JP3273357B2 - Seismic building structure - Google Patents

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

[Industrial applications] The present invention is applicable to, for example, apartment buildings.
It is about the seismic structure to be applied.

[0002]

2. Description of the Related Art Conventionally, an earthquake-resistant structure applied to an apartment building having a plurality of floors generally has a structure in which earthquake-resistant walls are arranged in layers. FIG. 16 shows an example of a reference floor of an apartment house having such a earthquake-resistant wall structure.

[0003] In the drawing, reference numeral A denotes a pillar standing upright at a required interval, B denotes a dwelling unit space surrounded by the pillar, and C denotes a dwelling unit space B.
Is a shared corridor provided on one side of the house, and D is a balcony provided on the other side of the dwelling unit space. In this one-side corridor type building, in the girder direction indicated by an arrow X in the figure, a ramen frame is arranged so as to face a boundary surface between a dwelling unit space B and a common corridor C or a balcony D (beams are illustrated). do not do). Further, in the direction between the beams indicated by the arrow Y, the reinforced concrete-made earthquake-resistant wall structure is continuously arranged from the upper floor to the lowermost floor by setting the door boundary wall of each dwelling unit as the earthquake-resistant wall E.

In the earthquake-resistant wall structure, the frame and the wall are integrally united against vertical load and horizontal force by integrating the frame of the column and the beam with the wall. Therefore, the horizontal force acting on each floor during an earthquake is resisted by the horizontal strength of the shear wall integrated with the frame, and the shear wall structure prevents the frame from deforming against this kind of horizontal load and increases the rigidity of the whole building .

[0005]

However, in the case of a building with an earthquake-resistant wall structure, it is necessary to make all the floors from the top floor to the lowest floor have a earthquake-resistant wall structure and arrange them in layers. If a floor without a seismic wall is formed on a middle floor or a lower floor, the horizontal strength of this part becomes extremely low within the same frame, stress is concentrated on the frame of the floor, or the frame withstands excessive axial force. This is because the building cannot be collapsed and the building collapses easily. For example, as shown in FIG. 17, a rigid frame J composed of an upright column H, an upper beam G and a support beam I is provided below a multi-story shear wall structure F.
When an earthquake occurs, the upper multi-story shear wall structure F
Is a mechanism that resists with the horizontal strength of the earthquake-resistant wall E integrated with the frame as described above, while the lower frame frame J resists with the horizontal strength of the upright column H. Under the situation where a large axial force is applied from the column A at the side end of the multi-story earthquake-resistant wall structure to the upright column H of the ramen frame J on the lower floor, the upright column H is used in the ramen frame J.
The horizontal strength, which is determined by the bending strength or the shear strength, tends to be extremely small as compared with the horizontal strength of the earthquake-resistant wall structure F on the upper floor. Therefore, such a composite structure has a frame with poor balance of horizontal rigidity and horizontal strength between the upper part and the lower part, and in the event of an earthquake, violently shakes at the ramen frame J on the lower floor, the columns are destroyed, and the building collapses in many cases. .

The horizontal rigidity of the frame J is equal to that of the multi-story shear wall structure F on the upper floor by making the horizontal sectional area of the column H of the rigid frame J several times the horizontal sectional area of the column A of the multi-story shear wall E. However, it is difficult to make such a large pillar in an actual design. Moreover, as the building becomes higher and larger, the load applied to the frame J during the earthquake increases, and it becomes difficult not only to increase the size and strength of the column extremely, but also to reduce the cost of the structure. Will also be higher.

[0007] For this reason, in a building such as an apartment house having a multi-layered earthquake-resistant wall structure, for example, an office,
It is difficult to mix stores, parking lots, or frame parts that do not have earthquake-resistant walls such as piloties and blow-offs on middle floors and lower floors,
This limits the degree of freedom in design. In addition, if a floor having no earthquake-resistant wall is intentionally incorporated into the conventional earthquake-resistant wall structure, the structure will not have sufficient horizontal rigidity even though it is a earthquake-resistant wall structure.

An object of the present invention is to provide a multi-story earthquake-resistant wall structure in which floors having no earthquake-resistant walls are arranged in a multi-layered manner, but without impairing economical efficiency, such as horizontal strength, horizontal rigidity or toughness. An object of the present invention is to provide an earthquake-resistant building structure that is rich in characteristics and greatly improves the flexibility of architectural design.

[0009]

The present invention has the following configuration to achieve the above object. That is, the invention of claim 1 is configured by joining a ramen structure having at least a portion of a floor having no earthquake-resistant wall to a lower portion of the earthquake-resistant wall structure having a plurality of floors. The earthquake-resistant wall structure has an earthquake-resistant wall structure in which each floor is formed by integrating a single earthquake-resistant wall into a framework composed of two upright columns facing each floor and frame beams on the upper and lower floors.
The earthquake-resistant wall structure of at least some floors has an opening having no vertical member at an intermediate portion between the two upright columns, and a boundary beam is provided on an upper side of the opening, so that the left and right of the opening can be formed. Are integrated as structural members via the above-mentioned boundary beams. On the other hand, the ramen structure
The seismic wall structure has a pair of inclined columns which are spaced apart in the same frame surface as the earthquake-resistant wall structure and are inclined outward and divergent toward the outside, and the column heads of these inclined columns are connected to the legs of the earthquake-resistant wall structure, Further, an upper beam made of a shaft material having a higher strength than the beam of the earthquake-resistant wall structure is erected at the boundary with the earthquake-resistant wall structure, and the upper beam, a lower beam such as a foundation beam, and a pair of the above-mentioned inclined columns are used. A substantially trapezoidal frame is formed.

