JP3397749B2 - Seismic frame structure - Google Patents

Description

Detailed Description of the Invention

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to seismic performance suitable for use in a building provided for a composite use in which a non-residential floor such as an office or a store is provided on the lower floor of a residential floor having a plurality of floors. Relates to an excellent earthquake-resistant frame structure.

[0002]

2. Description of the Related Art As a building having an earthquake-resistant structure applied to a high-rise apartment house, for example, one disclosed in Japanese Patent Publication No. 59-14142 is known. In the high-rise building disclosed in the publication, in the longitudinal direction (column direction) of the building,
An intermediate pillar is provided between the main pillars to form a short-span ramen structure, and in the lateral direction of the building (direction between beams), a multi-story earthquake-resistant wall structure is formed. A building provided with such a structure is shown in FIGS.

FIG. 26 is a plan view showing the structure of the building, and FIG. 27 is a front view (direction of the columns) showing the structure of the building. In the figure, reference character A is a main pillar standing on a foundation H at a required interval, B is an intermediate pillar provided between the main pillars, and C is a pillar.
Is a dwelling unit space surrounded by main pillars, D is a shared corridor provided on one side of the dwelling unit space, and E is a balcony provided on the other side of the dwelling unit space. This one-sided corridor type building has a main pillar A and an intermediate pillar at the boundary surface between the dwelling unit space C and the common corridor D or balcony E in the girder direction (longitudinal direction), which is the direction in which the dwelling unit space C is connected. With B, the short-span ramen structures are arranged so as to face each other. In the figure, reference character G is a beam connecting the A main pillar and the intermediate pillar B. Further, in the beam direction orthogonal to the girder direction, the earthquake-resistant wall F, which is the boundary wall of each dwelling unit, is provided between the main pillars A, so that the earthquake-resistant wall F made of reinforced concrete is provided from the upper floor to the lowermost floor. The buildings are arranged in multiple layers.

[0004]

However, the building as described above has a structure in which the intermediate pillars B are erected and the earthquake-resistant walls F are arranged in multiple layers over the entire floors from the top floor to the bottom floor. Therefore, for example, even if an open indoor space with a large span is to be provided on the first floor, the open space cannot be obtained because the earthquake resistant wall F or the intermediate pillar B is erected. As described above, in the above-mentioned conventional building, it is difficult to construct a building to be used for a composite use in which a non-residential floor such as an office or a store is provided on the lower floor of a residential floor, There were restrictions.

The present invention has been made in consideration of the above-mentioned prior art, and its object is to provide a combined use in which a non-residential floor such as an office or a store is provided on a lower floor of a residential floor having a plurality of floors. The structure of the earthquake-resistant frame applied to the building is constructed, and it has abundant structural characteristics such as horizontal proof stress, horizontal rigidity, and toughness without sacrificing economic efficiency, and can greatly improve the flexibility of building design. It is to provide a seismic frame structure.

[Invention of Claim 1] A seismic-resistant frame structure in which a supporting frame portion having one or more floors is joined to a lower floor of an upper frame portion having a plurality of floors, and the upper frame portion includes an upper column and an upper column. , A middle column provided between the upper columns, and an upper beam connecting these in the lateral direction, forming a rigid frame structure, and the supporting frame portion is a supporting column joined to the upper column,
It has a rigid frame structure with transmission beam means for connecting the supporting columns in the lateral direction, and the column base of the lowermost floor of the intermediate column is erected from the middle portion of the span of the transmission beam means, and is located at the bottom of the intermediate column. Pillar of the floor
The vertical force of the leg is transmitted to the support column via the transmission beam means.
The passages are formed and the spans of the transmission beam means are opposed to each other.
Formed in span length between columns, transmission beam means
Beam with a variable cross section that is smaller than the beam formation in the middle part of the span
The span end is integrated with the support column and is rigid.
It is a seismic-resistant frame structure characterized by forming a joint .

In the present invention, the transmission beam means is a span.
The upper side of the
By installing an inverted vertical haunch at the bottom span end
The beam formation at the end of the span is smaller than that at the middle of the span.
It can be In addition, the transmission beam means is
Reverse drop by providing a step on the lower side of the pan edge
A haunch is formed and a beam at the end of the span is formed and a beam at the middle of the span is formed.
It can be smaller than the size. Also transmission
Beam means formed an inverted vertical haunch at the end of the span
It may have a steel-framed truss structure.
In addition, the horizontal rigidity of the entire floor of the supporting frame is
Support by lowering the horizontal rigidity of the entire floor
The skeleton should have damping performance during an earthquake.
it can.

[0008]

[0009]

[0010]

[0011]

[0012]

[0013]

[0014]

[0015]

[0016]

[0017]

BEST MODE FOR CARRYING OUT THE INVENTION Preferred embodiments of the present invention will be described first with reference to Examples. The same reference numerals are used for the same elements in each figure.

<Embodiment 1> FIGS. 1 to 4 show a building of an embodiment to which a seismic frame structure of the present invention is applied. FIG. 1 is a front view in the column direction, and FIG. 2 is a beam direction. A side view, FIG. 3 is a plan view of two or more floors, and FIG. 4 is a plan view of the first floor. Note that in FIG. 1, for convenience, only a half in the column row direction (the range of the left half (X1 to X4) in the column row direction (Y2 in FIG. 3) shown in FIG. 3) is shown.

As shown in FIGS. 1 and 2, the building is a building body 1
And the basic structure 6 that supports it, the building body 1
Is composed of an upper frame part 3 having a plurality of floors and a supporting frame part 4 joined to the lower floor of the upper frame part 3. From the second floor to the top floor is assigned to the dwelling unit floor and constitutes the upper frame part 3. A dwelling unit floor is a floor on which a plurality of dwelling units are gathered and arranged. The first floor is assigned to a non-residential unit floor such as an office or a store, and constitutes the supporting frame portion 4. The first floor overhangs on one side in the beam direction, and the second floor and above are set back. The foundation structure part 6 has a plurality of foundations 62 facing each other, which are constructed at a predetermined interval,
It is composed of a plurality of piles 63 that are driven in the ground to support the foundation 62, and a foundation beam 61 that horizontally connects the foundation 62.

