JPH1136650A - Aseismatic building structure - Google Patents

Abstract

PROBLEM TO BE SOLVED: To ensure good structural characteristics such as horizontal strength and horizontal rigidity without impairing profitability, while arranging stories with no aseismic walls as successive layers in an aseismic wall structure having plural stories, and to greatly enhance the flexibility of building designs. SOLUTION: A rigid-frame structure 4, at least a portion of which involves stories with no aseismic walls 33, is joined with the bottom of an aseismic wall structure 3 having plural stories. The aseismic wall structure 3 is formed by integrating a framework, which consists of opposite upright columns 31 on each story and frame beams 32 for upper and lower stories, with the aseismic walls 33. The rigid-frame structure 4 has a pair of inclined columns 41 spaced apart and inclined in such a way as to diverge outward within the same frame plane, and the capital of each inclined column 41 is connected to a leg part of the aseismic wall structure 3. An upper beams 42' at the stories of the rigid- frame structure 4 with no aseismic walls are formed by skeletal members having a greater strength than the frame beams of the aseismic wall structure 3.

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. 15 shows an example of a reference floor of an apartment house having such a shear 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). In addition, in the direction between the beams indicated by the arrow Y, a seismic wall E of the dwelling unit of each dwelling unit is used as the earthquake-resistant wall E, so that a reinforced concrete-made earthquake-resistant wall structure is continuously arranged from the upper floor to the lowest floor.

[0004] In the earthquake-resistant wall structure, the frame and the wall integrally resist the vertical load and the 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 in the middle floor or lower floor, the horizontal strength of this part will be extremely low within the same frame, stress will be concentrated on the frame of the floor, or the frame will withstand excessive axial force. This is because the building cannot be collapsed and the building collapses easily. For example, a rigid frame J including an upright column H, an upper beam G and a supporting beam I is provided below a multi-story shear wall structure F as shown in FIG.
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 column H of the lower frame frame J, the horizontal strength determined by the bending strength or shear strength of the upright column H in the frame frame J is as follows. There is a tendency that it is extremely small compared to the horizontal strength of the upper floor earthquake-resistant wall structure F. 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.

[0008] An object of the present invention is to provide structural members such as horizontal proof strength and horizontal rigidity without losing economical efficiency while arranging floors having no earthquake-resistant walls in a multi-story structure. An object of the present invention is to provide a seismic building structure that is rich 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 is formed by integrating a frame composed of upright columns facing each floor and frame beams on the upper and lower floors with the earthquake-resistant wall. The ramen structure has a pair of inclined columns that are spaced apart and inclined outward and outward in the same frame surface, and the column heads of these inclined columns are connected to the legs of the earthquake-resistant wall structure. is there. Further, the upper beams of the ramen structure that do not have the above-mentioned earthquake-resistant wall are formed of a frame material having higher strength than the frame beam of the earthquake-resistant wall structure.

[0010] The invention of claim 2 is based on the earthquake-resistant building structure according to claim 1, and further comprises connecting the earthquake-resistant wall structure to a lower portion of the rigid-frame structure to thereby provide a rigid frame between the upper and lower earthquake-resistant wall structures. The feature is that the structure is provided.

According to the third aspect of the present invention, the first and second earthquake-resistant wall structures are arranged side by side on the same floor with a central corridor interposed therebetween. Each of the first and second earthquake-resistant wall structures integrates an earthquake-resistant wall into a frame composed of an upright inner pillar on the middle corridor side of each floor, an upright outer pillar facing the inner pillar, and frame beams on the upper and lower floors. Let me do it. The ramen structure has upright reinforcing columns in addition to the pair of inclined columns. The upright reinforcing column is located between the two inclined columns and supports the vicinity of the leg of each inner column of the first and second earthquake-resistant wall structures.

In the present invention, the frame structure may be a frame having no earthquake-resistant wall as a whole, or a frame having an earthquake-resistant wall on some floors, and is located at a boundary with the earthquake-resistant wall structure. The upper beam, a lower beam such as a foundation beam, and a pair of the above-mentioned inclined columns form a substantially trapezoidal shape. 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 columns 31 which are arranged opposite to each other at a predetermined interval, and a plurality of columns which are horizontally installed between the columns at the floor position (including the roof floor) of each floor. Frame 3
2, the column 31 and the frame beams 32 of the upper and lower floors,
It is composed of an earthquake-resistant wall 33 integrated with them.

