JP2016132955A - Building by mixed structural skeleton - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a building by a mixed structural skeleton capable of extremely economically and rationally constructing an RC column-S beam mixed structural skeleton capable of rationally realizing a large structure of a live load in a comparatively long span.SOLUTION: A column is formed of a reinforced concrete structural member of a hollow cylindrical cross section, and is formed of a precast concrete PCa column manufactured in advance in a factory, and joining of the column is wholly a built-up system by a fitting system. A girder is based on S-making, and a joining part of the column and a beam is formed as a base isolation structural building for arranging a base isolation device under its lowest layer support beam, by constituting an upper part structure of the building by a combination of a vertical load skeleton A of becoming frictional pin joining for absorbing seismic energy by pin joining of becoming simple beam stress to long-term stress, pin-frictional damper (P-FD) joining or rotary frictional pin joining (W-HB pin joining) to short-term earthquake time stress and a self-standing type brace structure plane B for providing horizontal rigidity and horizontal strength of the whole building.SELECTED DRAWING: Figure 12

Description

  The present invention relates to a method of constructing a building structure with a mixed structural frame in which columns are reinforced concrete structures (hereinafter “RC structures”) and beams are steel structures (hereinafter “S structures”).

Conventionally, the reinforced concrete structure (RC structure) has been adopted as the most common construction method as the main method of constructing medium-to-high-rise or middle-low-rise buildings. Due to changes in social conditions such as the shortage of craftsmen, especially the lack of skilled workers, the construction work method and the construction and construction method of buildings are being forced to undergo various changes and improvements.
As a solution, there is a construction method that uses a precast reinforced concrete method in which columns and beams of reinforced concrete members are pre-manufactured in advance and joined and assembled on site, mainly for buildings that require the same work to be repeated many times, such as high-rise buildings. It is popular.

As another directionality, there is a method of adopting a mixed structure method in which columns are reinforced concrete (RC) and beams are steel (S).
This RC column and beam S structure is a mixed structural framework that does not increase the beam weight in structures and structures that require a relatively large span, and the beam creep progresses due to long-term use. In addition, it has the advantage that it can secure higher rigidity than the S frame as a whole, and it can be constructed in a shorter construction period than the RC frame. An increasing number of cases are being adopted for buildings with large payloads.

So far, in this framework form, it has been considered that the important issue is how to rigidly connect the RC columns and S beams and integrate them. Many proposals have already been made.
As a specific solution, in order to fix the end of the S beam in the column, a steel pipe is built in the RC column, and the built-in steel tube and the end of the S beam are welded and integrated. Adopting the method and making the steel pipe column built into it a round steel pipe (Cited documents 1, 2), a square steel pipe (Cited documents 3, 4), a H-shaped steel (Cited documents 5, 6), etc. There is.

  In addition, the end of the beam in one direction is made of RC, and the method of piercing the S beam in the orthogonal direction (Cited document 7) is adopted. (Patent Documents 6 and 8).

  Paying attention to the flange of the S beam, the beam flange is stopped by the S column built in the column (Cited documents 1, 3), and the beam flange steel frame penetrates the column / beam joint (Cited documents 2, 4, 5, 6, 7, 8) both exist.

JP-A-5-272170 Japanese Patent Laid-Open No. 10-231559 JP-A-8-270071 JP-A-11-36449 JP 2000-160686 A JP 2000-160687 A Japanese Patent Laid-Open No. 10-280541 Japanese Patent Laid-Open No. 8-135018

  The RC structural frame and S structural frame are structural structures suitable for buildings with relatively large spans, but the mixed structural frames that have been put to practical use so far are the pillars.・ It has the following major problems including the problem of beam joints.

First, the first problem is a problem in the structure and shape of the column / beam joint.
FIG. 14 is a diagram showing the configuration of a conventional RC-column / beam-S mixed structure frame-column / beam joint. (1) is a horizontal sectional view of the upper flange level near the column-beam joint (looking down). ), (2) are vertical cross-sectional views in the vicinity of the column / beam joint. Reference numeral 1 is an RC column, 3 is an S beam, 101 is a column main reinforcement, 102 is a column shear reinforcement (Hoop reinforcement), 15 is a reinforcement plate surrounding the column / beam joint, and 2 is a floor slab. Show.
In the conventional column / beam joint of the RC structure 1 and the S-structured beam 3, either the S-structured beam 3 penetrates the column-beam joint or the structure that stops with the built-in S-structure. Even in the type, since the flange 31 of the steel beam is inserted into the column beyond the position where the column is arranged, the position where the column 101 can be arranged is limited to only the corner of the column as illustrated in FIG. This limits the number of column bars that can be placed. In consideration of the actual column dimensions and the flange width of the beam, in most cases, the number of column bars is three at the corners of the column, and the total is twelve. As a result, it is difficult to sufficiently secure the bending strength of the column, and there is a problem that the column size must be increased in order to increase the bending strength of the column.

The second point of the problem is a problem in mechanical performance related to the stress transmission mechanism from the beam to the column.
The stress borne by the S-shaped beam must be transmitted to the RC column in the column / beam joint, but bending stress is applied to the column from the H-shaped steel beam member through the concrete block at the column / beam joint. To transmit, a very complex stress transmission mechanism must be envisaged and the mechanism is unclear. In addition, since the adhesion stress at the interface between the steel beam surface and the concrete is small, it is not easy to transmit shearing force, and the outer periphery of the column / beam joint is surrounded by a steel plate 15 to prevent shear failure of the entire joint. Indirect measures are adopted, and it does not have a clear stress transmission mechanism that directly transmits the shear force of the S-shaped beam to the RC column.
If the column / beam joint of a conventional mixed structure frame is simply expressed, both steel and concrete can be obtained by inserting an S-shaped beam (H-shaped steel) into the concrete of the RC column and constraining the surrounding area with steel plates. The idea is that somehow exchanges force and transmits both bending stress and shearing force. As described above, the transmission mechanism of bending stress and shearing force in the column / beam joint of the conventional mixed structure is vague and unclear, and it is actually difficult to explain it assuming a complicated stress transmission mechanism. It is.

The third problem is the problem of construction reliability.
The column / beam joint is the most important part in any structural framework, but it is important to control the safety and reliability of the entire structural framework, especially in the structural form that joins different structural members such as RC and S structures. It has sex.
In the conventional mixed structure frame, as shown in FIG. 14, two S-shaped beams 3 are inserted into the column / beam joint in a cross shape. As a construction procedure, after the reinforcement of the column reinforcement 101 and the beam steel member 3 are arranged, the concrete of the column / beam joint is placed from above. However, since the flange 31 of the S-shaped beam 3 has a relatively large width, usually about 300 mm, it is extremely difficult to completely fill the concrete directly under the flange 31. In particular, the web plate 32 of the S-shaped beam 3 is present immediately below the center of the flange 31 and hinders the horizontal movement of the concrete. Normally, the S-shaped beams 3 in two directions are arranged in a cross shape, and the web plate 32 is orthogonal and connected at the intersection, so the concrete cannot flow in any direction, and the most important column core There is a case where the concrete is not sufficiently filled in the position immediately below the upper flange 31 in the vicinity of the (column center portion position) and a gap is formed.