The plane shape of each floor from the second floor to the top floor is
As shown in FIG. 3, the plate shape is narrow in the beam direction and elongated in the girder direction, and the entire planar shape is rectangular (linear). A one-hall corridor system is used for the plan form of the standard floor, and a plurality of dwelling unit spaces C are connected to one common corridor D, and a balcony E is attached to each dwelling unit.

The upper frame part 3 in the direction of the girder of the building
Has an upper pillar 11A and an intermediate pillar 32 provided between the upper pillars 11A and 11A, and the upper pillar 11A and the intermediate pillar 32 are connected by an upper beam 31 to form a ramen structure ( (See FIGS. 1 and 3). The upper pillar 11A is joined to the support pillar 11B immediately below the upper pillar 11A, and forms a pillar member that is erected in a column shape through in the vertical direction (floor direction). Lower pillar 11B
Since the lowest floor of the column is erected from the foundation 62, the column axial force can be supported by the foundation. The column base of the lowermost floor of the intermediate column 32 is erected from the mid-span of the transmission beam means 2 to be described later, and has a tubular column shape. Upper frame part 3
The number of spans in the column direction is 12 spans in the present embodiment, but it goes without saying that it can be set appropriately. The “span” is one unit that is formed between two columns that are arranged opposite to each other. The span length means a linear distance between columns. In each figure, reference numerals X1, X2, X3, ...
.. is the center of the pillar standing on the foundation (street symbol), symbol S is the span length between the columns, symbols X1A, X2A, X3A,
... is the center (street code) of the intermediate column 32, code S11,
S12 is the span length formed by the intermediate column 32.

In the girder direction of the building, the supporting frame portion 4
Is a support column 11B located below the upper column 11A and a transmission beam means 2 for connecting the support columns 11B and 11B in the lateral direction.
And has a ramen structure similar to the upper frame portion 3 (see FIGS. 1 and 4). However, the column base of the lowermost floor of the intermediate column 32 of the upper skeleton 3 is erected from the mid-span of the transmission beam means 2, and no intermediate column is erected on the support skeleton 3. The number of spans in the column row direction of the supporting frame portion 3 is 6 spans. That is, the upper skeleton part 3 has a rigid frame structure having a short span (small span length), and the supporting skeleton part 3 has a large frame (a length corresponding to two spans of the upper skeleton part 3). Become.

In the direction of the beams of the building, the upper frame portion 3
Has an upper pillar 11A and an intermediate pillar 32 provided between the upper pillars 11A and 11A, and the upper pillar 11A and the intermediate pillar 32 are connected by an upper beam 31 (see FIGS. 2 and 3). . The upper pillar 11A is joined to the support pillar 11B immediately below the upper pillar 11A. The column base of the lowermost floor of the intermediate column 32 is erected from the intermediate span portion of the transmission beam means 2 described later. In this embodiment, the number of spans of the upper frame portion 3 in the beam direction is 2
It is a span (L11, L12). In FIG. 2, symbols Y1, Y2, Y3, ... Are centers of columns vertically arranged on the foundation (street symbols), symbol L is a span length between the columns, and symbol Y
2A is the center (street code) of the intermediate column 32, code L11, L
12 is a span length formed by the intermediate column 32.

In the direction of the beams of the building, the supporting frame 4
Is a support column 11B located below the upper column 11A and a transmission beam means 2 for connecting the support columns 11B and 11B in the lateral direction.
And has a rigid frame structure similar to the upper frame portion 3 (see FIGS. 2 and 4). However, the column base of the lowermost floor of the intermediate column 32 of the upper frame part 3 is erected from the mid-span of the transmission beam means 2 and the intermediate column is not erected on the support frame part 3. That is, the upper skeleton portion 3 has a rigid frame structure having a short span, and the supporting skeleton portion 3 has a large span (a length corresponding to two spans of the upper skeleton portion 3). In addition, on the first floor that forms the supporting frame portion 4, a ramen structure portion 7 that projects to one side in the beam direction is provided. The ramen structure part 7 includes columns 11B, 1
1B and the beam 41 which connects these pillars comprise the ramen structure. Since the intermediate pillar 32 is not erected on the boundary between the supporting frame portion 4 and the rigid frame structure portion 7, a larger open space suitable for use as a non-residential floor of a store or the like is formed.

In the beam direction and beam direction of the building, the transmission beam means 2 for connecting the support columns 11B and 11B in the support frame portion 4 in the lateral direction has a beam end at the span end (De in FIG. 5). , Beam in the middle of span (Dc in Fig. 5)
Configured as a beam of smaller variable section, at the span end,
A rigid joint is formed integrally with the support column 11B. The functional operation, concrete mode, etc. of the transmission beam means 2 will be described later.

Further, the transmission beam means 2 is used when the ultimate proof stress of the frame is obtained.
A beam yield type yield hinge may be formed at a position near the rigid joint between the support column 11B and the support column 11B by making the cross-section yield strength of the transmission beam means 2 smaller than the cross-section yield strength of the support column 11B. it can.

Further, by making the horizontal rigidity of the entire floor of the supporting frame portion 4 smaller than the horizontal rigidity of the entire floor of the upper frame portion 2, the supporting frame portion 4 has a vibration damping performance during an earthquake. be able to.

[Structural Features] Next, the structural features of the earthquake-resistant frame structure of the present invention will be described in detail. (1) The seismic-resistant frame structure of the present invention is a composite frame in which a supporting frame having one or more floors is joined to a lower floor of an upper frame having a plurality of floors in the same frame plane (claim 1). The upper frame portion constitutes a short-span rigid frame structure in which the inner span length of the upper beam is shortened by disposing the intermediate column. On the other hand, the supporting skeleton portion has a large-span structure (for example, as shown in FIG. 1, a large span (for example, as shown in FIG. 1), which has a supporting column and a supporting beam that laterally connects the supporting columns. Long span length S consisting of S11 + S12)
Configure the ramen structure of. Therefore, the upper frame part adopts a structural type (a short-span ramen structure) suitable for a residential unit floor that is a housing complex, and the supporting frame part has a structure suitable for non-residential unit floors such as equipment floors, offices, and stores. The building can be constructed by adopting the model (large-span ramen structure). Since the non-residential floor can be constructed with a large span pure ramen structure, it is possible to form a spacious indoor space with a small number of columns installed. What is a pure ramen structure?
A frame composed of wire rods and columns, and without frame-like seismic structural members such as wall braces, earthquake-resistant walls, and damping walls. Of course, the supporting frame portion may have a rigid frame structure in which earthquake-resistant walls and the like are arranged. In addition, the frame means wire rods such as upper columns, beams, and intermediate columns, as well as earthquake resistant walls, wall braces,
This refers to a frame structure that appropriately combines surface members such as damping walls.