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 upright pillar 31 is often a rectangle, a rectangle, a circle, or the like, but any shape may be used as long as it can function as a pillar. 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 earthquake-resistant wall 33 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 finished living room is excellent in appearance, 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. Although FIG. 1 shows a case where there is no opening in the plane of the earthquake-resistant wall 33, an opening having an arbitrary shape may be present within a range that can be established as the earthquake-resistant wall 33. In FIG. 1, the frame beam 32 and the earthquake-resistant wall 33 are four
It is arranged in layers vertically up to the floor, and constitutes one multistory earthquake-resistant wall as a whole. 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.

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 arranged facing each other at a predetermined interval, and their heads are connected to the legs of the upright columns 31 of the earthquake-resistant wall structure 3 by joining. The legs of the inclined column 41 are inclined so as to extend outward in the same frame surface as the earthquake-resistant wall structure 3 outward, 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. Upper beam 4
Reference numeral 2 ′ is formed of a frame 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 shown as a resultant of horizontal forces applied to each floor from the right side of the simplified structure model. Specifically, a concentrated load is applied to the tenth floor position. 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 and the vertex T coincide with each other. FIGS. 4 and 5 show the case where the action point P is located below the vertex T.
6 and 7 show the case where the action point P is located above the vertex T. 8 and 9 show the seismic force of a conventional structure in which a framed structure 4 composed of upright columns and beams having no earthquake-resistant wall on the lower floor (equivalent to the third floor) of the earthquake-resistant wall structure 3 is attached. The structural changes caused by this are shown in contrast.
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 "M diagram") in FIG. An axial force and a shear force act on the upright column, and a bending moment is generated. These forces are applied to the frame structure as shown in FIG.
As shown in the figure, greatly deform so that it is shifted in the horizontal direction,
Intense shaking occurs 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, the frame structure below it has a low horizontal rigidity and a low strength.

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 frame material having a higher strength than the beam material of the earthquake-resistant wall structure 3, deformation and breakage at this portion do not occur. 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 acts as rotational deformation of the fulcrum for the earthquake-resistant wall structure 3. 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 the figure). 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 when 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 ramen structure 4 is swung in the direction of the same acting force by the acting force, and 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.

The structural types of the structure main body 1 composed of the earthquake-resistant wall structure 3 and the rigid frame structure 4 are RC structures, steel frame reinforced concrete structures (hereinafter referred to as “SRC structures”), and steel frame concrete structures (hereinafter “SC structures”). In general, steel structures are used, but 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. 10 shows a second embodiment of the present invention. In this embodiment, a ramen structure 104 having no seismic wall 133 is joined to a lower portion of the seismic wall structure 103, and the ramen structure 104 is further joined.
Is attached to the lower part of the structure. That is, the structure main body 101 is a one-span, seven-story building, and the earthquake-resistant wall structure 103 (from the seventh floor to five
Floor), ramen structure 104 (fourth floor), earthquake-resistant wall structure 2
03 (3rd to 1st floor) is provided. The upper and lower earthquake-resistant wall structures 103 and 203 are each provided with an earthquake-resistant wall 133 and 233 on each floor between upright columns as in the first embodiment.
Is fixed. 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. Beam 142 ′ located at the boundary between ramen structure 104 and upper earthquake-resistant wall structure 103
Uses a frame material having a higher proof strength than the frame beam material of the earthquake-resistant wall structure 103, particularly a higher proof strength in the axial direction.

The lower earthquake-resistant wall structure 203 is integrated with the rigid frame structure by joining an upright column 231 to the leg of the inclined column 141 of the rigid frame structure 104. Since the legs of the inclined columns 141 of the ramen structure are wider than the column heads, 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. This allows
Different dwelling unit plans can be selected for the upper and lower floors with the ramen structure 104 interposed therebetween, further expanding the design freedom. The structure of 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. This floor is framed by the ramen structure 104 having the inclined columns 141, and the upper and lower parts are formed. In order to provide horizontal rigidity, horizontal resistance, and toughness equivalent to those of the earthquake-resistant wall structures 103 and 203 of the above, the earthquake-resistant wall structure has a structure that is equal to or greater than a structure in which the entire structure is a multi-layer earthquake-resistant wall structure.

Embodiment 3 FIG. 11 is a front view showing an embodiment in which the present invention is applied to a structure in the direction of a beam in a one-sided corridor type apartment house. 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. I, II, III
And IV That is, the first span is between I and II, the second span is between II and III, and the third span is III and
Shows the IV section.