  This problem has been confirmed by mock-up experiments on full-size column / beam joints. There is an experimental example in which the concrete is not sufficiently filled even when the concrete is re-placed carefully after fully recognizing this problem, and it can be said that this problem is not easy to solve.

The fourth point is the efficiency of construction and the rationalization of the construction itself.
In the mixed structure frame of RC column and beam S structure, the RC column is generally constructed with cast-in-place concrete so far. Although it is possible to pre-cast the column member at the factory, it is often more economical to construct the column on-site in consideration of the manufacturing and transportation costs of the pre-cast member. In any case, the concrete of the column / beam joint where the RC column and S-beams need to be joined / integrated must be cast in the field, so “Building the column member → Setting the beam member → Column / The actual situation is that it requires a lot of work and time because it requires a procedure called “bar arrangement and concrete placement at the beam joint”.
In particular, in recent years, the lack of skilled workers such as mold carpenters is accompanied by soaring formwork materials, and the construction of RC pillars on-site has become very costly.

The present invention has been made in order to solve the above-mentioned problems. 1) A column with high reliability, which eliminates the field work such as formwork and bar arrangement necessary for the construction of RC pillars in the field. It is possible to construct a member quickly and economically. 2) The stress transmission mechanism from the S beam to the RC beam column is simple, clear and reliable, and the workability and efficiency of field work are remarkably high. 3) The seismic safety required as a structural framework does not depend on the local part of the column / beam joint, and it is possible to ensure higher rigidity and strength as a whole structure rationally and economically and with high reliability. Realizing and providing a “RC column + S beam mixed structure frame” that can be implemented quickly and economically, and that solves these problems and has excellent design performance, workability, reliability, and economy. It is an object of the present invention.

<Basic policy for problem solving>
The basic strategy of the present invention is a method for drastically solving all the problems of the conventional mixed structure frame of columns RC and beams S. That is, all the problems of the conventional method are rooted in trying to construct a frame structure (rigidly joined) by rigidly integrating building members made of different materials such as RC and S structures. However, the previous idea was that denying this would lead to denying the structural frame itself of RC columns and beams S.
Turning back to the origin of what is the most efficient method of constructing a structural framework and the form of the framework, the original significance of constructing columns with RC structures and beams with S structures is the floor of each building. RC columns are suitable for pillars that support vertical loads, so RC columns are suitable. Beam members that support vertical loads on each floor as bending stresses of the members are light in weight and can handle long spans. S-beams that are easy to use are suitable. That is, the combination of columns RC and beams S is efficient as a structural frame that supports vertical loads. For horizontal forces such as seismic force and wind load, The origin of the idea of the present invention is not necessarily an efficient resistance method.

That is, in the present invention, the resistance method for both the vertical load and the horizontal load is separated, and the mixed structural frame by the RC column / beam S structure is specialized in the resistance element for the vertical load, thereby being mechanically clear. The basic strategy is to realize an extremely rational structural framework in terms of workability and economy.
Therefore, in the present invention, it is only necessary to realize a structural frame specialized for the resistance element of the vertical load, in other words, “it is not necessary to form a rigidly connected frame”. As a result, it is possible to use a simple joint method that uses pin joints or similar methods. The first basic policy is not to insert or penetrate the beam member in the column / beam joint.

  The second policy of the present invention is that a rigid joint frame structure that can provide only a low horizontal rigidity as a whole building is abandoned as a resistance method against horizontal force, in other words, an oblique element as a resistance element against horizontal load. The brace structure is resisted by the axial force of the material, and the brace material is not joined to the column, but is joined only to the S-beams on the upper and lower floors to form a framework.

  According to the above policy, in the present invention, the components of the entire building are divided into two major elements: 1) a vertical member made of pillars, and 2) a horizontal member made of beams (including braces). Aiming at a method of constructing the entire object, it is also necessary to adopt a very simple fitting type joining method in which the joining members are inserted into concentric cavities provided at the end portions of the members and are fitted to each other. Is the third basic policy of the present invention.

Furthermore, in order to cope with the shortage of professional craftsmen such as formwork carpenters and the efficiency of construction, the pillars are basically precast members manufactured at the factory. Centrifugal force molding is possible as a cross section.
Centrifugal force forming members have already been put to practical use in the production of ready-made concrete piles, and have the advantage that their production facilities can be used. However, in conventional ready-made concrete piles, it is assumed that the thickness of the cross-sectional dimension is uniform for one member, but in the present invention, the thickness of concrete at the position corresponding to the column / beam joint is as required. New pillar members that are different from the existing ready-made piles can be manufactured using conventional manufacturing equipment, such as thickening and placing a coated steel pipe around the column where the beam is attached. 4 basic policies.

<Specific measures for problem solving>
The following configuration is means for solving the above-described problems based on the above policy, and realizing the object by embodying the above policy.
<Configuration 1>
It is a mixed structure frame with columns made of reinforced concrete (hereinafter referred to as “RC structure”) and large beams above the second floor as steel structures (hereinafter referred to as “S structure”).
The column is a pre-cast reinforced concrete (PCa) column member manufactured in advance in a factory and can be assembled and connected vertically without using cast-in-place concrete.
The outer shape of the column is circular, and at least both upper and lower ends of the column member have concentric circular cavities inside,
The length of the column is 1) the lowest column member is the height from the lowest end of the application position of the target column to the vicinity of the center of the upper floor, 2) the intermediate column member is the lowest column member Alternatively, the height from the upper end position of the lower intermediate column member to the center of the upper floor of the upper floor, 3) The uppermost column member is applied from the upper end position of the lower column member or intermediate column member Manufactured as a height up to the top end of the position,
Covered steel pipes (hereinafter referred to as “beam level coated steel pipes”) having the same or higher height as the beam components and the same outer diameter as the column members are embedded at the heights where the beams on each floor are attached. The outer peripheral surface of the column is the steel surface,
At least two or more vertical PBL gibber steel plates having a large number of holes (hereinafter referred to as “PBL holes”) welded to the coated steel pipe member are disposed inside the beam level coated steel pipe, PCa pillar member is filled with concrete, and the PBL gibber steel plate is completely buried and integrated in the concrete,
The lower end portion of the lowermost column member is supported by the lower floor surface or the lower member that receives the column. 1) A columnar shape, a cylindrical shape, or a conical shape that fits into the lower end central cavity of the lowermost column member. From above the column base fixing member having any one of the protrusions, the protrusion is installed so as to be inserted and fitted into the lower end cavity of the column member, or 2) the column of the lowermost column member By installing so that the lowermost part of the column base of the column is inserted and fitted into the column base peripheral reinforcement steel pipe from above the column base fixing member having the column base peripheral reinforcement steel pipe surrounding the outer periphery of the leg portion. The lower end portion of the lowermost column member is rigidly resistant to vertical load and horizontal force, and does not generate the resistance force of the tensile side stress degree portion against the rotational moment of the column base. It is fixed column base joint,
At the beam height position on the second floor or more of the column member, the beam level-covered steel pipe member exposed on the surface and the steel beam end are welded or dry-bonded together by high strength bolts. Is possible,
Only the joint between the lowermost column member and the intermediate column member, or between the intermediate column members, or between the column members of the intermediate column member and the uppermost column member is 1) welded or 2) around Insert the column end into the constraining steel pipe, or 3) insert and fit the column joining member into the circular cavity provided at the end of the column member, thereby rigidly joining the two column members. A building with a mixed structural frame characterized by using PCa column members that are fixedly joined.