(2) According to the present invention, the transmission beam means secures the transmission path of the vertical force of the intermediate column to the foundation from the elastic region of the frame to the ultimate proof stress. The transmission beam means is a horizontal member having a beam function, which is formed by connecting opposing support columns in the horizontal direction (span direction). As shown in FIG.
In the upper frame part 3, the transmission path of the vertical load such as the floor added to the upper beam 31 of each floor to the foundation is the upper beam 31 of the floor.
And a path that transmits as shearing force (Q) for each floor to the upper pillars 11A at both ends via the, and cumulatively as pillar axial force (N) to the intermediate pillars 32 on the lower floor joined to the upper beam 31 of the floor. The lowermost beam, that is, the path for transmitting as a column axial force to the support columns 11B at both ends of the span is generated by the beam on the lowest floor, that is, the transmission beam means 2. The vertical load transmitted as a column axial force to the support column 11B is finally supported by the foundation 62. Among these two paths, the path in which the column axial force (vertical force) of the intermediate column 32 is transmitted to the support column 11B via the transmission beam means 2 is dominant. As the number of floors of the dwelling unit floor increases, the vertical force applied from the intermediate column 32 to the transmission beam means 2 also increases. Since the lowermost floor of the intermediate column 32 is erected from the span intermediate part of the transmission beam means 2 of the lower frame part 4 in a tubular column shape, the transmission beam means 2 always receives a large vertical force during an earthquake. . In order to support this vertical force, the transmission beam means 2 has a relatively large beam cross-sectional shape so as to have a strong cross-sectional performance (bending rigidity, shear rigidity, cross-sectional proof strength).

The transmission beam means 2 is set to have a sectional performance (bending rigidity, shear rigidity, sectional strength) capable of supporting the vertical force from the intermediate column 32 at all times during an earthquake, thereby supporting the upper frame portion 3. However, in the upper frame part 3,
The excellent seismic performance and other advantages of the short-span ramen structure with the intermediate pillars 32 are maximized. And
By means of the transmission beam means 2, a transmission path of the vertical force of the intermediate column 32 to the foundation can be secured from the elastic region of the frame to the time of ultimate proof stress, and thus the structural stability of the aseismic frame structure can be secured.

(3) The transmission beam means is constructed as a beam having a variable cross section in which the beam formation at the span end portion is smaller than the beam formation (cross section height) at the intermediate span portion, and is integrated with the support column at the span end portion. to form a rigid joint Te that. A rigid joint means a joint in which the angle of the member axes of the joined beam and column (the angle formed by the tangents at the nodes of each member after deformation) does not change even if an external force is applied, The joint of the rigid frame structure is a rigid joint. The rigid joint can transmit bending moment, shearing force and axial force. However, in the present invention, in addition to a perfect rigid joint having the same angle in the rigid joint,
For example, it is assumed to include an incomplete rigid joint where the components of the joint between the column and the beam yield and the angle changes.

As will be apparent from FIGS. 6 to 7, the transmission beam means 2 is replaced with a single wire rod by the material axis line in the lateral direction (span direction) passing through the center of the beam formation (De) at the end of the span,
Both ends of this wire are rigidly connected to the support column 11A. The transmission beam means 2 always receives a large vertical force in the middle part of the span (long term), and receives antisymmetric bending moments at both ends during an earthquake. The transmission beam means 2 functions as a beam having a variable cross section in which the beam formation (Dc) in the middle part of the span is effective for the vertical force in the middle part of the span (Fig. 6), and the horizontal force at the time of the earthquake causes the span The beam formation (De) at the ends functions as a beam with an equal cross section that is effective over the entire span (FIG. 7). In the event of an earthquake, the lower part of the beam in the middle part of the span (Dc-De)
Is not effective in terms of bending rigidity and cross-sectional strength of the member.
The modified cross section refers to a structural member in which the shape and dimensions of the cross section of the member are changed along the length direction (material axis direction) of the member.
The equal cross section means a structural member in which the shape and dimensions of the cross section of the member are the same throughout the length direction of the member.

As shown in FIG. 8, the bending moment gMc at the middle portion of the span (center portion of the beam) is larger than the bending moments gM1 and gM2 at the end portions of the span. However, as described above, the transmission beam means 2 has the beam forming (De) in the middle part of the span.
Since it is large, it has sufficient sectional proof strength (bending proof strength, shear proof strength) and sectional rigidity against the sectional stress generated by the vertical force of the intermediate column at all times during an earthquake, and causes excessive vertical deformation of the middle part of the span. Never. Further, in the transmission beam means 2, since the beam formation at the span end portion is smaller than that at the intermediate span portion, as shown in FIG. 8, the degree of fixation between the span end portion of the transmission beam means 2 and the support column 11B ( Since the transmission fixing degree of the bending moment is reduced, it is always transmitted from the transmission beam means 2 to the support column 11A by the vertical force (N2) and seismic force.
Bending moment becomes smaller. Therefore, the support pillar 11
Since the section design stress (bending moment, shearing force) of B at the time of an earthquake is always small, the member section of the support column 11B can be made small.

(4) The transmission beam means 2 when the ultimate strength of the frame is reached.
And rigidly joint position near the support column 11B, be configured to form the yield hinge beam yielding by the cross yield strength of the transmission beam means 2 be smaller than the cross section yield strength of the support pillars 11B You can Here, the ultimate proof strength of the skeleton is the maximum horizontal proof strength at which the skeleton collapses when a horizontal force greater than this is received, and is also called the retained horizontal proof strength.

