure becomes difficult.

  As shown in FIG. 11, the corrugated steel plate 250 of Patent Document 1 is incorporated in the structural surfaces of the column beam frames 252 and 254. The corrugated steel sheet 250 has a high energy absorption capability due to deformation, and the performance such as rigidity and shear yield strength can be controlled by adjusting the plate thickness and corrugated shape.

For example, in a building structure having a multi-layered ramen frame, a corrugated steel plate 250 is provided in a certain layer, the shear force sharing rate of the ramen frame is 25%, the shear force sharing rate of the corrugated steel plate 250 is 75%, When the ramen frame has the performance of the value C ₁ as shown in FIG. 12 and the corrugated steel plate 250 has the performance of the value C ₂ , the deformation performance of the layer provided with the corrugated steel plate 250 has these values. a value _{C 3} of the sum.

  Thus, since the corrugated steel sheet 250 has a high deformation performance, the layer shear force does not drop rapidly, and thereby, the hysteresis energy due to the deformation of the corrugated steel sheet 250 and the hysteresis energy due to the deformation of the ramen frame can be reduced. Since all of the total energy can be used to absorb vibration energy such as earthquakes, the structural design of the building structure is facilitated.

However, reduction of the layer shear force values C ₃ before the layer corrugated steel 250 is provided reaches owned lateral strength (in FIG. 12, it interlayer deformation 2.3cm about more values) when will begin, The vibration energy absorption performance becomes unstable, which is not preferable in terms of structure.
JP 2005-264713 A

  In view of such facts, an object of the present invention is to provide a building structure that is easy to perform structural design and has a stable vibration energy absorption performance, and a method for designing a building structure.

The invention of the first aspect is a building structure having a multi-layered frame structure composed of columns and horizontal members, and has a earthquake-resistant wall provided on the surface of the frame structure, and the shear strength of the earthquake-resistant wall The size is a building structure characterized in that it does not decrease until the layer provided with the seismic walls reaches the retained horizontal strength .

In the invention of the first aspect, the building structure is constructed by a multi-layered ramen frame. The ramen frame is composed of a column and a horizontal member, and a seismic wall is provided on the surface of the ramen frame. And vibration energy, such as an earthquake which acts on the layer in which the earthquake-resistant wall was provided, is absorbed by the deformation | transformation of a frame frame and an earthquake-resistant wall.

Here, the magnitude of the shear strength of the seismic wall does not decrease until the layer provided with the seismic wall reaches the retained horizontal strength. That is, the seismic wall has toughness equivalent to that of the rigid frame, so that vibration energy can be absorbed as hysteresis energy due to deformation of the seismic wall.
Therefore, it is possible to reduce the required horizontal proof stress of the layer provided with the earthquake resistant wall, and it is possible to perform a structurally advantageous design.

  In addition, after the shear wall reaches the maximum strength, the shear strength does not drop rapidly and the building structure does not collapse (even after the seismic wall reaches the maximum strength, it will vibrate due to the deformation of the ramen frame and the shear wall. Can continue to absorb energy). Thereby, it is possible to use all of the hysteretic energy absorption capability by the deformation of the frame structure and the earthquake resistant wall until the layer provided with the earthquake resistant wall reaches the retained horizontal strength for absorbing the vibration energy.

  In other words, the vibration energy such as earthquakes acting on the layer where the shear wall is installed is absorbed by the deformation of the ramen frame and the shear wall. This means that vibration energy such as earthquakes is absorbed by simply adding the hysteresis energy absorption capability.

In this way, all of the hysteresis energy absorption capability that is simply the sum of the hysteresis energy absorption capability that acts by deformation of the rigid frame and the hysteresis energy absorption capability that acts by deformation of the seismic wall can be used for vibration energy absorption. This is possible because the shear strength of the seismic wall does not drop abruptly after reaching the maximum strength, as is the case with the rigid frame, and the deformation performance of the seismic wall is equivalent to the deformation performance of the ramen frame. It is said that the deformation performance.
And if the deformation performance of the shear wall is equal to or better than the deformation performance of the rigid frame, the vibration by simple accumulation of the hysteresis energy absorption capability that acts by deformation of the rigid frame and the hysteresis energy absorption capability that acts by deformation of the earthquake resistance wall Energy absorption capability is obtained.

Therefore, the vibration energy absorption capacity due to the deformation of the rigid frame and the seismic wall is simply the sum of the historical energy absorption capacity that acts due to the deformation of the rigid frame and the historical energy absorption capacity that acts due to the deformation of the earthquake resistance wall. It is easy to design the structure of building structures.
Moreover, since the magnitude of the shear strength of the earthquake resistant wall does not decrease until the layer provided with the earthquake resistant wall reaches the retained horizontal strength, stable vibration energy absorbing performance can be exhibited.