<Configuration 2>
It is a mixed structure frame with RC columns and S beams on the 2nd and higher beams.
The column uses the PCa column member for all columns or a part of the target building,
The S-shaped large beam member connected to other than the column base of the PCa column member is
1) The column-side vertical plate welded to the beam-level coated steel pipe and the web (W) plate at the end of the S-shaped beam are made into two-surface shear friction bonding by high-strength bolts (HB), and the column-side vertical plate Either one of the joint (column side joint) or the joint of the large beam end web plate (beam side joint) is a friction joint that minimizes the bolt hole diameter and does not allow slipping, and the other joint. The high-strength bolt (center bolt) located at the center position of the high-strength bolt of the joint portion minimizes the hole diameter clearance, and the other bolt holes are larger in diameter as the bolt position is farther from the center bolt position. Adopting a rotational friction pin joint (W-HB pin joint) that enables rotational displacement displacement with the center bolt position as the rotational center, or
2) A rotational center shear pin (P-joint) that can rotate and transmit a vertical load to a position equal to or higher than the height position of the upper flange of the S-shaped beam is disposed, and the height of the lower flange of the S-shaped beam is increased. One is a column side resistance plate welded to the beam level steel pipe of the PCa column member, and the other is fixed to the lower flange or lower flange of the S-shaped beam. 2-point joint “pin-friction damper” by a combination of friction dampers (FD joints), which are arranged in contact with and in contact with each other on the beam-side resistance plate, and tightened with high-strength bolts so that they can be displaced relative to each other. Adopt “joining” (P-FD joining),
By joining to the PCa column member by the joining method of either 1) or 2) above,
The beam stress due to long-term vertical load is close to the stress of a simple beam with pin connection at both ends, and when the interlaminar displacement occurs due to the horizontal force acting on the building during an earthquake or storm, etc. When using a friction pin-jointed girder that does not generate short-term beam stress when it is rigidly joined to the column and functions as a friction damper that exhibits energy absorption performance due to the relative displacement of the friction joints at both ends of the beam. A building with a characteristic mixed structural framework.

<Configuration 3>
It is a mixed structure frame with RC columns and S beams on the 2nd and higher beams.
The column uses the PCa column member for all columns or a part of the target building,
The S-shaped large beam member connected to other than the column base of the PCa column member employs the friction pin jointed large beam,
Steel braces or steel buckling restrained braces are arranged in a balanced manner on each floor of the target building.
The vertical shape of the brace material is arranged in a pair of V-shaped on the lowest floor and in pairs of Λ-shaped or V-shaped on two or more floors. It has a shape
The brace material end joint is a brace material fixed at the lower intersection of the lowermost floor by burying a vertical PBL gibber plate having a number of holes in the center of the span of the lowermost beam. By being connected to the fixed member, it is fixed to the lowermost floor beam.
The brace material end of the second floor or more is a beam end in which the brace material end and the S large beam end are connected and integrated with each other when the brace material end is located in the vicinity of the PCa column member. Part connecting block, the beam end connecting block is integrated with the column member by welding joint or high-strength bolt joint to the beam level coated steel pipe of the PCa column member,
When the brace material end of the second floor or more comes near the center of the S-shaped beam, the brace material end of the beam center connecting block welded to the S-shaped beam central portion in advance and the brace material Is integrated with the S-shaped beam by welding or joining with high-strength bolts,
A self-supporting brace material capable of supporting and supporting the brace material and the S-shaped large beam connected thereto without the PCa pillar is a building having a mixed structure frame.

<Configuration 4>
The column members described in Configuration 1 are used for all the columns of the target building or part of them.
The S-shaped large beam members described in Configuration 2 are used for all large beams on the second floor or higher, or a part of them.
The brace material described in Configuration 3 is arranged on each floor in a well-balanced manner in a plane, and constitutes an assembly-type superstructure frame.
The lowermost beam that connects the column bases of the column members constitutes a rigid joint plane frame by RC, SRC (steel reinforced concrete), or S.
A building with a mixed structural frame, characterized in that a seismic isolation device is disposed at a planar position where the column member is disposed, and if necessary, at another position directly below the lowermost beam.

<Configuration 5>
In the building with the mixed structural framework described in Configuration 4,
A conventional frame structure or a brace frame structure with brace jointed to the outer peripheral frame of the building plane, or a part of the frame, or a part of the pillar and beam in the building plane.
5. A building with a mixed structure frame characterized by adopting an assembly type upper structure frame according to claim 4 at other positions to constitute an upper structure in which both the frames are mixed and used together .

<Configuration 6>
In the building by the mixed structural framework described in any one of Configuration 1 to Configuration 5,
In the column base part joint part of the lowest position of the column member described in Claim 1, or other joint parts of the said column members, from the reinforcement steel pipe for joining located in the outer side of the joint part of the said column member, the said column member When a friction material or a bolt-shaped member that contacts the surface of the outer periphery-coated steel pipe is tightened and contacted, and a lifted displacement occurs in the column member, the tip of the bolt-shaped member or the friction material and the column A building with a mixed structural frame, wherein a frictional resistance force is generated at a contact portion on the outer peripheral surface of the member, and the structure is a vibration-damping structure column in which energy absorption is generated in association with the rising displacement of the column member.

<Effects of solving Problem 1>
In the present invention, since the S-shaped beam is not inserted into the column / beam joint, the problem that the beam flange hinders the arrangement of the column bars does not occur.
Since the column member is a precast concrete member manufactured in advance in a factory, there is no work itself of assembling and arranging the column reinforcement at the site. Also, it is possible to mix PC steel in the axial rebar, and it can also be used as a prestressed and precast concrete column member with prestress introduced. It can be set as a high yield strength column member.

Since the column / beam joint at the intersection of the column and beam does not constitute a rigid frame structure, the large beam is a simple support beam, and the bending stress at the beam end due to long-term vertical load is almost zero. The shear force at the beam end is only transmitted to the column as a vertical load. Therefore, it can be said that almost no bending moment acts on the column. More precisely, a moment of Qxd due to the distance d from the column core to the pin joint at the end of the large beam and the shearing force Q at the end of the beam acts, which is a beam whose ends are rigidly joined. This value is almost negligible when compared to the moment generated in.
Furthermore, since the column / beam joint is not rigidly connected, even if a horizontal force is applied during an earthquake, no stress is generated at the column and beam ends. Therefore, in the frame of the present invention, it is only necessary to design the beam member cross section with respect to the stress of a simple beam caused by a long-term vertical load, and it is possible to design an extremely economical S-shaped beam, and also from the viewpoint of economics of frame design It has an extremely excellent structure.
In addition, the column shape of the circular cross section is less likely to cause injury to a person in the building due to a collision or the like, and has excellent points from the viewpoint of aesthetics and the utilization efficiency of the internal space of the building.