[0010] According to the second aspect of the present invention, the position of the opening formed in the earthquake-resistant wall structure is different from that of the first aspect, and is provided at the side end (one side end and both side ends) of the earthquake-resistant wall. Claim 3
According to the invention of the above, the earthquake-resistant building structure according to claim 1 or 2 is premised, and a shear-resistant wall structure is further joined to a lower portion of the rigid-frame structure so that the frame structure is disposed between the upper and lower earthquake-resistant wall structures. The feature is that it is set up.

The above-mentioned shear wall or the boundary beam structurally connecting the upright column and the earthquake-resistant wall divided by the opening has a sectional specification effective for shear strength, but is structurally formed of low yield point steel. You may do.

[0012] The ramen structure may be a frame having no earthquake-resistant wall as a whole, or a frame having a earthquake-resistant wall on some floors. The upper beam and the foundation located at the boundary with the earthquake-resistant wall structure may be used. A substantially trapezoidal shape is formed by the lower beam, such as a beam, and the pair of inclined columns. The joint position between the inclined column of the ramen structure and the leg of the earthquake-resistant wall structure is desirably directly below the upright column of the earthquake-resistant wall structure. It is desirable to connect a supporting column separately from the tilting column on the axis of. Furthermore, the inclination angle of both inclined columns of the ramen structure is such that the intersection (vertex) extending the axis of both inclined columns is approximately equal to or greater than the point of application of the resultant force of the horizontal load on the building due to the earthquake. It is structurally desirable to set the upper position also. When the apex is located below the point of action, the inclination angles of both inclined columns are set so as to be as close as possible to the point of action.

[0013]

DESCRIPTION OF THE PREFERRED EMBODIMENTS The present invention will be described below in detail based on illustrated embodiments. Embodiment 1 FIG. 1 shows an embodiment in which the present invention is applied to a beam-to-beam direction structure of a single-hall corridor apartment house which is the same as the above-mentioned conventional example.

This structure is a 14-story structure body 1
And a substructure 2 that supports it. Substructure 2
Are a plurality of foundations 2 constructed at a predetermined interval (L1) apart.
1, a plurality of piles 22 that are driven into the ground to support the foundation 21, and an underground beam 23 that horizontally connects the foundation 21
Consisting of

The structure main body 1 has a span of one beam in the direction between the beams, and the top floor to the fourth floor are allocated to the residential floor, and the third floor to the first floor are allocated to the non-residential floor.
The dwelling floors have an earthquake-resistant wall structure on each floor, and constitute the earthquake-resistant wall structure 3 as a whole. The non-residential floor is constituted by a ramen structure 4 composed of a frame having no earthquake-resistant wall. 2 which is arranged opposite to the above “span”
It is a unit between pillars of a book, and one span is one unit,
That is, this is a case where there are two columns. The span length means the linear distance between the columns, and the number of spans means the number of spans.

The earthquake-resistant wall structure 3 is composed of two upright columns 31 which are arranged opposite to each other at a predetermined interval, and a plurality of columns vertically installed between the columns at the floor positions (including the roof floor) of each floor. And the upright pillar 31 and the frame beams 32 of the upper and lower floors, and an earthquake-resistant wall 33 integrated therewith.
An opening 34 is provided at the center of the earthquake-resistant wall 33 on each floor, and is divided into two left and right earthquake-resistant walls 33L and 33R at one span between the columns. Boundary beams 35 are provided above and below the opening 34. The opening 34 is substantially rectangular, and its height is obtained by subtracting the height of the boundary beams 35 on the upper and lower floors from the floor height. The shape, height and width of the opening are considered in terms of structural performance such as horizontal rigidity and horizontal strength or the width required as a passage in the architectural planning considering the relationship between the left and right two shear walls 33L and 33R. It can be arbitrarily determined from the viewpoint. In FIG.
The frame beam 32 and the earthquake-resistant wall 33 are vertically arranged in layers from the top floor to the fourth floor, forming a single-layer earthquake-resistant wall as a whole. The openings 34 provided in the multi-story earthquake-resistant wall are also arranged in a multi-story manner to form one multi-story opening.

The upright pillars 31 are provided at both ends of the earthquake-resistant wall 33 of each dwelling unit, and extend straight vertically from the top floor to the middle floor (fourth floor position). The span length (L2) is determined by a building plan so as to satisfy the required space requirement of each dwelling unit. The cross-sectional shape of the column 31 is often a rectangle, a rectangle, a circle, or the like, but any shape may be used as long as the column 31 can function as a column. This is the same for the later-described inclined column.