The invention of the second aspect is characterized in that, in the building structure of the first aspect , the earthquake-resistant wall is formed of a steel plate.

In the invention of the second aspect , by forming the earthquake-resistant wall from a steel plate, it is possible to reduce the weight as compared with a reinforced concrete earthquake-resistant wall (hereinafter referred to as an RC earthquake-resistant wall) having an equivalent shear strength.
In addition, it is easy to construct a shear wall that is tougher than RC shear walls, and quality can be easily ensured by factory production.

The invention of the third aspect is characterized in that, in the building structure of the second aspect , the earthquake resistant wall is a corrugated steel earthquake resistant wall formed by bending a steel plate into a corrugated shape.

In the invention of the third aspect , the corrugated steel plate earthquake-resistant wall is formed by bending the steel plate into a corrugated shape. And by making the shear wall into a corrugated steel shear wall, adjusting the thickness and corrugated shape of this corrugated steel sheet, the performance of the seismic wall (stiffness, shear yield strength, buckling strength, critical plasticity rate, It is possible to control the interlayer deformation angle at the time of bending. Thereby, the earthquake-resistant wall which has the required performance can be constructed | assembled easily.

The invention of the fourth aspect is the building structure according to any one of the first to third aspects, wherein the retained horizontal proof stress of the layer provided with the earthquake-resistant wall is the column with the earthquake-resistant wall removed from the layer. It is characterized in that it is equal to or more than the required retained horizontal yield strength determined by the structural characteristic coefficient used for the rigid frame comprising the horizontal member.

In the fourth aspect of the invention, the magnitude of the shear strength of the earthquake resistant wall does not decrease until the layer provided with the earthquake resistant wall reaches the retained horizontal strength. In other words, the seismic wall has the same toughness as the ramen frame and absorbs vibration energy such as earthquakes as hysteresis energy due to deformation of the seismic wall, so the required horizontal strength of the layer where the seismic wall is provided is required for the ramen frame It becomes possible to make it as small as the holding horizontal strength.

  Therefore, it is possible to obtain the required horizontal strength of the layer provided with the earthquake-resistant wall using the structural characteristic coefficient having a small value similar to that of the ramen frame. As a result, the required horizontal strength of the layer provided with the seismic wall is obtained from the structural characteristic coefficient used for the frame structure consisting of a column and a horizontal member without the seismic wall from this layer, and the seismic wall is provided. By making the retained horizontal strength of the layer higher than this required retained horizontal strength, it is possible to secure a structural safety and to construct a building structure excellent in economy.

  In addition, the same structural characteristic coefficient regardless of the shear force sharing rate of the shear wall (the total of the horizontal force ratios of earthquakes, etc., shared by each seismic wall in this layer) Can be used.

The invention of the fifth aspect is characterized in that, in the building structure of the fourth aspect , the structural characteristic coefficient is 0.25 or 0.3.

In the fifth aspect of the invention, the structural characteristic coefficient for obtaining the required retained horizontal proof stress is set to 0.25 or 0.3.

  In Sho No. 1792 of the Ministry of Construction, in the reinforced concrete structure, steel reinforced concrete structure, and the surrounding frame of steel structure, the value of the structural characteristic coefficient that can ensure the structural safety is shown for each column / beam type rank. It is prescribed. Moreover, the value of this structural characteristic coefficient is prescribed | regulated according to the shear-force share of a seismic wall. For example, in the case of a reinforced concrete frame with a column / beam type rank of FA, if the shear force share of a shear wall with a wall type rank of WA is βu, the structural characteristic coefficient when βu ≦ 0.3 The structural characteristic coefficient is 0.35 when 0.3, 0.3 <βu ≦ 0.7, and the structural characteristic coefficient is 0.4 when 0.7 <βu.

  Here, since the layer provided with the shear wall according to the present invention has the same toughness as that of the frame structure (peripheral frame), the required horizontal strength of this layer is made as small as the required horizontal strength of the frame structure. It is possible. Therefore, 0.25 which is the smallest value among the structural characteristic coefficient values defined according to the shear force sharing ratio of the earthquake resistant wall (peripheral of steel-framed reinforced concrete structure or steel structure with column / beam type rank FA) In the case of a frame) or 0.3 (in the case of a peripheral frame made of reinforced concrete with a column / beam type rank of FA) can be used.

Therefore, if the structural characteristic coefficient is set to 0.25, structural safety is ensured when steel framed reinforced concrete structures and steel frame rigid frame structures with a column / beam type rank of FA are used as frame structures around the seismic walls. It is possible to construct a building structure that can be made and is economical.
If the structural characteristic coefficient is 0.3, structural safety can be ensured when a reinforced concrete rigid frame frame with a column / beam type rank of FA is used as the frame around the seismic wall. In addition, it is possible to construct a building structure that is excellent in economic efficiency.