<Effect of solving Problem 2>
In view of the stress transmission mechanism from the S beam to the RC column, which is the second point of the problem, in the present invention, only the shearing force due to the vertical load at the beam end needs to be transmitted to the column. It can be said that there is no clear stress transmission problem. Unlike the conventional mixed structure of the RC beam S, it is not necessary to construct / assum a complicated stress transmission mechanism from the steel member to the concrete column such as concrete compression strut and torsional stress transmission at the column / beam joint.

The mechanism for transmitting the shear force of the end of the S-shaped beam to the concrete section of the RC column is also simple and clear. In the present invention, since the beam level covered steel pipe is provided at the beam level position of the RC column, the shear force at the end of the S-shaped beam can be transmitted to the covered steel pipe on the column surface by joining steel materials.
The vertical load (shearing force transmitted from the beam) transmitted to the coated steel pipe of this column is transmitted to the concrete by a PBL gibber steel plate welded and joined to the inside of the coated steel pipe. A PBL dowel is a steel plate in which a plurality of holes having a diameter of about 30 mmφ to 50 mmφ are usually embedded in concrete, and it has extremely high rigidity due to the two-surface shear resistance mechanism of the concrete that has penetrated into the holes. A large shear force can be transmitted. In order for a conventional stud bolt to exert a resistance force, it is necessary to cause a large bending deformation in the bolt itself, so that the rigidity to fix the shearing force is not so high. On the other hand, PBL gibber steel plate has an in-plane bending stiffness that is overwhelmingly higher than the bending stiffness of stud bolts, and its rigidity can be freely increased by the size of the steel plate, so it exhibits shear resistance. In this case, there is almost no need to cause horizontal deformation, and there is an advantage that extremely high rigidity and proof stress (resistance force) can be easily secured.

In the present invention, two or more, usually four, perforated steel plates (PBL gibber steel plates) are arranged in the vertical direction inside the coated steel pipe provided at the beam level position of the RC column. The concrete in the column / beam joint is placed to completely embed this steel plate, and when the precast column is configured as a cylindrical cross section, the concrete of the column at the beam level where the PBL gibber is located The thickness of the cross section is configured to be thicker than other portions. This is one of the differences from conventional ready-made concrete piles.
The beam level position where shear force is transmitted from this beam is an important position in terms of column stress, but the outer periphery of this part is covered and constrained by the beam level coated steel pipe. Since the external deformation is restrained and stiffened by the inner concrete and the PBL gibber steel plate, a reinforcing zone having high rigidity and proof strength is formed.

  Furthermore, in the present invention, a strip line (Hoop line) surrounding the column / beam joint is passed through the hole of the PBL dowel. By inserting a reinforcing bar into the hole of the PBL dowel, it is possible to increase the toughness (deformation performance) as a shear force transmission mechanism of the PBL dowel, and at the same time, constrain the periphery of the column / beam joint with a hop bar. It also improves safety and stability against shear failure at beam joints.

<Effects of solving Problem 3>
The third problem is the problem of construction reliability. In the present invention, since the S beam member does not penetrate into the column / beam joint, the problem of the flange of the S beam hindering the concrete filling of the column does not occur. The steel material in the column existing at the beam connection level is only the PBL gibber steel plate welded to the beam level coated steel pipe, and this steel plate is arranged in the vertical direction of the column, and the direction of force transmission and the direction of the steel plate Are in agreement and smooth stress transmission is possible.
Further, the present invention is basically based on factory production of all RC column members as precast (PCa) members. Precast manufacturing of building columns and beam members has already been adopted as a construction method, and is particularly common in buildings such as super high-rise RC houses and distribution warehouses. However, the pillars and beam members used in these buildings are solid cross-section members in which the pillars are mainly square and the beams are rectangular cross sections, and concrete is cast to the full cross section of the pillars.
On the other hand, since the present invention is based on a cylindrical cross section having a circular outer shape and a hollow inside, centrifugal force molding is possible. Therefore, it is possible to use production facilities for ready-made concrete piles, and it is possible to produce honey and high-strength concrete in a short time, extremely efficiently.

<Effects of solving Problem 4>
The fourth problem is the efficiency of construction at the construction site and the rationalization of the construction work itself. Since the pillar of the present invention is based on a factory-produced cylindrical cross section, it is considerably lighter than a conventional precast pillar having a solid rectangular cross section. Therefore, the lifting / building work at the construction site is easy, the formwork assembly work at the site is completely unnecessary, and the work at the site is greatly labor-saving.
Furthermore, the feature of the present invention is that the precast column members are joined by simply inserting and fitting them through the joining parts. The column and S beam are joined by welding or high strength bolt joining, S construction. The brace material can also be assembled and joined at the site by using high-strength bolts for the end part and brace material, which are joined together with the S beam in advance at the factory. It is possible to assemble and construct efficiently and with high accuracy.

As mentioned above, although the effect by the solution of this invention with respect to each subject was demonstrated, it is as follows when the effect of this invention is summarized.
(1) RC columns are all high-quality members manufactured at the factory and have a cylindrical cross section. Therefore, the combination of pre-stress and high-strength concrete makes it lightweight and has high shaft strength. It can be a column member, and on-site assembly work is also facilitated.
(2) The joint between the S beam end and the column member is simple, and the stress transmission mechanism from the S beam to the RC column is simple and highly reliable.
(3) The S-beam member does not penetrate into the column, and only the PBL gibber steel plate is arranged as a vertical plate in the column at the column / beam joint. Therefore, high quality as a concrete member (column) can be secured.
(4) The joining and assembling of the column members is merely inserted and fitted into the column cavity via the column joining component. In addition, the beam and brace materials are basically assembled by high-strength bolts, and can be constructed with high quality and high efficiency.
(5) When “rotating friction pin joining” or “pin-friction damper joining” which is the joining method of the S-beam end of the present invention is adopted, it is a simple method, but the end part for a long-term vertical load. A simple beam with pin support is realized, and a seismic control frame that absorbs energy against the action of seismic force is realized.
Furthermore, when the structural framework of the present invention is employed, there is an effect that a building structure having the following advantages can be realized.
(6) An efficient building space having a large effective dimension under the beam can be economically configured for a building having a large vertical loading load in which stress due to the vertical load is dominant and a large span.
(7) If the frame structure of the present invention is applied to a building that requires a large span, it can secure higher rigidity than a steel frame and does not become a heavy building like an RC frame. An excellent building can be realized from both viewpoints.
(8) At the beam height position on the second floor or higher of the column member, welding between the coated steel pipe member exposed on the surface and the end of the steel beam or dry bonding between the steel members using high strength bolts is enabled.