The frame beam 32 supports the vertical load of the floor slab of each floor, and is integrally joined to the left and right earthquake-resistant walls 33L and 33R to function as a reinforcing beam for the earthquake-resistant wall 33. In order to enhance the effect as a reinforcing beam, the beam width of the frame beam 32 is often made larger than the wall thickness of the earthquake-resistant wall 33. When the beam width of the frame beam 32 is made equal to the wall thickness of the earthquake-resistant wall, the beam form does not protrude from the wall surface, the formwork is simplified, the appearance of the completed living room is excellent, and the storage of furniture is obstructed. Things are gone.

The earthquake-resistant wall 33 is a planar structural member having an arbitrary wall thickness and effectively shares stress mainly against horizontal force such as seismic force. The earthquake-resistant wall 33 is often arranged on a building plan as a door boundary wall in order to divide the boundary between each dwelling unit, but may be arranged on a structural plan. The wall thickness is determined from the sound insulation performance between adjacent dwelling units, the strength as a structural member, and the horizontal rigidity. The structure type is generally a reinforced concrete structure (hereinafter referred to as “RC structure”), but a steel brace may be built in the wall body. In addition, a steel frame brace can be used as a steel-framed earthquake-resistant wall. Left and right two earthquake-resistant walls 33L, 33R in each floor
Is a vertical member capable of transmitting a vertical load to the lower floor while one side facing the opening 34 is surrounded by columns 31 and frame beams 32 (reinforcement beams) on the upper and lower floors. Since the two shear walls 33L and 33R are integrated by the boundary beam 35, they function as a frame.

The structural type of the boundary beam 35 is RC, steel reinforced concrete (SRC) or steel concrete (SC).
Construction) or steel construction. Boundary beam 35 during an earthquake
Since a large bending moment and a shearing force are generated, the cross-sectional specifications are particularly effective for the shear strength. In RC construction, it is necessary to increase the stirrup diameter of stirrups and increase the spacing, but it is more effective to use high-strength reinforcing bars and X-shaped shear reinforcing bars. In SRC, SC and steel structures, H-shaped steel is often used as a steel frame member, and general steel (for example, SN400B, SN490B, etc.) is often used as a steel material type. In the structure in which the earthquake-resistant wall structure 3 and the rigid frame structure 4 are made of RC or SRC and the boundary beam 35 is made of steel, the toughness of the structure can be increased by utilizing the deformation performance of the boundary beam 35. it can. Since the steel structure is rich in toughness, even if the end of the material of the boundary beam 35 yields during an earthquake, it retains its deformation performance and absorbs energy.

When the boundary beam 35 is made of a steel structure made of a tough steel material, it is preferable to use a low yield point steel having excellent toughness performance. The elongation performance of a general-purpose steel material is 20% at break, while the elongation performance of a tough steel material is 40% or more at break. In addition, the yield point strength of the tough steel material is smaller than that of the general steel material. That is, the tough steel material yields with a low strength, but exhibits high toughness until fracture after yielding. Although not shown, when an H-beam is used for the boundary beam 35, one of the flange and the web may be a tough steel material and the other may be a general steel material. The toughness steel material is not limited to the above-mentioned H-section steel and steel structure, but the member cross-section and structure type (SRC structure, S
C). The vertical load of the floor slab is
Is transmitted to the columns 31 at both ends via the two earthquake-resistant walls 33L and 33R. When seismic force is applied, the boundary beam 35 connects and integrates the two seismic walls 33L and 33R that are going to behave separately, so that the left and right seismic walls 33L and 33R become one.
It is established as one structural member.

Although not shown, the boundary beams 35 can be provided not on each floor but on any floor. For example, the uppermost floor (the roof in FIG. 1) and the lowermost floor (3 in FIG. 1) of the earthquake-resistant wall structure 3
Large ones can be provided at two places (floor) and not located on the middle floor. One place may be provided every several floors. Any mechanism having a function of a vertical support member that can prevent the lowermost fulcrum of the earthquake-resistant wall structure 3 from moving in the vertical direction may be used.

The ramen structure 4 includes the earthquake-resistant wall structure 3
, And has an inclined column 41 and a support beam 42.
The two inclined columns 41 are disposed facing each other at a predetermined interval, and their heads are joined to and connected to the legs of the columns 31 of the earthquake-resistant wall structure 3. The legs of the inclined column 41 are inclined so as to diverge outwardly in the same frame surface as the earthquake-resistant wall structure 3, and are disposed at intervals L1 wider than the span length L2 of the earthquake-resistant wall structure 3. Fixed on top. Therefore, the left and right inclined columns 41, the underground beam 23 (foundation beam) connecting the two inclined columns 41, 41 at the base end, and the upper beam 42 ′ connecting the column head of the inclined column 41 (the above-mentioned earthquake-resistant wall structure) (A beam on the fourth floor in the case of this embodiment) which is located at the boundary with the body) and is joined to each other to form a substantially trapezoidal frame frame. The upper beam 42 ′ is formed of a framing material having higher strength than the other beam members 32 of the earthquake-resistant wall structure 3. This is because a large axial force is applied by the acting force at the time of the earthquake as described later.