The invention of the sixth aspect is a design method of a building structure comprising a multi-layered ramen frame composed of columns and horizontal members, and having a seismic wall provided on the surface of the ramen frame, wherein the seismic wall is provided. It is the design method of the building structure characterized by designing the said earthquake-resistant wall so that it may have the performance which the magnitude | size of the shear strength of the said earthquake-resistant wall does not fall until a layer reaches possession horizontal strength .

In the sixth aspect of the invention, a building structure including a plurality of layers of the frame structure is designed. The ramen frame is composed of a column and a horizontal member, and a seismic wall is provided on the surface of the ramen frame.
In this design method of the building structure, the seismic wall is designed so that the layer provided with the seismic wall has the performance that the magnitude of the shear strength of the seismic wall does not decrease until it reaches the horizontal strength.
Therefore, the same operation and effect as the first aspect can be obtained.

The invention of a seventh aspect is characterized in that, in the method for designing a building structure of the sixth aspect , the earthquake-resistant wall is formed of a steel plate.

In the seventh aspect of the invention, by forming the earthquake-resistant wall with a steel plate, it is possible to reduce the weight as compared with the RC earthquake-resistant wall having an equivalent shear strength.
In addition, it is easy to construct a shear wall that is tougher than RC shear walls, and quality can be easily ensured by factory production.

The invention of the eighth aspect is characterized in that, in the method for designing a building structure of the seventh aspect , the earthquake-resistant wall is a corrugated steel earthquake-resistant wall formed by bending a steel plate into a corrugated shape.

In the invention of the eighth aspect , the corrugated steel plate earthquake resistant wall is formed by bending the steel plate into a corrugated shape. And by making the shear wall into a corrugated steel shear wall, adjusting the thickness and corrugated shape of this corrugated steel sheet, the performance of the seismic wall (stiffness, shear yield strength, buckling strength, critical plasticity rate, It is possible to control the interlayer deformation angle at the time of bending. Thereby, the earthquake-resistant wall which has the required performance can be constructed | assembled easily.

The ninth aspect of the invention is the architectural structure design method according to any one of the sixth to eighth aspects, wherein the required horizontal strength of the layer provided with the earthquake-resistant wall is eliminated from the layer. It is characterized in that it is obtained by a structural characteristic coefficient used for a rigid frame composed of the pillar and the horizontal member.

In the ninth aspect of the invention, the magnitude of the shear strength of the seismic wall does not decrease until the layer provided with the seismic wall reaches the retained horizontal strength. In other words, the seismic wall has the same toughness as the ramen frame and absorbs vibration energy such as earthquakes as hysteresis energy due to deformation of the seismic wall, so the required horizontal strength of the layer where the seismic wall is provided is required for the ramen frame It becomes possible to make it as small as the holding horizontal strength.

  Therefore, it is possible to obtain the required horizontal strength of the layer provided with the earthquake-resistant wall using the structural characteristic coefficient having a small value similar to that of the ramen frame. This makes it possible to determine the required horizontal strength of the layer provided with the seismic wall from the structural characteristic coefficient used for the frame structure consisting of a column and a horizontal member without the seismic wall from this layer. Thus, it is possible to construct a building structure that ensures structural safety and is economical. In normal structural design, structural safety is ensured by making the retained horizontal strength of the layer provided with the earthquake-resistant wall equal to or greater than the required retained horizontal strength.

  In addition, the same structural characteristic coefficient regardless of the shear force sharing rate of the shear wall (the total of the horizontal force ratios of earthquakes, etc., shared by each seismic wall in this layer) Can be used.

A tenth aspect of the invention is characterized in that, in the architectural structure design method of the ninth aspect , the structural characteristic coefficient is 0.25 or 0.3.

In the invention of the tenth aspect , the same effect as that of the fifth aspect can be obtained by setting the structural characteristic coefficient for obtaining the required retained horizontal yield strength to 0.25 or 0.3.

  Since the present invention is configured as described above, it is possible to provide a building structure that is easy to perform structural design and has stable vibration energy absorption performance, and a method for designing a building structure.

  The building structure of the present invention will be described with reference to the drawings. In this embodiment, an example in which the present invention is applied to a reinforced concrete structure is shown. However, the present invention is applied to a building structure such as a steel reinforced concrete structure, a steel structure, and a prestressed concrete structure, or a building structure of various scales. It can be applied to.

  First, a first embodiment of the present invention will be described.