It is a longitudinal cross-sectional view which shows the structure of the PCa pillar of this invention, and the symbol part of A-F is a horizontal cross-sectional view in the following positions, respectively. A: Column base horizontal section, B: Column middle section horizontal section, C: Beam level horizontal section, D: Column upper floor middle section horizontal section, E: Column member upper end plan view, F: Column base fixing member section view And plan view It is explanatory drawing which shows the fixing method of a lowermost column lower end part (column base part), (A1) Column member horizontal sectional drawing, (A2) Column base part longitudinal cross-sectional view (insertion method), (A3) Insertion type column base Plan view of fixing member (B1) Horizontal cross-sectional view of column member, (B2) Cross-sectional view of tensile force resistance type column base and column base fixing member by anchor bolt welding fixing method, (B3) Plan view It is explanatory drawing which shows the joining method of the junction part of the column members of this invention, (1) The figure which shows the positional relationship of the column member and column junction components just before joining, (2) The junction part vicinity of the column member after joining FIG. An example of the column-to-beam joining method “P-FD joining” (pin-friction damper joining) of the present invention: an explanatory view showing a construction method in which the friction damper under the S-beam lower flange is a vertical plate type. 1) Plan view from above the upper flange of the S-shaped beam (A-level view), (2) Longitudinal section of the column and S-beam joint, (3) Horizontal level just below the lower flange of the S-shaped beam Section (B level view below), (4) Longitudinal section viewed from the S-shaped beam (CC arrow). An example of the column-to-beam joining method “P-FD joining” (pin-friction damper joining) of the present invention: an explanatory view showing a construction method in which the friction damper under the S beam lower flange is a horizontal plate type. 1) Plan view from above the upper flange of the S-shaped beam (A-level view), (2) Longitudinal section of the column and S-beam joint, (3) Horizontal level just below the lower flange of the S-shaped beam Section (B level view below), (4) Longitudinal section viewed from the S-shaped beam (CC arrow). It is explanatory drawing which shows the operation | movement principle of the column-beam joining method "P-FD joining" (pin-friction damper joining) of this invention, (1) The action | operation direction of a friction damper when a pillar upper part inclines rightward. (2) Elevation view showing the direction of operation of the friction damper when the column upper part is tilted to the left. Configuration example of mixed structure frame composed of PCa pillar and S-shaped beam of the present invention When beam end joint is W-HB pin joint (rotational friction pin joint) Configuration example of mixed structure frame composed of PCa column and S-shaped beam of the present invention When beam end joint is P-FD joint (pin-friction damper joint) Example of configuration of mixed structure frame composed of PCa column and S-shaped beam of the present invention Part adopting self-supporting brace that integrates S-shaped beam and S-shaped brace Detailed view of the bottom fixing point of S-built self-supporting brace (1) V-shaped elevation and horizontal cross section viewed from the front near the fixing member made of PBL gibber steel plate (G arrow bottom view) (2) Vertical direction Plan (H arrow view) Example 1 of a base-isolated structure building with columns, beams, and braces of the present invention (when the brace layout span is distributed) (1) Standard floor plan view (bottom view), (2) Outer peripheral surface (Y1, (Y5 way) Axis assembly diagram, (3) Internal construction surface (Y2 to Y4 way) axis assembly diagram. Example 2 of seismic isolation structure building with pillars, beams, and braces of the present invention (when the brace layout span is centrally arranged) (1) Standard floor plan view (bottom view), (2) Outer peripheral surface (Y1, (Y5 way) Axis assembly diagram, (3) Internal construction surface (Y2 to Y4 way) axis assembly diagram. Example of seismic isolation structure with conventional rigid joint (brace combined ramen structure) frame on the outer frame and the frame structure with pillars and beams according to the present invention. (1) Plan floor plan ( (Lower view), (2) Axis diagram of outer circumference (Y1, Y5 way), and (3) Axis diagram of inner surface (Y2 to Y4). It is explanatory drawing which shows the joining method of the junction part (column base part and general junction part) of the column which provides the function as a damping structure column which exhibits energy absorption performance to the column member of this invention, (A1) Column base Horizontal cross-sectional view of the column member, (A2) Vertical cross-sectional view of the joint that provides sliding friction of the column base, (A3) Plan view of the sliding friction joint of the column base (B1) Horizontal cross-section of the column member joint Figure, (B2) Vertical section of the joint that provides sliding friction at the column member joint, (B3) Plan view of the sliding friction generating part at the column member joint Detailed view showing the structure of a conventional RC-column and S-beam mixed column / beam joint (1) Horizontal sectional view of the upper flange level in the vicinity of the column / beam joint (bottom view), (2) Column・ It is a vertical cross section near the beam joint.

The feature of the present invention is not only a mixed structure of RC columns and S beams, but also a conventional general frame structure (rigidly connected frame), and is not a conventional simple pin-connected frame. A new structural framework can be constructed and assembled very easily. That is,
The present invention is a mixed structural framework in which a column is a reinforced concrete structure (hereinafter referred to as “RC structure”), and a large beam on the second floor or more is a steel structure (hereinafter referred to as “S structure”).
The column is a pre-cast reinforced concrete (PCa) column member manufactured in advance in a factory and can be assembled and connected vertically without using cast-in-place concrete.
The outer shape of the column is circular, and at least both upper and lower ends of the column member have concentric circular cavities inside,
The length of the column is 1) the lowest column member is the height from the lowest end of the application position of the target column to the vicinity of the center of the upper floor, 2) the intermediate column member is the lowest column member Alternatively, the height from the upper end position of the lower intermediate column member to the center of the upper floor of the upper floor, 3) The uppermost column member is applied from the upper end position of the lower column member or intermediate column member Manufactured as a height up to the top end of the position,
Covered steel pipes (hereinafter referred to as “beam level coated steel pipes”) having the same or higher height as the beam components and the same outer diameter as the column members are embedded at the heights where the beams on each floor are attached. The outer peripheral surface of the column is the steel surface,
At least two or more vertical PBL gibber steel plates having a large number of holes (hereinafter referred to as “PBL holes”) welded to the coated steel pipe member are disposed inside the beam level coated steel pipe, PCa pillar member is filled with concrete, and the PBL gibber steel plate is completely buried and integrated in the concrete,
The lower end portion of the lowermost column member is supported by the lower floor surface or the lower member that receives the column. 1) A columnar shape, a cylindrical shape, or a conical shape that fits into the lower end central cavity of the lowermost column member. From above the column base fixing member having any one of the protrusions, the protrusion is installed so as to be inserted and fitted into the lower end cavity of the column member, or 2) the column of the lowermost column member By installing so that the lowermost part of the column base of the column is inserted and fitted into the column base peripheral reinforcement steel pipe from above the column base fixing member having the column base peripheral reinforcement steel pipe surrounding the outer periphery of the leg portion. The lower end portion of the lowermost column member is rigidly resistant to vertical load and horizontal force, and does not generate the resistance force of the tensile side stress degree portion against the rotational moment of the column base. It is fixed column base joint,
At the beam height position on the second floor or more of the column member, the beam level-covered steel pipe member exposed on the surface and the steel beam end are welded or dry-bonded together by high strength bolts. Is possible,
Only the joint between the lowermost column member and the intermediate column member, or between the intermediate column members, or between the column members of the intermediate column member and the uppermost column member is 1) welded or 2) around Insert the column end into the constraining steel pipe, or 3) insert and fit the column joining member into the circular cavity provided at the end of the column member, thereby rigidly joining the two column members. It is a building with a mixed structural framework that uses PCa column members to be fixedly joined.
Hereinafter, embodiments of the present invention will be described with reference to the drawings illustrating examples.