Further, in this ramen structure 4, the material axis of the two inclined columns 41 forms an eight-shape, and the intersection of the extension lines is located in the middle of the earthquake-resistant wall structure to form a vertex T. (See FIGS. 2 to 7). The triangle drawn by the earthquake-resistant wall 33 including the apex T, the two inclined columns 41, and the underground beam 23 has a virtual truss structure. For this reason, the present ramen structure 4 has a composite structure in which the truss structure is added to the characteristics of the ramen frame. Further, between the inclined columns, a support beam 42 is erected horizontally at the floor position of each floor. When these support beams 42 are integrally joined to the inclined columns 41, they similarly constitute a frame frame. As long as the vertical load of the floor slab of each floor is only supported, the support beam 42 may be one in which the material end is pin-joined to the inclined column 41. Further, the support beam is not necessarily required to be provided depending on the mode of the inclined column or the height. Although not shown, when the span length of the support beam increases, an intermediate column may be erected at an arbitrary position in the middle of the span.

The ramen structure 4 has a large space S inside as described above. This space S is, for example, a parking lot, a meeting room, a plaza, a park,
Used for a wide range of applications such as amusement arcades. Reference numeral 5 in the figure denotes a cantilevered slab with handrails formed on both sides of the earthquake-resistant wall structure, and the right side in the figure is used as a common corridor, and the left side is used as a balcony.

The structural features of the structure shown in FIG. 1 when seismic force is applied will be described with reference to FIGS. In these figures, the seismic force is a total of 10 as the sum of the horizontal forces applied to each floor from the right side of the simplified structure model.
A concentrated load is applied to the floor. The action point P is changed into three modes in relation to the above-described vertex T of the virtual truss structure. FIGS. 2 and 3 show the case where the action point P coincides with the vertex T. FIGS.
6 and 7 show the case where the action point P is located above the vertex T. FIG. 8 and 9 show the lower floor of the earthquake-resistant wall structure 3 (corresponding to the third floor).
The structural changes caused by the seismic force of a conventional structure in which a framed structure 4 composed of upright columns and beams having no earthquake-resistant wall are shown in FIG. Note that the inclination angles of the inclined columns of the structure models in FIGS. 2 to 7 are constant.

First, referring to a conventional example (FIGS. 8 and 9), when a horizontal load is applied to a structure by seismic force, as shown in a bending moment diagram (hereinafter referred to as an M diagram) in FIG. , An axial force and a shear force act and a bending moment is generated. These forces directly deform the skeleton structure so as to be shifted in the horizontal direction as shown in FIG. 9, and cause severe shaking at the upper part of the earthquake-resistant wall structure 3. Even if the earthquake-resistant wall structure 3 has a large horizontal strength and a horizontal rigidity, this structure collapses without being able to withstand the above-described acting force because the horizontal rigidity and the strength of the ramen frame structure thereunder are low.

FIG. 2 is an M diagram when the point of action of the seismic force coincides with the vertex of the truss structure. In this case, the seismic force is applied to the apex T only as a horizontal force. Therefore, only the axial force is generated on the inclined column, and no bending moment is generated. Similarly, only the axial force is applied to the upper beam and the foundation beam.
In particular, since the upper beam uses a skeleton material having a higher strength than the beam material of the earthquake-resistant wall structure 3, no deformation or breakage occurs in this portion. The ramen structure 4 functions as a truss structure. The axial force deformation of the inclined column causes slight horizontal deformation of the rigid frame structure, and the shear wall structure 3
Acts as a rotational deformation of the fulcrum. As can be seen in FIG. 3, the shear wall structure 3 tilts in the direction of the acting force, but the amount is only slight, and the entire structure is stable without significant shaking at the upper part.

FIG. 4 shows that the action point P is higher than the vertex T by H / 14.
FIG. 3 is an M diagram when the camera is at a lower position (H is the height of a building). The seismic force is applied to the apex not only as a horizontal force but also as a counterclockwise bending moment. Therefore, an axial force and a bending moment are generated in the inclined column (see the rigid frame structure in each drawing). The ramen structure 4 functions as a composite structure of the ramen frame and the truss structure against such an acting force. FIG. 5 shows a deformed state of the structure corresponding to FIG. At the column head of the inclined column, horizontal deformation in the load direction of the seismic force is added by the bending moment of the inclined column to the horizontal deformation generated in the case of FIGS. The degree of deformation increases as the point of action moves away from the vertex. However, the earthquake-resistant wall structure 3 is deformed so as to incline in a direction opposite to the acting force with respect to the rigid frame structure 4, and the swing of the whole structure is relatively suppressed.

FIG. 6 is an M diagram when the point of action of the seismic force is higher than the apex and the point of action P is higher than the apex T by H / 14. The seismic force is applied to the top of the virtual truss structure as a horizontal force and a clockwise bending moment. Therefore, an axial force and a bending moment are generated in the inclined column, and the rigid frame structure 4 functions as a composite structure of the rigid frame and the truss structure. However, since the bending moment acts on the rigid frame structure as a clockwise rotating force, the horizontal deformation of the column head of the inclined column is the horizontal deformation in FIGS. 1 and 2 minus the horizontal deformation due to the bending moment. Therefore, depending on the value of the bending moment, the ramen structure is slightly deformed so as to be pushed back in the opposite direction of the seismic force, and the horizontal rigidity of the frame is a negative value (in other words, infinite horizontal rigidity). Is shown. However, as seen in FIG. 7, unlike the case of FIG. 5 described above, the earthquake-resistant wall structure 3 located above the rigid frame structure 4 is swung in the direction of the same acting force by the above acting force. Is farther than the top, the shaking becomes severe. Therefore, when setting the action point higher than the vertex of the virtual truss, it is better to select the action point as close to the vertex as possible.