The collapse mode (mechanism) of the skeleton will be described with reference to FIG. As a means to evaluate the seismic performance of a seismic frame structure, there is a form of collapse at the ultimate strength of the frame,
It is said that the beam-yield type is desirable for the middle floor and the column-yield type is for the lowest floor in the rigid frame structure. The beam yield type can form and maintain a yield hinge having higher toughness and higher deformability after cross-section yielding than the column yield type. In the column yield type, yielding hinges are likely to be formed on both the column base and column head, and the column axial force function is lost by compressive failure of the column cross section, supporting the vertical load of the floor structure. May not be possible. A yield hinge is a structural hinge that is configured at that point when a part of the structural members (columns, beams, etc.) that make up the frame yield to the full cross section due to bending moments due to seismic force, and rotational deformation becomes possible. A pin that is considered

Therefore, in the upper frame portion 3, the joint between the upper column 11A at both ends of the span and the upper beam 31 is designed to be a beam yield type on the intermediate floor. However, because of the characteristic that the intermediate column 32 is erected at the intermediate portion of the span of the transmission beam means 2, the intermediate column joint (the joint between the upper beam 31 and the intermediate column 32) is not only the lowest floor but also the intermediate floor. However, the column yield type of the intermediate column 32 is preferable. A column yield type yield hinge is formed by designing the cross section yield strength of the intermediate column 32 to be smaller than the cross section yield strength of the upper beam 31 at a position near the middle column joint at the time of ultimate strength of the frame. . In this case, the intermediate column 32 has a yield hinge formed on the column head and column column of each floor, and serves as a virtual both-end pin member that holds a constant yield bending moment after yield, and functions as a vibration damping member. Therefore, the upper beam 31 does not form a beam yield type yield hinge at the middle portion of the span, and thus has a stable frame. In the support frame portion 4, the transmission beam means 2 is set to have a sectional performance (sectional strength) capable of supporting the vertical force from the intermediate column 32 at all times during an earthquake.
In the column base of the intermediate column 32 on the bottom floor, a column yield type yield hinge is always formed. Since the beam formation at the span end portion of the transmission beam means 2 is configured as a beam having a variable cross section smaller than the beam formation at the intermediate span portion, the cross-section yield strength of the transmission beam means 2 is supported by the support column 11.
It can be easily made smaller than the sectional yield strength of B.
In the supporting skeleton portion 4, a rigid framing portion between the transmission beam means 2 and the supporting column 11B forms a stable skeleton in which a beam yield type yield hinge is formed. Therefore, the seismic-resistant frame structure, which is a composite frame in which the supporting frame part is joined to the lower floor of the upper frame part within the same frame plane, can ensure excellent seismic resistance from the elastic range to the ultimate bearing capacity.

(5) Further, by making the horizontal rigidity of the entire floor of the supporting frame portion 4 smaller than the horizontal rigidity of the entire floor of the upper frame portion 3, the supporting frame portion 4 has damping performance during an earthquake. (Claim 5 ). That is, since the upper frame part 3 has the intermediate column 32 and has a short-span rigid frame structure, the horizontal rigidity of the entire floor is relatively high. On the other hand, since the span length (S) of the supporting skeleton 4 is longer (larger span) than the span length (S11, S12) of the upper skeleton, the supporting skeleton 4 has a cross section (see FIGS. Pillar of Bc),
By suppressing the beam formation (Dc in FIGS. 5 to 9) at the span end portion of the transmission beam means 2 to be small, a rigid frame structure with low horizontal rigidity and high toughness is configured. Since the supporting skeleton portion 4 exerts toughness and vibration damping performance against the upper skeleton portion 3 at the time of an earthquake, the maximum horizontal deformation and the maximum acceleration of the upper skeleton portion 3 can be suppressed.

According to the dynamic analysis method, the vibrational structural performance of the seismic frame structure can be verified. As an example of the dynamic analysis method, there is a method in which each floor is replaced with a "comb dumpling" mass point having weight and horizontal rigidity. A given seismic wave is input to the foundation (fixed point on the lowest floor) of this mass system model, and the response values (shear force, acceleration, etc.) of each floor are calculated. The longer the natural period of the earthquake-resistant frame structure (long cycle),
It is theoretically accepted that the response value on each floor becomes smaller. If the skeleton has the same natural period as a whole, the response values (shear force, falling moment, etc.) of the foundation are often the same. Furthermore, even if the skeleton has the same natural period as a whole, if the distribution of horizontal stiffness in the rank direction is changed, the natural vibration form of each floor changes and the response value (shear force, acceleration, etc.) of each floor changes. There is.

According to the present invention, the natural period of the entire frame is lengthened, and the damping performance of the supporting frame is used.
It has the following effects. First, the phenomenon in which the horizontal displacement of the upper frame portion (relative horizontal displacement from the fixed point of the foundation) increases "upwardly" is suppressed. As shown in FIG. 10, during an earthquake, the horizontal deformation of the supporting frame part 4 (H2 on the second floor) is increased, and the horizontal deformation of the uppermost frame of the upper frame part 3 (H1 on the thirteenth floor).
By reducing 3), the acceleration can be reduced even in the vicinity of the top floor of the building, and the risk of tipping and damage to furniture is significantly reduced over all floors of the building. Secondly, the response value of each floor of the upper frame part 3 becomes small. The response value includes speed, acceleration, shear force, falling moment, and the like. If the acceleration on each floor is reduced, furniture and fixtures installed inside the building are less likely to fall or be damaged, and an unpleasant human sensation that occurs in a resident is alleviated. Thirdly, the response value (shearing force, overturning moment) of the foundation part is reduced, and the vertical force (pulling force or compressing force) generated on the foundation and the pile is reduced by the bending moment that tends to overturn the building. The structure of piles and foundations will be simplified, and the building will be elevated.

[Mode of Transmission Beam Means] A specific mode of the transmission beam means 2 will be described with reference to FIGS. In each drawing, the beam formation De at the span end is configured as a beam or wall beam having a cross section smaller than that of the beam formation Dc at the middle part of the span, and is rigidly joined to the support column 11B at the span end. Part is formed. In addition, the upper side in the span direction is linearly formed.