Example 1 shown in FIG. 1 is a cross-sectional view showing a configuration of a PCa column member which is a main component of the present invention.
First, the RC column 1 has a circular cross section over its entire length, and the end steel plate 14 of a donut-shaped circular flat plate at the end is located at the A cross section and E cross section positions of FIG. Are arranged, and a hollow portion 13 is always provided at the upper end portion and the lower end portion of the column member.
The hollow portions at both ends are inserted into the hollow portion 13 of the column base by inserting an insertion steel pipe 52 that is a protrusion of the column base joint member 50 in the column base portion, thereby forming a “rigid-pin transition joint” (column In the range where the compressive stress level exists due to the vertical axial force of the joint, the rigidity (fixed degree) gradually decreases as the compressive stress level decreases. This is to realize Moreover, in the B cross-section and D cross-section positions located at the middle part height of the floor, it is a PCa pillar member made of precast concrete having a simple hollow cylindrical cross section.
The RC column 1 is a dry-type column that can assemble and connect precast reinforced concrete column members manufactured in the factory in the vertical direction without using on-site cast concrete.
The lowermost column member of the RC column 1 is manufactured at a height from the lowermost end portion of the application position of the application target column to the vicinity of the center of the upper floor. The intermediate column member of the RC column 1 is manufactured at a height from the upper end position of the lowermost column member to the vicinity of the center of the upper floor. The uppermost column member of the RC column 1 is manufactured at a height from the upper end position of the lowermost column member or the intermediate column member to the application position uppermost end portion of the application target uppermost floor.

In the column of the level to which the S-beam 3 shown by the broken line is attached, the beam-level coated steel pipe 15 is arranged on the outer periphery, and four PBL gibber steel plates 17 welded on the inside thereof are arranged in the vertical direction, It is integrated with the column concrete 11 by concrete that has entered into a number of PBL holes 171 provided therein.
A steel plate 18 for joining with the S-beam is welded to the outside of the beam-level coated steel pipe 15, and the vertical load (shearing force) of the floor and the beam transmitted through the steel plate 18 is the PBL dive steel plate. 17 is transmitted to the concrete section 11 of the column.

On the upper end portion (E level) of the column, the PCa column member on the upper floor is arranged and joined. Details of the joining method will be described later with reference to FIG.

FIG. 2 shows a method of joining and fixing the column base 5 at the bottom of the PCa column according to the present invention. An example of a fixing method is shown.
The left side (A1) to (A3) of FIG. 2 shows a column base fixing method for a general PCa column with no braces adjacent to each other. FIG. Is a longitudinal section, and (A3) is a plan view of the column base joining member 50. FIG.
The column base joint member 50 includes a column base peripheral reinforcement steel pipe 51, a base plate 53, a column base fixing PBL gibber steel plate 54, an anchor bolt (nut fixing type) 55, and the like. Is installed.
A PCa column member is suspended thereon, the column base is inserted into the column base peripheral reinforcing steel pipe 51, and is installed on the upper portion of the base plate 53.
The fixing condition of the column base of the main column is to realize a rigid-pin transition connection having both characteristics of the rigid connection and the pin connection described in paragraph [0036]. You just need to insert it into the box. The compressive force of the column is supported by the base plate 53, and the horizontal shearing force is determined by the frictional force of the bottom of the column and the shear strength of the reinforcing steel pipe 51 around the column base around the column base. 21 is transmitted.
Since this PCa column is not rigidly connected to the S beam on each floor of the upper layer, even when a horizontal seismic force is applied to the building, no vertical shearing force is generated on the beam. It is not transmitted to the PCa column, and a tensile axial force does not act on the column due to the action of a horizontal force. Assuming that an upward tensile force exceeding the compression vertical axial force is applied to the column due to vertical movement, the column base can freely float upward, and the upward tensile force acts on the column base joint member 50 below the base plate. In addition, the column base periphery reinforcing steel pipe 51 has a sufficient depth, so there is no possibility that the column base part will come out. Even if the column base is lifted, the horizontal shearing force of the column can be borne by the column base surrounding reinforcing steel pipe 51.
That is, the lower end portion of the lowermost column member is supported by the lower floor surface or the lower member that receives the column, and fits into the lower end central cavity of the lowermost column member. From the top of the column base fixing member having such a protruding portion, the protruding portion is installed so as to be inserted and fitted into the lower end cavity of the column member. A rigidly reduced semi-fixed column base joint is realized that resists the force rigidly and does not generate a resistance force in the tensile stress portion against the rotational moment of the column base.

  The horizontal shearing force transmitted to the column base surrounding reinforcing steel pipe 51 and the base plate 53 is transmitted to the reinforced concrete frame 21 under the column by the PBL gibber steel plate 54 and the PBL gibber hole 541 provided therein. Therefore, since the horizontal shearing force and the tensile force do not act on the anchor bolt 55, the anchor bolt 55 in the main column base can be omitted. However, in the example of FIG. Some anchor bolts are arranged in order to ensure stability.

The right side (B1) to (B3) of FIG. 2 show the column base fixing method of the PCa column when there is a possibility that an upward tensile force acts on the column base column. (B1) of FIG. The column base part horizontal section of a column member, (B2) is a longitudinal section, and (B3) is a top view of column base joining member 50.
A PCa column in which an upward tensile force may act during an earthquake or the like is a case where a vertical brace is arranged on a beam in the immediate vicinity of the column. That is, the vertical component of the axial force generated in the vertical brace is transmitted to the nearest PCa column, and this vertically upward force exceeds the long-term vertical axial force of the column.
In this case, the vicinity of the column base portion of the PCa column is based on the fact that at least the vicinity of the column base portion is an SC column in which the coated steel pipe 15 is disposed on the outer periphery of the column in order to bear the tensile force.
The column base joining member 50 is composed of a column base peripheral reinforcing steel pipe 51, a base plate 53, a column base fixing PBL gibber steel plate 54, an anchor bolt 56, and the like, and is installed in advance on the floor concrete at the lowest floor. The upper part of the anchor bolt 56 is directly welded to the outer periphery of the column base periphery reinforcing steel pipe 51 in advance.
The PCa column member 1 is suspended on the column base joining member 50, inserted into the column base periphery reinforcing steel pipe 51, and installed on the upper portion of the base plate 53.
A feature of the fixing condition of the column base of the main column is that it can resist (fix) upward tensile force acting on the column. A coated steel pipe 15 exists on the outer periphery of the column base, and this is welded to the upper end of the column base peripheral reinforcing steel pipe 51 all around the field. As a result, the tensile force acting on the column base is transmitted to the column base peripheral reinforcing steel pipe 51 and further fixed to the lower housing 21 by the anchor bolt 56 welded thereto.
The horizontal shearing force acting on the column base is transmitted to the base plate 53 by the frictional force between the bottom of the column 1 and the upper surface of the base plate 53 and the column base surrounding steel pipe 51 surrounding the column base, and is welded to the lower side of the base plate 53. It is transmitted to the foundation housing 21 by the column base fixing PBL gibber steel plate.
The fixing condition of the column base is almost completely fixed because both the column base bending moment and the horizontal shearing force can be resisted.