In this manner, the above-mentioned structure has the horizontal rigidity of the rigid frame structure 4 because the rigid frame structure 4 joined to the lower part of the earthquake-resistant wall structure 3 functions as a composite structure of the rigid frame structure and the truss structure. The horizontal strength is much higher than that of a conventional rigid frame with columns simply standing upright (see examples in FIGS. 8 and 9), indicating a value comparable to the horizontal rigidity of the earthquake-resistant wall structure 3 located on the upper floor. . As a result, although the ramen structure 4 is joined to the earthquake-resistant wall structure 3,
The structure has a good balance of vertical rigidity and horizontal strength.

The shape of the virtual truss structure of the ramen structure 4 changes by adjusting the inclination angle of the inclined column.
Therefore, the ramen structure 4 can be changed by changing the inclination angle.
You can freely adjust the horizontal rigidity. Of course, it is also possible to have a horizontal rigidity greater than that of the earthquake-resistant wall structure 3. Further, the change in the shape of the truss structure due to the adjustment of the inclination angle of the inclined column greatly affects the seismic performance of the entire structure, as is clear from the description of FIGS. That is, in order for the ramen structure 4 to function as a composite structure of the ramen frame and the truss structure, and to make the most of the features in combination with the earthquake-resistant wall structure 3, the top of the virtual truss and the seismic force It is preferable to set the inclination angle of the inclined column of the ramen structure 4 so that the point coincides or the virtual truss vertex is located higher than the seismic force action point. Even in the case where the inclination angle of the inclined column becomes sharper and the virtual truss vertex is lower than the seismic action point, it is superior to the conventional example (FIGS. 8 and 9) in terms of good structural mechanics balance. However, in terms of earthquake resistance, it is desirable to set the inclination angle of the inclined column so that the vertex of the virtual truss is as close to the seismic action point as possible.

The structure of the above embodiment has the following additional features. In this structure, the axial force prevails in the stress generated in the inclined column 41 during the earthquake.
Can be made smaller. Inclined pillar 41
The tower length of the structure (= height of the structure)
_/ Pole length) can be reduced. Therefore, the vertical force (pulling force or compressive force) generated on the foundation is reduced by the bending moment that tries to overturn the building during an earthquake,
The foundation and piles can be made smaller, and the building can be made higher.

[0034] Figure 10 shows a two-story earthquake-resistant wall structure
Is extracted and replaced with a simple model.
FIG. 3 shows a general deformed view when "" is added. 2
The three shear walls 33L and 33R bear horizontal shear
Deforms shape and rotation. However, on the side facing the opening 34
Is the effect of returning the boundary beam 35 to restrain the vertical deformation
There is only. Therefore, the earthquake-resistant wall structure 3 is large on the boundary beam 35.
Stress (bending moment and shear force)
Absorb that energy. Large cross section of boundary beam 35
By adjusting the size and strength, the shear strength of the
Force, horizontal rigidity can be adjusted substantially. That is,
The nature of the three elements: opening 34, shear wall 33, and boundary beam 35
By adjusting the performance and shape, the structure of the earthquake-resistant wall structure
Performance is determined. In other words, the earthquake resistant wall structure
Assuming that the shear wall 33 bears the shearing force,
The horizontal rigidity and the horizontal strength are adjusted by the boundary beam 35. Therefore,
In this structure, the provision of the boundary beams 35
Between the rigid frame structure with the inclined columns and the shear wall structure
In addition to the structural features of the combination, the toughness of strong shear walls
Is added. For this reason, the inclination column 41
The horizontal rigidity and strength of the frame are increased, and the entire building
It has a good balance of horizontal rigidity and proof strength in the vertical direction
It has become

The structural type of the structure body 1 composed of the earthquake-resistant wall structure 3 and the rigid frame structure 4 is RC type, SRC type, SC type.
Although the structure and the steel structure are generally used, the present invention is not limited to these structural types, and other structures may be used as long as they can exhibit their respective functions.

The composite structure of the earthquake-resistant wall structure and the rigid frame structure according to the present invention can take various modifications. This will be further described below. Second Embodiment FIG. 11 shows a second embodiment of the present invention. In this embodiment, a rigid frame structure 104 having an inclined column 141 is joined to a lower portion of the earthquake-resistant wall structure 103, and an earthquake-resistant wall structure 203 is joined to a lower portion of the rigid frame structure 104. That is,
The structure body 101 is a 1-span, 7-storey scale, and in order from the top floor, the earthquake-resistant wall structure 103 (7th to 5th floors), the ramen structure 104 (4th floor), and the earthquake-resistant wall structure 203 (3
From the first floor to the first floor).