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. The configurations of the left and right earthquake-resistant wall structures 303R and 303L in the figure are the same as those in the first and second embodiments. However, unlike the embodiments, the earthquake-resistant wall 333 has an opening 334 formed on the outer side. The left and right earthquake-resistant wall structures 303R and 303L are connected by the middle corridor 306 of the second span.

In this structure, a ramen structure 304 is provided from the third floor to the first floor. The inclined column 341 of the ramen structure 304 having a column head joined to the base of the I-shaped upright column and the IV-shaped upright column of the earthquake-resistant wall structure 303 extends outward to the base. An upper beam 342 ′ (corresponding to a floor beam on the lowest floor of the earthquake-resistant wall structure 303) that connects the column heads of the two inclined columns 341 is formed by a frame beam 332 or a ramen structure 304 on each floor of the earthquake-resistant wall structure 303. The support beam 342 is formed of a skeleton material having a higher strength than the other support beams 342. The two inclined columns 341, the upper beam 342 ′, and the foundation beam 323 are joined, and the outer shape is substantially trapezoidal. In addition, in this structure, reinforcing columns 307 are erected on the second and third passages in the inner space of the ramen structure.
It is joined to the base of the upright pillar of the III-shake wall structure 303.

According to the present embodiment, not only the same structural features 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. In this embodiment, the earthquake-resistant wall structure is the first
Although the span and the third span have the same shape and scale, the present invention is not necessarily limited to this. For example, the top floor of the third span may be smaller than the top floor of the first span. In the ramen structure, the first span may be a floor without any earthquake-resistant walls on all floors (1 to 3 floors), and the third span may be a floor with all floors (1 to 3 floors) or some floors with earthquake-resistant walls. good.

Embodiment 4 FIG. 12 shows a modification of the sectional shape of the inclined column 441 of the rigid frame structure 404. In the above embodiment, the inclined column 441 has a member cross section (the shape of a surface perpendicular to the material axis) that is 1 mm from the column head.
The same thing was used up to the leg of the floor. However, as long as the inclined column itself forms the above-described substantially triangular virtual truss structure, the cross-sectional shape thereof does not matter. As shown in the figure, a variable cross section material in which the width of the column is narrowed linearly from the column head 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.

Embodiment 5 A ramen structure having a sloped column needs to have a space without an earthquake-resistant wall on at least one floor. All are on floors without shear walls). In FIG. 13, the first floor and the second floor are made empty spaces by incorporating the earthquake-resistant wall 533 on the third floor. Ramen structure 5 formed in this case
04 is both inclined columns 541, foundation beams 523, and upper beams 54 on the second floor
2 ′. Therefore, the above-mentioned frame material having a large strength is used for the upper beam 542 'on the second floor. In this structure, the earthquake-resistant wall structure 503 substantially includes the third floor, but the structural characteristics of the combination of the earthquake-resistant wall structure 503 and the ramen structure 504 are the same as those in the above-described embodiment. is there.

Embodiment 6 FIG. 14 shows an embodiment in which the underground structure 7 is provided below the column base of the inclined column 641 of the ramen structure 604. The underground structure 7 is used for an underground parking lot, a machine room, a warehouse, and the like. FIG.
In 4, the span length at the dwelling unit floor (fourth floor or more) is determined from the required space of the dwelling unit, but the span length of the underground structure 7 is made larger than the span length of the dwelling unit floor to facilitate parking lot planning. There are advantages that can be.

It is not necessary to directly connect the column head of the inclined column of the ramen structure to the column base of the upright column of the earthquake-resistant wall structure, but may be connected to the column base of the entire 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 earthquake-resistant wall on the fourth floor which is the lowest floor in the embodiment of FIG. 14). With such a configuration, the inclined pillar does not protrude from the outer wall surface of the building, and there is an advantage that the appearance of the building is improved. The upright columns are for supporting the long-term column axial force transmitted from the columns on both sides of the upper floor earthquake-resistant wall structure.
It doesn't much resist seismic forces. The seismic force is mostly borne by the inclined columns.

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.

[0043]

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, the stress acting on the inclined column during an earthquake is dominated by the axial force and the bending moment and the shearing force are reduced. Therefore, the shaking in this portion is small during the earthquake, and the shaking of the upper floor earthquake-resistant wall structure is also reduced. The columns can be kept in a healthy state by structurally connecting the earthquake-resistant wall structure and the ramen structure organically, and the earthquake resistance of the building can be improved.