As shown in FIG. 1, a reinforced concrete building structure 10 is built on the ground 12. The building structure 10 includes a multi-layered ramen frame 18 composed of columns 14 and beams 16 as horizontal members.
Moreover, as shown in FIG. 2 which is a top view of the layer 20 between the second floor and the third floor in FIG. 1, four corrugated steel earthquake resistant walls 22 as earthquake resistant walls are arranged in the layer 20.

As shown in FIG. 4, which is a front view of FIG. 3 and an NN cross-sectional view of FIG. 3, a corrugated steel shear wall 22 is formed by corrugated steel plate 24 formed by bending a steel plate into a corrugated shape, and around corrugated steel plate 24. The connecting frame frame 26 is provided. The corrugated steel plate 24 and the joining frame 26 are joined by welding.
As shown in FIG. 4, the cross-sectional shape of the corrugated steel sheet 24 is a shape in which trapezoids are joined together. Further, the corrugated steel sheet 24 is arranged so that the corrugated crease is substantially horizontal.

  Further, as shown in FIG. 3, the corrugated steel shear wall 22 includes reinforced concrete columns 14 </ b> A and 14 </ b> B disposed on the left and right of the corrugated steel shear wall 22, and reinforced concrete structures disposed above and below the corrugated steel shear wall 22. It is provided on the surface of the rigid frame 18 formed so as to surround the corrugated steel earthquake resistant wall 22 by the beams 16A and 16B. The surface of the rigid frame 18 is an inner surface of the rigid frame 18 formed by the columns 14A and 14B and the beams 16A and 16B.

A plurality of studs 28 are arranged at equal intervals along the outer periphery of the corrugated steel plate 24 in the joining frame frame 26 and are attached to the joining frame frame 26 by welding. The stud 28 is embedded in the pillars 14A and 14B and the beams 16A and 16B when the rigid frame 18 is constructed, whereby the rigid frame 18 and the corrugated steel plate 24 are integrated.
A horizontal force is transmitted from the rigid frame 18 to the corrugated steel plate 24 by the mounting structure including the joining frame 26 and the stud 28.

Further, as shown in FIG. 5, (Shear force for interlayer deformation) Ductility of layer 20 is as a value D _3. The value D ₃ is added to the value D ₂ of Ductility of corrugated steel shear wall 22 where the shear force share ratio was 75%, and a value D ₁ of the deformation performance of the rigid frame Frames 18 where the shear force share ratio was 25% It is a combination. The value D ₂ is a total value of the layer shear forces borne by the two corrugated steel shear walls 22 arranged so that the X direction and the wall surface in the plane of the layer 20 shown in FIG. 2 are parallel to each other.

Here, the shear force sharing ratio is a ratio of a horizontal force such as an earthquake borne by the corrugated steel shear wall 22 or the ramen frame 18 and is a value obtained for each layer of the building structure 10.
In addition, the required retained horizontal strength of the layer 20 is calculated in each direction in the plane of the layer 20. FIG. 5 shows the deformation performance in the X direction on the plane of the layer 20. To indicate the Y direction of deformation performance in the plane of the layer 20, the value D ₂ the sum of the layer shearing force two corrugated steel shear wall 22 that the Y direction and the wall are arranged parallel to bear respectively To do.

As can be seen from the values D ₂ in FIG. 5, the magnitude of the story shear of corrugated steel shear wall 22 (shear strength), the layer 20 of the corrugated steel shear wall 22 is provided to reach held horizontal strength (interlayer deformation Does not drop until 3 cm).

  The retained horizontal proof stress is calculated as the proof strength when the deformation of each layer of the building structure reaches the interlayer deformation according to the deformation performance (toughness) of the building structure. That is, a displacement incremental analysis or a load incremental analysis is performed by an analysis model considering the plastic deformation of each structural member constituting the building structure, and each layer of the building structure has a predetermined deformation amount (for example, if the frame structure is a ramen structure, the interlayer deformation is 1). / 100) is defined as the horizontal strength of each layer. And it confirms that this possession horizontal proof stress is more than the required possession horizontal proof strength defined by the Building Standard Law, and secures the structural safety at the time of the big earthquake of a structure.

  Next, the operation and effect of the first embodiment of the present invention will be described.

  In the first embodiment, vibration energy such as an earthquake acting on the layer 20 provided with the corrugated steel shear wall 22 is absorbed by the deformation of the ramen frame 18 and the corrugated steel shear wall 22 shown in FIG.

Here, as shown in the value D ₂ of FIG. 5, corrugated steel magnitude of Shear Strength of Shear Walls 22, the layer 20 of the corrugated steel shear wall 22 is provided reaches owned lateral strength (interlayer deformation 3cm It will not decrease until That is, since the corrugated steel shear wall 22 has the same toughness as the rigid frame 18, vibration energy can be absorbed as hysteresis energy due to deformation of the corrugated steel shear wall 22.
Accordingly, the required horizontal proof stress of the layer 20 provided with the corrugated steel shear wall 22 can be reduced, and a structurally advantageous design can be performed.