FIG. 11 illustrates the transmission beam means 2. (a) is a front view, (b) is a sectional view taken along the line bb of (a), (c) is (c) of (a). It is a c-line sectional view. The transmission beam means 2 is a beam member 21 made of a steel plate girder (welded H-shaped steel). What is a plate girder?
There is a steel-framed assembly beam in which steel plates are combined, for example, an H-shaped cross section (I-shaped cross section) is formed. The H-section steel has a vertical web and flanges provided horizontally above and below the web. The flange is primarily responsible for flexural capacity and the web is responsible for shear capacity. In this example, the beam member 21 is horizontally continuous at the span end for a predetermined distance t1 from the span end toward the mid-span so that the beam formation De of the span end is maintained continuously, An inverse vertical haunch (the hypotenuse 22) is formed and continues to the mid-span with the beam formation Dc. The joint is
It is provided as a joint between H-shaped steels within a predetermined distance t1 while maintaining the beam formation De, and is configured to enable on-site joints between beams. In addition, the inverse vertical haunch is designed to reduce the flexural rigidity and flexural strength of the span end of the transmission beam means by making the beam end of the span end smaller than the beam end of the middle part of the span by adopting a slope (inclination). Say something. In a normal vertical haunch, the beam length at the end of the span is larger than that at the middle part of the span. "Inverse" of an inverted vertical haunch means that the gradient is in the opposite direction to a normal vertical haunch.

The transmission beam means 2 shown in FIG. 12 is a beam member 21 composed of a plate girder (welded H-shaped steel), but unlike the one shown in FIG. 11, the beam member 21 has a span end portion. , Reverse vertical haunch (oblique side portion 22) so that the lower side of the span direction gradually increases from the beam end De of the span end toward the middle of the span from the beam end De of the span end.
To the middle of the span having the beam formation Dc. The joint part is located between the inverted vertical haunches (the hypotenuse part 22).
It is provided as a joint between H-shaped steels and is designed to allow on-site jointing of beams. The example of FIGS. 11 and 12 is a form corresponding to the invention of claim 3.

The transmission beam means 2 shown in FIG. 13 is a beam member 21 composed of a plate girder (welded H-section steel or assembled H-section steel).
The beam formation Dc is formed in the form of being connected in steps. That is, it has a web in the vertical direction and flanges provided above and below the web in the horizontal direction, and a rib protruding horizontally is formed also in the substantially central portion in the beam forming direction. At the end of the span, the lower side in the span direction is horizontally continued from the end of the span toward the middle of the span for a predetermined distance t2 so as to keep the beam De of the end of the span, and then a substantially vertical step 23 is formed. , To the middle part of the span with beam formation Dc. Beam formation Dc at the middle of the span to beam formation De at the end of the span
It is a reverse drop haunch (haunch with step) that is reduced by forming a step without taking a slope. A rectangular concave portion 24 is provided on the lower side of the span end portion by the predetermined distance t2 for keeping the beam formation De and the step 23, which corresponds to the invention of claim 4. The joint portion is provided as a joint portion between H-shaped steels for a predetermined distance t2 for keeping the beam formation De,
Beams and beams can be jointed on site.

The transmission beam means 2 shown in FIG. 14 is a beam member 21 composed of a plate girder (welded H-section steel or assembled H-section steel). H in the middle part of the span with beam formation Dc
It has a form in which a shaped steel and an H-shaped steel at the end of the span having beam forming De are combined. At the end of the span, the lower side in the span direction extends horizontally from the end of the span toward the middle of the span at a predetermined distance t so as to maintain the beam formation De at the end of the span.
After continuing three times, a substantially vertical step 23 is formed and continues to the mid-span portion having the beam formation Dc. 5. A rectangular concave portion 24 is provided on the lower side of the span end portion by a predetermined distance t3 for keeping the beam formation De and a step 23.
This is a mode corresponding to the invention of. The joint portion is provided as a joint portion between the plate girders at a position having a beam formation Dc that is inside the span with respect to a predetermined distance t3 for keeping the beam formation De, and is configured to allow on-site jointing of beams and beams.

The transmission beam means 2 shown in FIG. 15 has the same basic front shape as that shown in FIG. 11, in the span end portion, the lower side in the span direction from the span end portion to the span middle portion, After continuing horizontally for a predetermined distance t1 so as to keep the beam formation De at the end of the span, an inverse vertical haunch (hypothetical part 2
The beam member 21 in which 2) is formed has a steel frame reinforced concrete structure. Since the main reinforcement and the stirrup are provided and covered with concrete, the strength is further improved and a wider space can be secured by reducing the member cross section. It may be reinforced concrete.

The transmission beam means 2 shown in FIG. 16 has a basic front shape (contour) similar to that shown in FIG. 12, and is a beam member having an inverted vertical haunch (slope 22) at the span end. 21 is a steel structure having a truss structure. The mid-span with beam formation Dc is
It has a parallel string truss structure and is composed of upper chords, lower chords, diagonals and bundles. The upper chord material, lower chord material, diagonal material, and bundle material are appropriately selected, and are lightweight and made of beams (truss formation, Dc).
Large truss structure can be constructed. At the end of the span, an inverse vertical haunch (the oblique side 22) is formed so that the lower side in the span direction gradually increases from the beam formation De of the span end toward the middle part of the span. And continues to the middle part of the span having a beam formation Dc. An end reinforcing plate 25 is provided between the hypotenuse 22 and the upper chord member.

The transmission beam means 2 shown in FIG. 17 has a basic front shape (contour) similar to that shown in FIG. 14, in the span end portion, the lower side in the span direction is from the span end portion to the span middle portion. Toward the end of the span, the beam is continuously extended horizontally for a predetermined distance t3, and then a substantially vertical step 2 is formed.
The beam member 21 which forms 3 and continues to the middle portion of the span having the beam formation Dc, the structure is a composite structure in which H-section steel and truss are combined. The H-shaped steel is used as the upper chord member, and a truss structure composed of a lower chord member, a bundle member, and a diagonal member is provided under the H-shaped steel member to form a parallel string truss structure.
This parallel string truss structure constitutes the middle part of the span. At the end of the span, only the H-shaped steel, which is the upper chord material,
A rigid joint is formed with the support column 11B. The lower chord member, the diagonal member, and the bundle member can be appropriately selected. In this example, since a rigid beam having a large beam formation can be formed, the vertical force of the intermediate column 32 that can be supported by the transmission beam means 2 becomes large, and it is suitable when the upper frame portion 3 has a large number of floors. .