In addition, 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 blow-out room, so that the degree of freedom or design flexibility can be improved. A structure with rich properties can be constructed.

Further, in the rigid frame structure, the shape of the virtual truss structure can be changed by changing the inclination angle of the material 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 provided by inclining the inclined column without increasing the cross-sectional performance thereof, so that the cost can be suppressed 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 a front view of an inter-beam direction structure according to a second embodiment of the present invention.

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

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

FIG. 13 is a front view of an inter-beam direction structure according to a fifth embodiment of the present invention.

FIG. 14 is a front view of an inter-beam direction structure according to a sixth embodiment of the present invention.

FIG. 15 is a plan view of a reference floor in a conventional example.

FIG. 16 is a front view of a conventional structure between beams.

[Description of reference numerals in the drawings] 1..., Structure main body 2,..., Basic structure 3, 103, 203, 303, 403, 503,.
Earthquake-resistant wall structure 4, 104, 304, 404, 504 ...
Ramen structure 7 Underground structure 31, 231, 331, 431, 531, ...
Upright pillar 32,332,432,532,632 ...
Frame beams 33, 133, 333, 433, 533 ...
Shear wall 334 ······ Opening 41,141,341,441,541,641 ···
Inclined pillar

Claims (9)

[Claims] 1. A rigid frame structure having at least a part of a floor having no earthquake-resistant wall is joined to a lower part of an earthquake-resistant wall structure having a plurality of floors. And the frame composed of the upper and lower floor frames and the earthquake-resistant wall are integrated. On the other hand, the above-mentioned ramen structure is spaced apart in the same frame surface as the earthquake-resistant wall structure and slopes outward and outward. A pair of inclined columns, the capitals of these inclined columns are connected to the legs of the earthquake-resistant wall structure, and the upper beam of the floor without the earthquake-resistant wall is a frame beam of the earthquake-resistant wall structure. A quake-resistant building structure, which is formed of a skeleton material having greater strength than that of a building. 2. The earthquake-resistant building structure according to claim 1, wherein said earthquake-resistant wall structure is further joined to a lower portion of said frame structure, whereby said frame structure is disposed between said upper and lower earthquake-resistant wall structures. An earthquake-resistant building structure. 3. A structure in which a ramen structure having at least a portion of a floor having no earthquake-resistant wall is joined to a lower portion of the earthquake-resistant wall structure having a plurality of floors, wherein the earthquake-resistant wall structure has a central corridor on the same floor. The first and second earthquake-resistant wall structures are arranged side by side in the direction between the beams, and the first and second earthquake-resistant wall structures are respectively upright inner pillars on the middle corridor side of each floor and An anti-seismic wall is integrated with a frame consisting of upright outer columns facing the frame and upper and lower floor frame beams. On the other hand, the ramen structure is spaced apart from the anti-seismic wall structure in the same frame plane. Have a pair of inclined columns that are divergently divergent toward the direction, the column heads of these inclined columns are connected to the legs of the earthquake-resistant wall structure, and the upper beam that does not have the earthquake-resistant wall is It is formed of a framing material with higher strength than the frame beam of the earthquake-resistant wall structure. And the vicinity of a leg of each inner pillar of the second earthquake-resistant wall structure is supported by an upright reinforcing pillar erected between the pair of inclined pillars. 4. The frame structure is entirely formed as a frame having no earthquake-resistant wall, and is formed of a shaft having a higher strength than a beam of the earthquake-resistant wall structure at a boundary with the earthquake-resistant wall structure. The seismic building structure according to any one of claims 1 to 3, wherein a beam 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. . 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 ramen structure is provided between the inclined columns.
By laying support beams horizontally at intervals below, multiple floors
A frame is formed, and a predetermined number of floors below the top floor of this ramen structure
Each group is integrated with an earthquake-resistant wall to form a earthquake-resistant wall structure,  Located on the boundary between the floor without the shear wall and the floor with the shear wall structure
The supporting beam is made of a bone having higher strength than the frame beam of the earthquake-resistant wall structure.
The earthquake-resistant building structure according to any one of claims 1 to 3, wherein the building is formed by a braided material.
Build. 8. The rigid frame structure has support columns connected on the same axis below the upright columns on both sides of the earthquake-resistant wall structure, and the inclined columns connect the column heads to the vertical portions of the earthquake-resistant wall structure. 3. The earthquake-resistant building structure according to claim 1, wherein the building is connected to a leg located at a position more inward than the standing pillar and is inclined outward and outward. 9. 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.