FIG. 3 shows an embodiment of a joining method for PCa column members. FIG. 3 (1) shows a state before joining, and FIG. 3 (2) shows a shape after completion of joining.
The column joining member 60 includes a column boundary joining plate 61, a column joining portion-upper insertion member 62, and a column joining portion-lower insertion member 63.
First, the column joining portion-lower insertion member 63 of the column joining member 60 is inserted into the hollow portion 13 having the end steel plate 14 and the inner steel pipe 16 at the upper end of the PCa column located on the lower side, and the upper side from above. The lower end of the PCa column is suspended, and the column joint-upper insertion member 62 is inserted into the cavity 13 at the lower end of the upper column. This completes the joining method.
Since the end steel plates 14 at the upper and lower ends of the PCa column exist above and below the column boundary bonding plate 61 of the column bonding member 60, the column boundary bonding is performed in order to stabilize the column in the field. It is also possible to weld the plate 61 and the upper and lower end steel plates 14 on site.
As described above, only the joint between the column members of the lowermost column member and the intermediate column member or between the intermediate column member and the uppermost column member is rigidly bonded by welding or mechanical dry bonding using a steel covering member, or By inserting and fitting the column joining members 60 into the circular cavities 13 provided at the ends of the column members above and below the joining portion, column joining is realized in which both the pillar members are semi-fixed.

4-6 shows the Example of the joining method of the edge part of the steel beam 3 and PCa pillar 1 of this invention.
First, FIG. 4 is an example of a joining method “P-FD joining” (pin-friction damper joining) between the PCa column and the S steel beam of the present invention, and the friction damper is an explanatory view showing a vertical plate type construction method. 4 (1) is a plan view (A level view) seen from above the upper flange of the S-shaped beam, FIG. 4 (2) is a longitudinal sectional view of the column and the S beam joint, and FIG. A horizontal section (B-level down view) immediately below the lower flange of the steel building beam, FIG. 4 (4) is a vertical cross-sectional view (CC arrow view) as viewed from the S-building beam side.
First, as shown in FIGS. 4 (1) and 4 (2), a rotational center shear pin joint that can be rotated to the upper center position of the upper flange of the S-shaped beam and approximately at the center height of the slab and transmit a vertical load. 35 (P junction) is provided. A pin rod 351 is disposed at the center, and is sandwiched between two vertical steel plates welded to the coated steel pipe 15 of the PCa column, thereby realizing a two-surface shear pin joint.
Since the center position of the pin joint is coincident with the center of the concrete slab thickness provided on the upper side of the steel beam, the slab may inhibit the rotational motion against the rotational deformation of the S beam end. This pin position is the center of rotation of the S beam end. Furthermore, in order to completely eliminate the rotation of the pin due to the slab, the slit 23 may be provided in the concrete slab in parallel with the pin rod 351.

On the other hand, a lower reinforcing plate 34 is vertically welded to the lower side of the lower flange 31 of the S beam, and this is connected to the two column side resistance plates 36 welded to the coated steel pipe 15 of the PCa column 1. A high-strength bolt 371 for introducing a frictional axial force is disposed at the center. The beam-side plate 34 and the column-side resistance plate 36 are arranged so as to face each other and contact each other, and a friction material 372 is arranged on the contact surface between them, or a friction surface treatment is applied, and the two can be shifted relative to each other. A two-point joint “pin-friction damper joint” (P-FD joint) that operates as a friction damper (FD joint) by horizontal displacement below the beam as the beam end rotates by tightening with a high-strength bolt 371. Bonding) is realized.
A reinforcing plate 38 is arranged on the side surface of the web of the S beam. This is because the frictional force generated by the friction damper on the S-beam side prevents the S-shaped web plate from being worn, and the damper resistance is transmitted to the upper flange of the S-beam. This is because the damper resistance force is transmitted from the flange to the column via the pin joint. Thereby, since the axial deformation on the S beam side can be suppressed to a small level, it is possible to effectively absorb energy without losing the horizontal displacement at the friction damper position accompanying the rotational deformation of the beam end.

FIG. 5 is an explanatory diagram in the case where the resistance plate of the friction damper is configured horizontally in another embodiment of the column-to-beam joining method “P-FD joining” (pin-friction damper joining) of the present invention. 5 (1) is a plan view (A level view) seen from the top of the upper flange of the S-shaped beam, FIG. 5 (2) is a longitudinal sectional view of the column and S-beam joint, and FIG. 5 (3) is A horizontal section (B-level down view) immediately below the lower flange of the S-shaped beam, and FIG. 5 (4) are longitudinal sectional views of the column direction from the S-shaped beam (CC arrow).
As shown in FIGS. 5 (1) and (2), the shear pin joint 35 (the center of rotation of the S-beam end is located at the upper center of the upper flange of the S-shaped beam and approximately at the center height of the slab). Providing (P-joint) is the same as in the fifth embodiment, and this pin position becomes the rotation center of the S-beam end. As in the fifth embodiment, it is also recommended to provide slits 23 on both slabs of the shear pin rod 351.
On the other hand, on the lower side of the lower flange 31 of the S beam, a friction damper resistance plate 373 arranged in the horizontal direction and integrated with the lower flange of the S beam is arranged. A high-strength bolt 371 for introducing a frictional axial force is disposed at the center between two horizontal column-side resistance plates 36 welded to each other. The beam side plate 373 and the column side resistance plate 36 face each other, and a friction material 372 for increasing the friction coefficient is disposed on the contact surface. By tightening the contact surface with a high-strength bolt 371 so as to allow relative displacement. Along with the rotational movement of the beam end, a two-point joint “pin-friction damper joint” (P-FD joint) that operates as a friction damper (FD joint) by horizontal displacement below the beam is realized.
Similar to the fifth embodiment, a reinforcing plate 38 is disposed on the side surface of the web of the S beam to prevent the web plate from being worn by the resistance of the friction damper.

FIG. 6 is an explanatory diagram of the operating principle of the “pin-friction damper” in the “P-FD joining” of the fifth and sixth embodiments.
FIG. 6 (1) is an elevational view showing the operating direction of the friction damper when the column upper part is tilted to the right. FIG. 6 (2) is an elevation view of the friction damper when the column upper part is tilted to the left. It is an elevation which shows an operation direction.
In the pin-friction damper (P-FD) joint, all the beam ends are rotationally deformed with the pin joint position 35 positioned above the upper flange of the beam as the center of rotation. Accordingly, a relative displacement displacement in the horizontal direction occurs at the position of the friction damper 37 positioned below the lower flange. The friction damper is actuated by this relative displacement, and the energy absorption effect is exhibited by the friction force.
The friction damper is provided with a friction bonding material 372 that does not deteriorate due to repetition, so that it does not deteriorate against the action of a large number of seismic forces, and does not cause plasticity or damage to the S beam and PCa column. Absorption can be performed.