  Moreover, after the corrugated steel shear wall 22 reaches the maximum yield strength, the shear strength does not drop rapidly and the building structure 10 does not collapse (even after the corrugated steel shear wall 22 reaches the maximum yield strength, the frame structure is not damaged). 18 and the deformation of the corrugated steel shear wall 22 can continue to absorb vibration energy). Thus, it is possible to use all of the hysteretic energy absorption capacity due to the deformation of the rigid frame 18 and the corrugated steel shear wall 22 until the layer 20 provided with the corrugated steel shear wall 22 reaches the retained horizontal yield strength for absorbing vibration energy. It becomes.

  That is, the vibrational energy such as an earthquake acting on the layer 20 provided with the corrugated steel shear wall 22 is absorbed by the deformation of the ramen frame 18 and the corrugated steel shear wall 22. Since the vibration energy is absorbed by simply adding the capacity and the hysteresis energy absorption capacity acting by deformation of the corrugated steel shear wall 22, the structural design of the building structure 10 is easy to perform.

In this way, the hysteresis energy absorption capability is obtained by simply adding the hysteresis energy absorption capability acting by the deformation of the rigid frame 18 and the hysteresis energy absorption capability acting by the deformation of the corrugated steel shear wall 22. Since the shear strength of the corrugated steel shear wall 22 does not decrease rapidly after reaching the maximum yield strength, the deformation of the corrugated steel shear wall 22 can be used. The performance is said to be equivalent to the deformation performance of the ramen frame 18.
And if the deformation performance of the corrugated steel shear wall 22 is equal to or higher than the deformation performance of the rigid frame 18, the hysteresis energy absorbing ability acting by the deformation of the rigid frame 18 and the hysteresis energy acting by the deformation of the corrugated steel shear wall 22. Vibration energy absorption capability is obtained by simple accumulation with absorption capability.

  Moreover, since the magnitude of the shear strength of the corrugated steel shear wall 22 does not decrease until the layer 20 provided with the corrugated steel shear wall 22 reaches the retained horizontal strength, stable vibration energy absorbing performance can be exhibited. .

Moreover, since the corrugated steel shear wall 22 is formed of a steel plate, the weight can be reduced compared to a reinforced concrete earthquake resistant wall (hereinafter referred to as an RC earthquake resistant wall) having an equivalent shear strength.
In addition, it is easy to construct a shear wall that is tougher than RC shear walls, and quality can be easily ensured by factory production.

  Further, since the corrugated steel plate 24 of the corrugated steel shear wall 22 is formed by bending the steel plate into a corrugated shape, the performance (rigidity, shearing) of the corrugated steel shear wall 22 is adjusted by adjusting the thickness and corrugated shape of the corrugated steel plate 24. Yield strength, buckling strength, critical plasticity, and interlayer deformation angle when buckling occurs) can be controlled. Thereby, the earthquake-resistant wall which has the required performance can be constructed | assembled easily.

  Moreover, when designing a building structure, as described in FIG. 5, the performance of the shear strength of the corrugated steel shear wall does not decrease until the layer provided with the corrugated steel shear wall reaches the retained horizontal strength. If the corrugated steel shear wall is designed so as to have the same structure as the building structure 10, it is possible to construct a building structure that is easy to design and has stable vibration energy absorption performance.

  Next, a second embodiment of the present invention will be described.

  2nd Embodiment shows an example of the conditions of the retained horizontal proof stress of the layer 20 of 1st Embodiment. Therefore, in the description of the second embodiment, the same components as those in the first embodiment are denoted by the same reference numerals and are appropriately omitted.

In the second embodiment, the required horizontal strength of the layer 20 provided with the corrugated steel shear wall 22 is a ramen frame 18 (hereinafter referred to as the pillar 14 and the beam 16 in which the corrugated steel earthquake resistant wall 22 is removed from the layer 20. , Described as a pure ramen frame). The structural characteristic coefficient is an index for evaluating the toughness of each layer of a building structure, and is used in the building standard method.
And the possession horizontal proof stress of the layer 20 in which the corrugated steel earthquake proof wall 22 was provided is more than this required possession horizontal proof stress.

  Next, the operation and effect of the second embodiment of the present invention will be described.