The transmission beam means 2 shown in FIG. 18 is formed as a wall body 26 having a beam formation Dc which is approximately equal to the floor height (H), and is arranged between the lower side of the wall body 26 and the beam on the lower floor. A slit 26A is formed, and a continuous vertical slit 26B is formed at a boundary surface between the support column 11A and the wall body 26 toward the upper side of the wall body 26 by a predetermined length continuously with the lateral slit 26A. Is formed as a wall beam having a variable cross section smaller than the beam formation Dc in the middle part of the span, and the support pillar 1 is formed at the end of the span.
An example in which a rigid joint is formed integrally with 1B is shown. This is a mode corresponding to the invention of claim 6. The wall 26 may be made of steel-framed reinforced concrete or reinforced concrete. In this example, since the beam formation is large, the vertical force of the intermediate column 32 that can be supported by the transmission beam means 2 becomes large,
It is suitable when the number of floors of the upper frame part 3 is large. Wall 26
By forming the horizontal slits 26A and the vertical slits 26B in the wall, the wall body which is originally a planar structural member having extremely high horizontal rigidity and horizontal proof stress can be replaced as a single wire rod having a variable cross section. It has been transformed into a beam. The pillar 11B in the range (H-De) where the vertical slit 26B is formed
The structural mechanical mechanism is changed into a kind of frame frame as a whole by the flexible body and the wall body 26 formed as a wall beam with a variable cross section. The wall body 26, which is a planar structural member on the outer shape, is substantially changed into a frame frame made of a wire rod. This wall 26 is used as the transmission beam means 2
By so doing, it becomes easy to set the cross-sectional performance (bending rigidity, shear rigidity, cross-sectional proof strength) capable of supporting the vertical force from the intermediate column 32. Since the horizontal rigidity of the supporting frame portion can be freely adjusted by adjusting the vertical length of the vertical slit 26B of the wall body 26, it is easy to adjust the decrease in horizontal rigidity.

The transmission beam means 2 shown in FIG. 19 is an example in which the transmission beam means 2 of FIG. 18 is transformed into a steel frame structure. The H-section steel is laid across the span in the lateral direction, and a sagging wall-shaped iron plate wall is integrally attached below the H-section steel in the middle of the span. The middle part of the span is a beam member 21 configured to have a beam formation Dc substantially equal to the floor height. Also in this example, since the beam formation is large, the vertical force of the intermediate column 32 that can be supported by the transmission beam means 2 is large, and it is suitable when the number of floors of the upper frame portion 3 is large. The joint portion is provided as a joint portion between the H-shaped steels for a predetermined distance t2 that keeps the beam formation De, and is configured to allow on-site joints of beams and beams.

As described above, the transmission beam means 2 may be one that has a vertical vertical force support performance and seismic resistance performance against seismic force.
A truss structure, a wall body as a wall beam, or the like can be used. The structural type is generally made of steel frame, but is not limited to this, and may be steel frame concrete structure, steel frame reinforced concrete structure, reinforced concrete structure, or prestressed reinforced concrete structure.

[Example of Application of Seismic Frame Structure of the Present Invention to Building] Hereinafter, an example of application of the earthquake resistant frame structure of the present invention to a building will be described. <Embodiment 2> FIG. 20 is a front view in a column direction showing a building of an embodiment to which the seismic frame structure of the present invention is applied.
In this building, a lower frame part 5 having one or more floors is joined to a lower floor of the support frame part 4. This is a form corresponding to the invention of claims 9 and 10. The supporting skeleton part 4 supports the upper skeleton part 3 on the upper floor thereof, and appropriately transmits the vertical load of the upper skeleton part 3 to the lower skeleton part 5. The column axial force (vertical force) generated in the intermediate column 32 of the upper skeleton portion 3 is the supporting skeleton portion 4
Is transmitted to the support column 11B via the transmission beam means 2 of the lower column 11 of the lower frame part 5 located below the support column 11B.
Transmission to the foundation 62 through C. Therefore, since the lower frame part 5 is not affected by the intermediate column 32, it is possible to form a rigid frame structure having an arbitrary shape. Further, the support frame portion 4 and the lower frame portion 5 are combined to exert a tough vibration-damping performance on the upper frame portion 3. In the illustrated example, the 5th floor to the top floor are assigned to the residential floors,
It constitutes the upper frame part 3. 4th floor is the supporting frame part 4, 1
The floors to the third floor constitute the lower frame portion 5, and are respectively assigned to non-residential floors such as offices and shops.

The supporting column 11B of the supporting frame 4 is composed of the foundation 62
The columns 11A, 11B, 11C are joined to the lower columns 11C of the lower frame portion 5 which are erected on the upper side, and the columns 11A, 11B, 11C are in the vertical direction (floor direction)
To form a column member that is erected in a column shape. In the support skeleton portion 4, the transmission beam means 2 uses a steel beam member 21 having a truss structure shown in FIG. The lower skeleton part 5 has a lower column 11C in each span,
The beam 51 connecting the lower pillars 11C constitutes a ramen structure.

<Embodiment 3> FIG. 21 is a front view in the column row direction showing a building of an embodiment to which the seismic frame structure of the present invention is applied. As in the case shown in FIG. 20, a lower frame part 5 having one or more floors is joined to the lower floor of the support frame part 4. This is a form corresponding to the invention of claims 9 and 10.

The supporting column 11B of the supporting frame 4 is composed of the foundation 62
The columns 11A, 11B, 11C are joined to the lower columns 11C of the lower frame portion 5 which are erected on the upper side, and the columns 11A, 11B, 11C are in the vertical direction (floor direction)
To form a column member that is erected in a column shape. In the supporting skeleton portion 4, the transmission beam means 2 is composed of a wall body 26 having lateral slits and vertical slits, which has the form shown in FIG. The lower frame part 5 has a ramen structure with a lower column 11C and a beam 51 connecting the lower columns 11C in each span.