The upper and lower earthquake-resistant wall structures 103, 20
No. 3, the earthquake-resistant walls 133 and 233 are fixed on each floor between the upright columns as in the first embodiment. An opening 134 having a boundary beam 135 in the center is formed in the shear wall of the upper shear wall structure 103, and a boundary beam is provided on one side (left side in the figure) of the shear wall 233 of the lower shear wall structure 203. 235
Is formed. The relationship between the upper earthquake-resistant wall structure 103 and the intermediate ramen structure 104 is the same as in the first embodiment. The inclination angle of the inclined column 141 of the ramen structure 104 is set based on the relationship between the virtual truss of Embodiment 1 and the point of action of the seismic force. The beam 142 ′ located at the boundary between the rigid frame structure 104 and the upper earthquake-resistant wall structure 103 uses a frame material having higher strength than the frame beam 132 of the earthquake-resistant wall structure 103.

The lower earthquake-resistant wall structure 203 is integrated with the rigid frame structure 104 by rigidly connecting the upright columns 231 to the legs of the inclined columns 141 of the rigid frame structure 104. Since the column bases of the inclined columns 141 of the ramen structure are wider than the column caps, the span length of the lower earthquake-resistant wall structure 203 can be longer than the span length of the upper earthquake-resistant wall structure 103. As a result, different dwelling unit plans can be selected for the upper and lower floors with the ramen structure 104 interposed therebetween, and the degree of freedom in design further increases. The structure according to the present embodiment has a floor without an earthquake-resistant wall in the middle of the upper and lower earthquake-resistant wall structures 103 and 203, and this floor has a ramen structure 104 having an inclined column 141.
And the upper and lower earthquake-resistant wall structures 10
In order to provide horizontal rigidity, horizontal resistance, and toughness equivalent to that of 3,203, the entire structure has a seismic structure more than a structure with a multi-story shear wall structure.

Third Embodiment FIG. 12 is a front view of a structure according to a third embodiment of the present invention. This building has 14 floors, with the top floor to the fourth floor being the residential floor where the living space is formed, and the lower three floors being the non-residential floor. This structure is composed of three spans. The street signs at the pillar position are in order from left to right, I through,
Displayed as II, III, IV. That is, the first span is I
The second span indicates between II and III, and the third span indicates between III and IV.

In the first span and the third span, from the top floor to the fourth floor, the earthquake-resistant wall structures 303 (303R, 303L)
Is built across the central corridor 306. In the left and right earthquake-resistant wall structures 303R and 303L in the figure, openings 334 are formed near the outer sides of the earthquake-resistant wall 333, respectively. The left and right earthquake-resistant wall structures 303R and 303L are in the middle corridor 3 of the second span.
06.

In this structure, a ramen structure 304 is provided from the third floor to the first floor. The inclined column 341 of the rigid frame structure 304 whose column capitals are rigidly connected to the legs of the I-standing upright pillar and the IV-standing upright pillar of the earthquake-resistant wall structure 303 extends outward to the base and extends to the foundation. I have. Upper beam 342 ′ (shear-resistant wall structure 30) connecting the capitals of both inclined columns 341 to each other
3 is formed of a framing material having a higher strength than the frame beams 332 of each floor of the earthquake-resistant wall structure 303 or the other support beams 342 of the rigid frame structure 304. The two inclined columns 341, the upper beam 342 ′, and the foundation beam 323 are joined, and the outer shape is substantially trapezoidal. Also,
In this structure, reinforcing columns 307 are erected at the II and III passages in the inner space of the ramen structure, and these column heads are joined to the bases of the upright columns of the II or III shear wall structure 303. is there.

According to the present embodiment, not only the same structure as the embodiment of FIG. 1 but also the combination of the rigid frame structure 304 and the earthquake-resistant wall structure 303, as well as a relatively large building having a central corridor. The present invention which is excellent in earthquake resistance can be applied. Also, the shear wall structure itself has excellent toughness because the boundary beam is provided at the opening. In this embodiment,
Although the left and right earthquake-resistant wall structures 303R and 303L are provided with openings 334 of the same shape and the same position, the present invention is not necessarily limited to this, and openings of different shapes and different positions may be provided. it can.

The present invention can be variously modified in addition to the above embodiments. In the case of the opening formed in the earthquake-resistant wall of the earthquake-resistant wall structure, the installation position can be variously selected according to the design plan of the structure. For example, as shown in FIG. 13, one place is provided on each floor in contact with one of the upright columns (reference numeral 43 in the figure).
4), or two places may be provided so as to be in contact with both upright pillars on each floor as shown in FIG. 14 (see reference numeral 534), or as far as the middle floor as shown in FIG. Reference numeral 634) Other floors may be left unopened. Each of these openings has the same structure as the above-described three embodiments.

With regard to the ramen structure, the inclined column may have various cross-sectional shapes as long as it forms the above-mentioned substantially triangular virtual truss structure. Although not shown, for example, a variable section material in which the width of the pillar is narrowed linearly from the column cap toward the column base on the first floor may be used. Conversely, a material having a variable cross section in which the width of the pillar is increased linearly from the column head toward the column base may be used. Further, although the found width of the pillar is such that the outer shape line facing the outside from the column head is inclined, a variable cross-section material in which the outer shape line facing the inside is vertical may be used.