In the second embodiment, as shown in the value D ₂ of FIG. 5, the magnitude of the shear strength of the corrugated steel shear wall 22, a layer 20 of the corrugated steel shear wall 22 is provided reaches owned lateral strength ( The interlayer deformation does not decrease until it becomes 3 cm). That is, the corrugated steel shear wall 22 has toughness equivalent to that of a pure ramen frame, and absorbs vibration energy such as earthquakes as hysteresis energy due to deformation of the corrugated steel shear wall 22. The required horizontal strength of 20 can be reduced to the same level as the required horizontal strength of a pure ramen frame.

  Therefore, the required retained horizontal proof stress of the layer 20 provided with the corrugated steel shear wall 22 can be obtained using a structural characteristic coefficient having a small value similar to that of a pure ramen frame. Accordingly, the required horizontal strength of the layer 20 provided with the corrugated steel shear wall 22 is obtained from the structural characteristic coefficient used for the pure ramen frame, and the horizontal strength of the layer 20 provided with the corrugated steel shear wall 22 is determined. By making it more than this necessary possessed horizontal proof stress, it is possible to construct a building structure that ensures structural safety and is economical.

  Also, the shear force sharing rate of the corrugated steel shear wall 22 is the same regardless of the shear force sharing ratio (the total ratio of horizontal forces such as earthquakes shared by each earthquake resistant wall provided in this layer in the layer provided with the earthquake resistant wall). Structural characteristic coefficients can be used.

  In Sho No. 1792 of the Ministry of Construction, the shear strength of the seismic wall is given to the structure of the surrounding frame (reinforced concrete, steel reinforced concrete, steel) and the type of the surrounding frame (FA, FB, FC, FD). A structural characteristic coefficient corresponding to the sharing ratio is defined.

  For example, assuming that the shear force distribution ratio of a shear wall of a reinforced concrete structure with a wall type rank WA is βu in the case of a column / beam type rank FA, the structural characteristic coefficient when βu ≦ 0.3 The structural characteristic coefficient is 0.35 when 0.3, 0.3 <βu ≦ 0.7, and the structural characteristic coefficient is 0.4 when 0.7 <βu.

Here, the layer 20 provided with the corrugated steel shear wall 22 has the same toughness as that of the pure ramen frame (peripheral frame). Therefore, the required horizontal strength of the layer 20 is necessary for the pure ramen frame (peripheral frame). It is possible to make it as small as the retained horizontal strength. Therefore, use 0.3 which is the lowest value among the values (0.3, 0.35, 0.4) of the structural characteristic coefficient defined according to the shear force sharing ratio of the corrugated steel shear wall 22. Can do.
Therefore, if the structural characteristic coefficient is 0.3, the structural safety is ensured when the reinforced concrete pure rigid frame frame with the column / beam type rank FA is used as the frame frame around the corrugated steel shear wall 22 It is possible to construct the building structure 10 that can be made and is economical.

  A pure ramen frame may be a reinforced concrete structure with column / beam type ranks FB, FC, FD, or a steel reinforced concrete structure or steel structure with column / beam type ranks FA, FB, FC, FD. Good. In these cases, using the same concept as in the case of pure reinforced concrete frames with column / beam type ranks of FA, the shear force sharing rate of the seismic wall is taken into consideration in the Sho 55 Construction Ministry Notification No. 1792. Instead, the lowest value among the values of the structural characteristic coefficients corresponding to the structure of the target peripheral frame and the column / beam type rank may be used (see Table 1).

  For example, in the case of a steel-framed reinforced concrete structure with a column / beam type rank of FA or a steel-framed structure, if the structural characteristic coefficient is 0.25, structural safety can be ensured and economic efficiency is excellent. Can build a building structure. In addition, about obtaining required horizontal proof stress by structural characteristic coefficient used for pure ramen frame (using structural characteristic coefficient shown in Table 1), building engineering performance certification by Japan Building Research Institute It is technically recognized by the certification (performance certification No. 06-20).

Also, when designing a building structure, the required horizontal strength of the layer with the corrugated steel shear wall is used for a pure ramen frame composed of columns and beams from which the corrugated steel shear wall is removed. If it calculates | requires by the structural characteristic coefficient obtained, the safety | security on a structure can be ensured and the building structure excellent in economical efficiency can be constructed | assembled. In the normal structural design, structural safety is ensured by making the retained horizontal proof stress of the layer provided with the corrugated steel shear wall greater than the required retained horizontal proof stress.
Moreover, when designing a building structure, the same structural characteristic coefficient can be used regardless of the shearing force sharing ratio of the corrugated steel shear wall.

In the first and second embodiments, the ramen frame 18 (pure ramen frame) is a reinforced concrete structure. However, as described in the second embodiment, the ramen frame 18 (pure ramen frame) is a steel reinforced concrete structure. Or steel frame.
In the first and second embodiments, the horizontal member is a beam, but it may be a large beam, a small beam, a floor slab, or the like.