In this building, the 5th floor to the uppermost floor are assigned to the dwelling unit floors to form the upper frame portion 3. The fourth floor constitutes the supporting frame portion 4, and the first to third floors constitute the lower frame portion 5. In this case, it is preferable to take a form corresponding to the invention of claim 11. That is, the supporting frame portion 4 is configured as an equipment floor, and the non-residential floors such as offices and shops arranged on the lower floor of the equipment floor are configured by the lower frame portion 5. Then, as shown in FIG. 22, the boundary surface between the equipment floor and the non-residential floor is cut off with a floor structure having a fireproof structure, and the vertical piping 8 for the equipment on the residential floor is bent in the equipment floor to be horizontally oriented. It is advisable to pull it horizontally and lead it to the interior space of the non-residential floor or the outside of the building. Fire-resistant structure refers to the structure designated by the Minister of Construction as a structure that has specified fire resistance for each part of the building and each floor. For example, a slab (floor structure) having a reinforced concrete structure has a fireproof structure. By blocking the boundary surface between the equipment floor and the non-residential floor with a fire-resistant floor structure (floor slab), fire spread prevention in the number of floors is prevented, and disaster prevention performance is enhanced.

<Embodiment 4> FIG. 23 is a front view in the girder direction showing a building of an embodiment to which the seismic frame structure of the present invention is applied. A lower frame part 5 having one or more floors is joined to a lower floor of the supporting frame part 4. In this building, 4th floor ~
The uppermost floor is assigned to the dwelling unit floor and constitutes the upper frame portion 3. The second to third floors constitute the supporting frame portion 4, and the basement to the first floor constitute the lower frame portion 5. Support pillar 11B of the support frame 4
Is a lower column 1 of the lower frame part 5 which is erected on the foundation 62.
1C is joined together to form a columnar member that is erected in a columnar shape through in the vertical direction (floor direction). The lower frame portion 5 has a lower column 11C and a beam 5 connecting the lower column 11C with each span.
1 and 1 constitute a ramen structure. A part of the lower frame part 5 constitutes a basement floor. Basement is 1 to the left and right
It is expanded by span. In the support frame portion 4, the transmission beam means 2 uses the beam member 21 having the form shown in FIG.

The supporting frame portion 4 has a plurality of floors (two floors in this building) provided with the transmission beam means 2. Furthermore, on the upper floor of the supporting frame part 4, the transmission beam means 2
(21) An auxiliary column 42 is added to connect the central part of the lower side and the central part of the upper side of the transmission beam means 2 on the floor below the central part. Since the auxiliary column 42 is erected at the same position as the intermediate column 32 on the upper floor, the vertical force (column axial force) of the intermediate column 32 is supported by the transmission beam means for the second floor. This can correspond to further increasing the number of floors of the upper skeleton (higher layer).

<Embodiment 5> FIG. 24 is a front view in the column direction showing a building of an embodiment to which the seismic frame structure of the present invention is applied. A lower frame part 5 having one or more floors is joined to a lower floor of the supporting frame part 4. In this building, in the left and center spans (X1 to X3), the fourth floor to the top floor are assigned to the living unit floors to form the upper frame part 3, and in the right span (X3 to X4), the left and center spans. 5 in the span
From the floor position to the top floor is assigned to the dwelling unit floor, and constitutes the upper frame portion 3. That is, in the right span, the transmission beam means 2 in the left and center spans are skipped in the floor direction (one floor above), and in the right span, the floor height of the supporting frame 4 is One floor is larger than the floor height in the left and center spans, and a wider space is secured. The structure of the lower frame part 5 on the basement to the second floor is the same as that shown in FIG.

Top beam means (top suspension beam means) 15 is provided on the roof of the uppermost floor. This top beam means 15
It may be constituted by a truss structure. Since the intermediate column 32 is supported by both the top beam means 15 and the transmission beam means 2, the vertical force applied to the transmission beam means 2 is relaxed.

<Embodiment 6> FIG. 25 is a front view in the column direction showing a building of an embodiment to which the seismic resistant frame structure of the present invention is applied. A lower frame part 5 having one or more floors is joined to a lower floor of the supporting frame part 4. From the 5th floor to the top floor is assigned to the dwelling unit floor and constitutes the upper frame part 3.
The fourth floor constitutes the supporting frame portion 4, and the first to third floors constitute the lower frame portion 5.

In this building, the left span (X1 to X2)
Then, the lower frame part 5 constitutes a seismic wall structure in which the seismic wall 53 is incorporated into a rigid frame structure. Center span (X
2 to X3), the lower skeleton part 5 has a beam 51 to form a rigid frame structure, and the upper skeleton part 3 has two intermediate columns 32, 32 between the upper columns 11A. It is erected from the means 2. In this way, a plurality of intermediate columns 32 may be erected on the transmission beam means 2 of one span.
In the right span (X3 to X4), the upper frame part 3 is not provided with the intermediate column 11B, and the lower frame part 5 is not provided.
Constructs an earthquake-resistant wall structure in which the earthquake-resistant wall 53 is incorporated into the ramen structure. The lower skeleton part 5 (1st to 3rd floors) has a ramen structure part 7 added to the left and right by one span.

The embodiment of the present invention has been described above.
The present invention is not limited to the above-described embodiments, but can be appropriately added and modified within the scope of the gist of the present invention. An example in which the present invention is applied to a structure in the girder direction of an apartment house has been shown, but the present invention is not limited to this, and can be applied to a structure other than the girder direction of the apartment house. The plan form of the standard floor of the apartment complex is not limited to the single corridor system or the middle corridor system, and may be a hollow core system, a geese system, or the like. Further, the use of the building is not limited to the housing complex, and can be widely applied to the structures of buildings such as offices and hotels. Further, the number of floors of the building can be applied from low-rise to high-rise and super high-rise. The invention of claim 11 can be applied to the embodiments as shown in FIGS. 20, 23, 24 and 25. The lower frame part 5 may have one or more floors.