The inclined column of the ramen structure does not need to directly connect its column cap to the leg of the upright column of the earthquake-resistant wall structure.
What is necessary is just to join to the leg part of the whole earthquake-resistant wall structure. Although not shown, the upright column of the earthquake-resistant wall structure is extended downward as it is and connected to a position intersecting the column base of the inclined column, and the column head of the inclined column is located inside the upright column at the bottom of the earthquake-resistant wall structure. (For example, the side end position of the fourth floor which is the lowest floor in the embodiment of FIG. 1). With this configuration, there is an advantage that the inclined pillar does not protrude from the outer wall surface of the building and the appearance of the building is improved. The upright columns are intended to support the long-term axial force transmitted from the columns on both sides of the upper floor earthquake-resistant wall structure, and do not significantly resist seismic forces. The seismic force is mostly borne by the inclined columns.

Further, it is necessary for the ramen structure to have at least one space having no earthquake-resistant wall on all floors. It is). If necessary, an earthquake-resistant wall may be incorporated at a specific floor. Further, an underground structure can be provided under the column base of the inclined column of the ramen structure. The underground structure is used for an underground parking lot, a machine room, a warehouse, and the like. There is an advantage that the span length of the underground structure is longer than the span length of the dwelling unit floor, so that parking lot planning can be facilitated.

In each of the above-described embodiments, the present invention is applied to the structure of the apartment house in the direction between the beams. However, the present invention is not limited to this. Applicable. The floor type of the standard floor of the apartment complex is not limited to the one-way corridor type or the middle-type corridor type, but may be a hollow core type, a geese type or the like. In addition, the use of the building is not limited to the condominium, but can be widely applied to structures of buildings for other uses such as offices and hotels. Furthermore, although the foundation structure has been described with reference to a pile foundation, the present invention is not limited to this, and may be a direct foundation.

[0048]

As described above, according to the present invention, a ramen structure having an inclined column extending divergently is connected to the lower floor of the earthquake-resistant wall structure, and the ramen structure is imagined based on the characteristics of the ramen frame. The truss structure has a very high level of horizontal rigidity and horizontal strength, and the floor without the earthquake-resistant wall is located below the earthquake-resistant wall structure. It is possible to provide a structure that is balanced in terms of points. Also, since the earthquake-resistant wall structure has an opening provided with a boundary beam on the earthquake-resistant wall of any floor, the structure of the earthquake-resistant wall structure is changed by changing the shape, position, or member performance of the boundary beam. Target performance can be adjusted appropriately. In addition, by providing openings and boundary beams for the earthquake-resistant wall structure having high horizontal rigidity and strength, the seismic response value can be reduced and structural toughness with excellent deformation performance can be imparted. A structure excellent in horizontal proof stress and toughness can be provided.

Further, according to the present invention, since the stress acting on the inclined column during the earthquake is dominated by the axial force and the bending moment and the shearing force are reduced, the shaking at this portion during the earthquake is small, and The shaking of the wall structure can be suppressed,
The structurally organic coupling between the earthquake-resistant wall structure and the ramen structure secures the pillars in a healthy state, thereby improving the earthquake resistance of the building.

Further, the ramen structure can be used as a parking space, a meeting room, a plaza, a playground, or a variety of use spaces different from a house such as a piloti and a blown-out space, so that the degree of freedom or design flexibility can be improved. A structure with rich properties can be constructed.

Furthermore, in the rigid frame structure, the shape of the virtual truss structure can be changed by changing the inclination angle of the axis of the inclined column, so that the horizontal rigidity can be freely adjusted. By increasing the length between the columns at both ends of the lowest floor of the structure, the tower ratio (= structure height _/ length between columns) of the structure can be reduced, which allows Vertical force (pulling force or compressive force) generated on the foundation due to overturning moment
The size of the foundation can be reduced, and the size of the foundation and the pile can be reduced. These are all effects brought by inclining the inclined column without increasing the cross-sectional performance thereof, and the cost can be kept relatively low.

[Brief description of the drawings]

FIG. 1 is a front view of an inter-beam direction structure according to a first embodiment of the present invention.

FIG. 2 is an explanatory diagram showing a behavior of the structure of FIG. 1 during an earthquake, and is an M diagram in a case where a vertex of a virtual truss structure coincides with an earthquake action point.

FIG. 3 is a diagram showing a deformed state of the structure in the case of FIG. 2;

FIG. 4 is an explanatory diagram showing the behavior of the structure of FIG. 1 during an earthquake, wherein the top of the virtual truss structure is H / 1 higher than the point of seismic action;
FIG. 8 is an M diagram in a case where it is located only 4 above.

FIG. 5 is a diagram showing a deformed state of the structure in the case of FIG. 4;

FIG. 6 is an explanatory diagram showing the behavior of the structure of FIG. 1 during an earthquake, wherein the vertex of the virtual truss structure is H / 1 higher than the point of seismic action;
FIG. 8 is an M diagram when the device is located only 4 below.

FIG. 7 is a view showing a deformed state of the structure in the case of FIG. 6;

FIG. 8 is an M diagram when a seismic force is applied to the structure of FIG. 16 (conventional example).