  In the first and second embodiments, the example in which the corrugated steel sheet 24 is provided on the surface of the rigid frame 18 so that the corrugated crease of the corrugated steel sheet 24 is substantially horizontal is shown. The folding line may be provided so as to be substantially vertical. When arranged in this manner, the vertical rigidity of the corrugated steel sheet shear wall is increased, but the deformation performance peculiar to the corrugated steel sheet 24 is not affected, and excellent seismic performance is ensured.

  In the first and second embodiments, an example in which the cross-sectional shape of the corrugated steel sheet 24 is a shape obtained by connecting trapezoids is shown. However, the cross-sectional shape may be a corrugated shape, and may be an arc, a rectangle, a mountain, or a triangle. It is good also as the shape which connected etc. together.

  Moreover, the corrugated steel earthquake proof wall 22 shown in the first and second embodiments may be arranged in any layer of the building structure or any plane arrangement. The arrangement of the corrugated steel shear walls 22 may be appropriately determined in consideration of the earthquake resistance and structural safety of the building structure.

  In the first and second embodiments, the example in which the corrugated steel plate 24 is provided in the entire area of the frame of the rigid frame 18 is shown, but the opening is provided in a part of the frame of the frame 18. May be formed. For example, the corrugated steel shear wall 22 may be arranged like a stud.

Further, the deformation performance values D ₁ , D ₂ , and D ₃ shown in FIG. 5 are examples for explaining the effects of the present invention, and the values D ₁ , D ₂ , and D ₃ are the corrugated steel shear walls. conditions layers provided the building structure does not decrease the magnitude of the shear strength of corrugated steel shear wall to reach possess lateral strength to if they meet the value D _2, may be another value.

  Moreover, although the example using the corrugated steel earthquake-resistant wall 22 was shown in 1st and 2nd embodiment, it is not restricted to this, It is earthquake-proof until the layer of the building structure in which the earthquake-resistant wall was provided reaches possession horizontal strength If the shear strength of the wall does not decrease, a seismic wall having another structure may be used. For example, a steel earthquake resistant wall that is not corrugated may be used.

  As mentioned above, although 1st and 2nd embodiment of this invention was described, this invention is not limited to such embodiment at all, You may use combining 1st and 2nd embodiment, Needless to say, the present invention can be implemented in various modes without departing from the gist of the present invention.

(Example)
FIG. 6 is a picture showing a state of fracture of the rigid frame 30 when a horizontal force is loaded on the top of the rigid frame 30, and FIG. 7 shows the value of the horizontal load with respect to the entire deformation angle of the rigid frame 30 at this time. It is a thing. The corrugated steel seismic wall 22 shown in the first and second embodiments is provided on the surface of each layer of the rigid frame 30. Thus, Figure 7 represents the sum of the yield strength of the noodle Frames 30 and corrugated steel shear wall 22 is a graph having the same meaning as example values D ₃ in FIG. 5, for example.

  The ramen frame 30 is a three-layer, one-span framework (floor height 1 m, span 2 m) of about 1/3 scale. Further, the horizontal force was repeatedly given by a 200 ton hydraulic jack so that the amplitude was increased little by little so as to alternate between positive and negative.

As shown in FIGS. 6 and 7, first, after a bending crack occurs at the beam end portion (position R ₁ ) of the first layer at the normal loading (point P ₁ ) with an overall deformation angle of 1/1000 rad, the first layer Bending cracks occurred at the column base (R ₂ ), the beam end of the second layer (positions R ₃ and R ₄ ), and the beam end of the third layer (positions R ₅ and R ₆ ).

Next, the stiffness greatly changed (arrow T ₁ ) at the time of normal loading (point P ₂ ) with an overall deformation angle of 4/1000 rad, and a spindle-shaped hysteresis loop was shown by repeated loading thereafter.

Next, the corrugated steel sheet 24 of the second layer corrugated steel shear wall 22 was shear buckled at the second negative loading (point P ₃ ) with an overall deformation angle of 10/1000 rad (position R ₇ ), but the yield strength decreased. The maximum proof stress was 1,530 kN at a total deformation angle of 15/1000 rad (point P ₄ ). After that, the proof stress did not rapidly decrease (arrow T ₂ ), and reached 85% of the maximum proof stress at the point of normal load with an overall deformation angle of 30/1000 rad (point P ₅ ).

  As can be seen from this loading test, the magnitude of shear strength of the ramen frame provided with corrugated steel shear walls does not decrease after shear buckling of corrugated steel sheets, and the yield strength does not decrease rapidly thereafter. If it has performance, vibration energy can be absorbed as hysteresis energy due to deformation of the rigid frame and the corrugated steel shear wall. That is, the corrugated steel shear wall has a deformation performance equivalent to that of the ramen frame, which means that vibration energy absorption capability can be obtained by simply adding the hysteresis energy of both.