Structural types of the upper frame portion, the supporting frame portion and the lower frame portion are steel frame structure and steel frame reinforced concrete structure (SRC).
Structure), reinforced concrete structure (RC structure), and steel frame concrete structure (SC structure) are general, but the present invention is not limited to these structural types, and any other one can exhibit its function. It may be one. In a high-rise building,
It is preferable that the upper column, the support column, and the lower column are configured with a CFT (concrete-filled steel pipe) structure, and the beams (upper beam, transmission beam, lower beam) are configured with steel frames. At this time, the upper beam,
The steel H-shaped steel may be made of a precast material coated with concrete. Although the supporting frame portion and the lower frame portion are formed in a rigid frame structure, a seismic resistant wall, a brace structure, a damping wall, a viscoelastic damper, an oil damper, etc. may be mixed as a reinforcing and earthquake resistant member of the rigid frame structure.

[0064]

As described above, the seismic-resistant frame structure of the present invention is a building provided for a composite use in which a non-residential floor such as an office or a store is provided on the lower floor of a residential floor having a plurality of floors. Is preferably applied to. Further, according to the present invention, there is provided a seismic-resistant frame structure which is rich in structural characteristics such as horizontal proof stress, horizontal rigidity or toughness without impairing economic efficiency, and which can greatly improve flexibility in architectural design. .

[Brief description of drawings]

FIG. 1 is a front view showing a building according to a first embodiment to which a seismic frame structure of the present invention is applied, in a column direction.

FIG. 2 is a side view of the building shown in FIG. 1 in a beam direction.

FIG. 3 is a plan view of two or more floors of the building shown in FIG.

FIG. 4 is a plan view of the first floor of the building shown in FIG.

FIG. 5 is an explanatory diagram showing a transmission path of the axial force (vertical force) of the intermediate column to the foundation.

FIG. 6 is an explanatory diagram showing the structural features of the present invention.

FIG. 7 is an explanatory diagram showing the structural features of the present invention.

FIG. 8 is an explanatory diagram showing the structural features of the present invention.

FIG. 9 is an explanatory diagram showing the structural features of the present invention.

FIG. 10 is an explanatory diagram showing the structural features of the present invention.

11A and 11B exemplify a transmission beam means 2. FIG. 11A is a front view, FIG. 11B is a sectional view taken along line bb of FIG. 11A, and FIG.
FIG.

FIG. 12 is a front view illustrating a mode of the transmission beam means 2.

FIG. 13 exemplifies a mode of the transmission beam means 2,
(A) is a front view, (b) is a bb sectional view of (a).

FIG. 14 is a front view illustrating a mode of the transmission beam means 2.

FIG. 15 is a front view illustrating a mode of the transmission beam means 2.

16 is a front view illustrating a mode of the transmission beam means 2. FIG.

FIG. 17 exemplifies an aspect of the transmission beam means 2;
(A) is a front view, (b) is a bb sectional view of (a).

FIG. 18 is a front view illustrating a mode of the transmission beam means 2.

FIG. 19 illustrates an aspect of the transmission beam means 2,
(A) is a front view, (b) is a bb sectional view of (a).

FIG. 20 is a front view in the girder direction showing a building of an embodiment to which the earthquake-resistant frame structure of the present invention is applied.

FIG. 21 is a front view in the girder direction showing a building of an example to which the earthquake-resistant frame structure of the present invention is applied.

22 is an enlarged front view of the vicinity of the supporting frame portion 4 of the building shown in FIG.

FIG. 23 is a front view in the column direction showing the building of the embodiment to which the earthquake-resistant frame structure of the present invention is applied.

FIG. 24 is a front view in the direction of the girders showing a building of an embodiment to which the earthquake-resistant frame structure of the present invention is applied.

FIG. 25 is a front view in the direction of the girders showing a building of an embodiment to which the earthquake-resistant frame structure of the present invention is applied.

FIG. 26 is a plan view showing the structure of a conventional building.

FIG. 27 is a front view (column direction) showing a structure of a conventional building.

[Explanation of symbols]

1 building body 2 Transmission beam means 3 Upper frame 4 Support frame 5 Lower frame 6 Basic structure department 11A Upper pillar 11B support pillar 11C Lower pillar 21 Beam members 26 wall 31 Upper beam 32 Middle pillar

Continuation of the front page (56) Reference JP-A-2-24456 (JP, A) JP-A-5-171683 (JP, A) JP-A-63-83379 (JP, A) JP-A-6-81496 (JP , A) JP-A-63-167853 (JP, A) JP-A-2001-3596 (JP, A) Actually developed 59-89954 (JP, U) (58) Fields investigated (Int.Cl. ⁷ , DB name) ) E04H 9/02 301 E04H 1 / 00,14 / 00 E04B 1/18

Claims (5)

(57) [Claims] 1. A lower floor of an upper frame portion having a plurality of floors, 1
An earthquake-resistant frame structure in which supporting frame parts having the above floors are joined, wherein the upper frame part includes an upper column, an intermediate column provided between the upper columns, and an upper beam connecting them laterally. The supporting frame part has a rigid frame structure including a supporting column joined to an upper column and a transmission beam means for connecting the supporting column in the lateral direction. The column base is erected from the mid-span of the transmission beam means, and the vertical force of the column base on the bottom floor of the intermediate column is transmitted.
A path for transmitting to the supporting columns through the beam means is formed, and the span of the transmitting beam means is the span length between the opposing supporting columns.
And the transmission beam means are
It is constructed as a beam with a variable cross section smaller than the beam formation in the middle part of the pan.
And at the end of the span, it is integrated with the support column to form a rigid joint.
Seismic framework structure in which, characterized in that to. 2. The transmission beam means forms an upper side in the span direction in a straight line shape, and an inverse vertical haunch is provided at a span end portion on the lower side in the span direction to form a beam at the span end portion in a span middle portion. The seismic frame structure according to claim 1, wherein the seismic frame structure is smaller than the beam structure. 3. The transmission beam means is characterized in that an inverted drop haunch is formed by providing a step on the lower side of the span end, and the beam formation at the span end is made smaller than the beam formation at the middle part of the span. The earthquake-resistant frame structure according to claim 1. 4. The transmission beam means comprises a reverse suspension at the span end.
The seismic frame structure according to claim 1 or 2 , further comprising a steel structure truss structure having a straight haunch . 5. The supporting frame has a damping performance during an earthquake by making the horizontal rigidity of the entire floor of the supporting frame smaller than the horizontal rigidity of the entire floor of the upper frame. seismic framework according to any one of claims 1-4.