FIG. 9 is a diagram showing a deformed state of the structure in the case of FIG. 8;

FIG. 10 is an explanatory view showing the behavior of the two-story earthquake-resistant wall structure of the structure of FIG. 1 during an earthquake.

FIG. 11 is a front view of an inter-beam direction structure according to a second embodiment of the present invention.

FIG. 12 is a front view of an inter-beam direction structure according to a third embodiment of the present invention.

FIG. 13 is a front view of the inter-beam structure showing a modification of the position of the opening formed in the earthquake-resistant wall.

FIG. 14 is a front view of an inter-beam direction structure showing another modification of the position of the opening formed in the earthquake-resistant wall.

FIG. 15 is a front view of an inter-beam direction structure showing still another modified example of the position of the opening formed in the earthquake-resistant wall.

FIG. 16 is a plan view of a reference floor in a conventional example.

FIG. 17 is a front view of a conventional structure between beams.

[Description of symbols in the figure]

1 Structure main body 2 Basic structure 3, 103, 203, 303-Earthquake-resistant wall structure 4 , 104, 304 ... ramen structure 31, 231 ... upright column 32, 332 ... frame beam 33, 133, 333 ...・ Earthquake-resistant wall 34,334,434,534,634 ・ ・ ・ ・ Opening 41,141,341 ・ ・ ・ ・ ・ ・ Slope column 35,135,335 ・ ・ ・ ・ ・ ・ ・ Boundary beam

──────────────────────────────────────────────────続 き Continuation of the front page (56) References JP-A-60-212537 (JP, A) JP-A-8-338154 (JP, A) JP-A-9-13739 (JP, A) JP-A-1 125474 (JP, A) JP-A 2-150309 (JP, U) JP-A 53-134714 (JP, U) (58) Fields investigated (Int. Cl. ⁷ , DB name) E04H 9/02 E04B 1 / 20

Claims (7)

(57) [Claims] An earthquake-resistant wall structure having a plurality of floors is joined to a ramen structure having a floor having no earthquake-resistant wall in at least a part thereof at a lower portion thereof. A seismic wall structure is formed by integrating a single earthquake-resistant wall into a frame composed of two upright columns facing each other and frame beams on the upper and lower floors. At least some floors have two earthquake-resistant wall structures. By forming an opening without a vertical member in the middle part between the standing columns and providing a boundary beam on the upper side of this opening, the earthquake-resistant walls on the left and right of the opening are integrated as a structural member via the boundary beam On the other hand, the ramen structure has a pair of inclined columns which are spaced apart in the same frame surface as the earthquake-resistant wall structure and inclined outward and divergent toward the outside, and the column heads of these inclined columns are Connected to the legs of the wall structure, and at the boundary with the earthquake-resistant wall structure An upper beam made of a shaft material having a greater strength than the beam of the diaphragm wall structure is erected, and a substantially trapezoidal frame is formed by the upper beam, a lower beam such as a foundation beam, and a pair of the inclined columns, An earthquake-resistant building structure characterized by the following. 2. A seismic wall structure having a plurality of floors, and a ramen structure having at least a part of a floor without a seismic wall is joined to a lower portion of the seismic wall structure. An anti-seismic wall structure is formed by integrating an anti-seismic wall into a framework consisting of two opposing upright columns and frame beams on the upper and lower floors. By forming an opening at the side end that does not have a vertical member with an alligator on the side end, and providing a boundary beam on the upper side of this opening, the earthquake-resistant wall and the upright column are structured via the boundary beam. On the other hand, the ramen structure has a pair of inclined columns which are spaced apart in the same frame surface as the earthquake-resistant wall structure and are inclined outward and divergently outward. The column capital is connected to the leg of the above-mentioned earthquake-resistant wall structure, and An upper beam made of a shaft material having a higher strength than the beam of the earthquake-resistant wall structure is erected at the boundary with the body, and a substantially trapezoidal frame is formed by the upper beam, a lower beam such as a foundation beam, and a pair of the inclined columns. A seismic building structure, characterized in that: 3. The earthquake-resistant building structure according to claim 1 or 2, wherein the earthquake-resistant wall structure is further joined to a lower portion of the frame structure, so that the frame structure is arranged between the upper and lower earthquake-resistant wall structures. An earthquake-resistant building structure, which is provided. 4. The earthquake-resistant building structure according to claim 1, wherein the boundary beam of the opening is formed of a low yield point steel having high toughness. 5. The inclination angle of the two inclined columns of the rigid frame structure is substantially equal to or equal to the height of the point of application of the horizontal load to the building due to the earthquake at the intersection where the axes of the both inclined columns are extended. The earthquake-resistant building structure according to any one of claims 1 to 3, wherein the building is set so as to be positioned higher than the building. 6. The angle of inclination of both the inclined columns of the ramen structure, the intersection of the axes of the both inclined columns being closer to the point of application than the point of application of the resultant force of the horizontal load on the building due to the earthquake. The earthquake-resistant building structure according to any one of claims 1 to 3, wherein the building is set to perform the following. 7. The earthquake-resistant building structure according to claim 1, wherein a beam width of the frame beam is equal to a wall thickness of the earthquake-resistant wall connected to the frame beam.