  FIG. 8 is an example in which the value of the layer shear force with respect to the interlayer deformation when the energy absorption capacity is constant and the shear force sharing ratio of the corrugated steel shear wall is changed is compared. The corrugated steel shear wall was assumed to have deformation performance up to H / 100 when the corrugated steel sheet yielded at an overall deformation angle of H / 300. H indicates the floor height.

  The value 32 is 100% for the shear force share of the rigid frame and 0% of the shear force for the corrugated steel shear wall. The value 34 is 75% of the shear force of the rigid frame and the corrugated steel shear wall. The shear force sharing ratio of 25% is assumed to be 25%, the value 36 is assumed to be 50% of the shear force sharing ratio of the ramen frame, the shear force sharing ratio of the corrugated steel shear wall is 50%, and the value 38 is assigned to the shearing force of the ramen frame. The rate is 25%, the shear force sharing rate of the corrugated steel shear wall is 75%, and the value 40 is 0% of the shear force sharing rate of the ramen frame, and the shear force sharing rate of the corrugated steel shear wall is 100%. Value.

  As can be seen from FIG. 8, the required horizontal proof stress is almost constant regardless of the shear force sharing ratio of the corrugated steel shear wall. Therefore, the same structural characteristic coefficient can be used in the design of a building structure in which these corrugated steel shear walls are arranged.

It is an elevation view which shows the building structure which concerns on the 1st and 2nd embodiment of this invention. It is a top view which shows the building structure which concerns on the 1st and 2nd embodiment of this invention. It is a front view which shows the corrugated steel earthquake proof wall which concerns on the 1st and 2nd embodiment of this invention. It is NN sectional drawing of FIG. It is a diagram which shows the deformation | transformation performance of the building structure which concerns on the 1st and 2nd embodiment of this invention. It is explanatory drawing which shows the loading test condition of the corrugated steel earthquake-resistant wall which concerns on the Example of this invention. It is a diagram which shows the loading test result of the corrugated steel earthquake-resistant wall which concerns on the Example of this invention. It is a diagram which shows the deformation | transformation performance of the building structure with respect to the shear force share of the corrugated steel earthquake proof wall which concerns on the Example of this invention. It is a diagram which shows the deformation | transformation performance of the building structure which consists of a ramen frame and the building structure which consists of a ramen frame which provided RC earthquake-resistant wall. It is explanatory drawing which shows the deformation | transformation performance of the building structure which consists of a ramen frame which provided RC earthquake-resistant wall. It is a front view which shows the conventional corrugated steel plate. It is a diagram which shows the deformation | transformation performance of the building structure which consists of a ramen frame which provided the corrugated steel plate.

Explanation of symbols

10 Building Structure 14, 14A, 14B Pillar 16, 16A, 16B Beam (horizontal member)
18 Ramen frame 20 Layer 22 Corrugated steel shear wall (seismic wall)

Claims (6)

In a building structure with a multi-layered ramen frame consisting of columns and horizontal members,
A corrugated steel earthquake-resistant wall formed by bending a steel plate into a corrugated shape, provided on the surface of the ramen frame,
By making the deformation performance of the corrugated steel shear wall equal to the deformation performance of the ramen frame, the shear strength of the corrugated steel shear wall is reached until the layer provided with the corrugated steel shear wall reaches the retained horizontal strength. building structure, characterized in that but not reduced. The retained horizontal proof stress of the layer provided with the corrugated steel shear wall needs to be determined by the structural characteristic coefficient used for the rigid frame composed of the column and the horizontal member from which the corrugated steel shear wall is eliminated. The building structure according to claim 1, wherein the building structure is equal to or greater than a retained horizontal proof stress. The building structure according to claim 2, wherein the structural characteristic coefficient is 0.25 or 0.3. In a design method of a building structure comprising a multi-layered ramen frame composed of a column and a horizontal member, provided on the surface of the ramen frame, and having a corrugated steel shear wall formed by bending a steel plate into a corrugated shape,
By making the deformation performance of the corrugated steel shear wall equal to the deformation performance of the ramen frame, the shear strength of the corrugated steel shear wall is reached until the layer provided with the corrugated steel shear wall reaches the retained horizontal strength. A design method for a building structure, characterized in that the corrugated steel shear wall is designed so as not to deteriorate. The required horizontal strength of the layer provided with the corrugated steel shear wall is determined by the structural characteristic coefficient used for the frame structure composed of the column and the horizontal member from which the corrugated steel shear wall is eliminated. The architectural structure design method according to claim 4. 6. The architectural structure design method according to claim 5, wherein the structural characteristic coefficient is 0.25 or 0.3.

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