FIG. 7 shows a configuration example of a mixed structure frame composed of the PCa column 1 and the S-shaped beam 3 according to the present invention. A W-HB pin connection (rotation) is used as a method for connecting the PCa column and the S beam end. This is an example in the case of employing a friction pin joint).
First, the column base joint portion 5 is inserted into the column base cavity portion 13 of the PCa column by inserting the insertion steel pipe 52 of the column base fixing member 50 previously installed on the RC floor / beam housing 20 on the lowest floor, The column is erected with the column base as a rigid-pin transition joint.
In the joint portion 6 between the PCa columns seen in the second floor portion of the column, the column joint portion that restrains the outer periphery of the column joint portion after contacting the end steel plates 14 arranged on the upper and lower end surfaces of the column member − The outer periphery is constrained by the peripheral restraining plate 64 to realize the rigid joining of the columns. Since this joint is provided at the center height of the floor, when a horizontal seismic force is applied, the vicinity of this joint becomes an inflection point, and a large bending moment does not occur in the column. Therefore, it is necessary and sufficient that the column joint portion-peripheral restraint plate 64 can mainly transmit shearing force, and a safe structural frame can be joined by a simple method.

Next is a method of joining the PCa pillar 1 and the S-beam 3. As shown in the partial enlarged view of the joint, a beam-joining reinforcing plate 39 is welded to the coated steel pipe 15 on the outer periphery of the column-beam joint, and this and the S-beam web plate 32 are two high-strength bolts. Surface shear bonded. At this time, the high-strength bolt holes at the joints of the column-side vertical plates 39 are friction-free friction joints that minimize the clearance of the hole diameter for bolt insertion, and are fixed friction joints that do not cause slip.
On the other hand, on the web (W) plate side 32 at the end of the S-beam, the high-strength bolt (center bolt 421) located at the center position of the high-strength bolt minimizes the clearance of the hole diameter, and the other bolt holes are the center bolt 421. “Rotating friction pin joining (W-HB pin joining)” is employed in which the bolt position farther from the position has a larger hole diameter and intentionally generates a rotational deviation centered on the center bolt position.
The contact surface at the position of the high-strength bolt 371 causing the displacement due to the rotational deformation is subjected to a friction surface treatment for adjusting a friction coefficient, or a friction material 372 is interposed.
As a result, when an interlayer displacement occurs in the building during an earthquake, rotational displacement deformation occurs in the friction joint according to the inclination angle of the column, and energy absorption due to friction occurs. The conventional high-strength bolt joint is the idea of preventing the occurrence of displacement of the tightened steel sheet due to the frictional force, but the rotational friction pin joint (W-HB pin joint) of the present invention intentionally allows the friction surface to be displaced. This makes it possible to absorb energy. In other words, in the rotational friction pin joint (W-HB pin joint) portion at the beam end of the present invention, the vibration damper is simply connected by a high-strength friction joint at the beam end without using a special vibration control device or damper. A seismic control structure equivalent to the built-in case is realized.

  The column on the uppermost floor in FIG. 7 employs a steel column, and a steel column 65 is joined on the PCa column 1. As shown in the enlarged view of the column connection portion 6 on the uppermost floor, the column base portion of the S structure column 65 on the upper floor side has a protruding portion 63 on the lower side of the connection plate 61, and this is formed at the upper end of the lower PCa column. Since only the insertion into the cavity 13 is required, a rigid-pin transition junction can be realized very easily. In addition, the rotational friction pin joining (W-HB pin joining) is adopted only by the high-strength bolt joining for joining the upper end of the S pillar 65 and the uppermost S beam 3.

FIG. 8 shows a configuration example of a mixed structure frame composed of the PCa column and the S-shaped beam of the present invention. This is an example in the case of employing a friction damper joint).
First, the column base is inserted into the column base cavity 13 of the PCa column by inserting the steel pipe 52 of the column base fixing member 50 installed in advance on the RC floor / beam housing 20 on the lowest floor. The method of joining the PCa columns provided in the vicinity of the center of the second and third floors is the same as that of the seventh embodiment.

The present embodiment is characterized in a method of joining the PCa pillar 1 and the S beam 3. As shown in the third-floor floor level column-to-beam joint, a pin joint having a pin rod 351 as a rotation center is provided near the center of the floor slab thickness slightly above the upper flange level of the S-shaped beam. As a result, when an interlayer displacement occurs in the building during an earthquake, the beam and the column are relatively inclined with the pin joint rod 351 on the upper end side of the beam as the center of rotation, and between the end of the lower end flange of the beam and the column. Relative horizontal displacement occurs.
Therefore, the lower end flange 31 of the S beam is vertically sandwiched between two steel plates fixed to the coated steel pipe side of the column, and a contact force is applied to the friction surface with a high-strength bolt, so that friction occurs at the lower end flange position of the beam. A damper 37 is formed.
The method of joining the PCa column and the S-beam is P-FD joining (pin-friction damper joining), and, like the rotating friction pin joining (W-HB pin joining) of the seventh embodiment, a special vibration control device The seismic control structure equivalent to the case where a seismic control (friction) damper is incorporated is realized by a simple joining method at the end of the beam.

  The top floor of FIG. 8 shows a method of introducing the steel beam 3 and the floor / roof set to the top floor by a simpler method. That is, the column extends the PCa column to the level closest to the beam level on the uppermost floor, and a short S column member 65 for receiving the end of the S beam is provided at the upper end of the column, and the lower protrusion 63 is formed in the cavity at the upper end of the PCa column. It is only inserted into the part 13. A rigid-pin transition junction can be realized very easily. In this embodiment, a simple pseudo-pin joining method in which only the web plate is joined by high-strength bolts is adopted for joining the S-beams on the top floor.

FIG. 9 shows a configuration example of a self-supporting brace structure in which the horizontal rigidity of the entire building is secured and the horizontal force is borne in the mixed structural frame composed of the PCa pillar 1 and the S-shaped beam 3 of the present invention. It is a thing.
The brace material 7 shown in the figure is made of steel brace or steel buckling restrained brace, and the main construction surface is arranged in a well-balanced manner in both the X and Y directions in the plane of the building.
When explaining from the lower floor of FIG. 9, the brace arrangement shape of the vertical elevation is a V-shaped pair of two on the lowest floor, and on the floors above the second floor A pair of Λ-shape or V-shape is formed so that the brace end positions are continuous.
The end joint of the brace material is embedded at the lower intersection of the lowermost floor with a base plate 72 attached with a vertical PBL gibber steel plate 73 having a number of holes in the center of the span of the lowermost beam. By being connected to the fixed brace material lower end fixing portion 71, it is fixed to the lowermost beam support 20 (see FIG. 10 for a detailed enlarged view).
On the second and fourth floors, the brace material ends of the second and higher floors are connected and integrated with each other on the second and fourth floors where the brace material ends are in the vicinity of the PCa column member. A beam end connection block 74 is formed, and the beam end connection block 74 is integrated with the column member by welding or high-strength bolt connection to the beam level covering steel pipe 15 of the PCa column member. Yes.
When the end of the brace material of the second floor or more comes near the center of the S-shaped beam (on the third floor), the beam center brace material end block 75 welded in advance to the S-shaped beam center. And are integrated with the S-shaped beam by welding or high-strength bolts.
In this structure, the weight of the brace material and the S-shaped large beam connected to the brace material is characterized in that it is a self-supporting brace material that can be supported by the brace material itself without the PCa pillar. .

When a horizontal force acts on the brace surface, an axial force is generated on the brace material that is balanced with the horizontal force. The horizontal component force of the axial force balances with the horizontal force of the external force, but the vertical component force becomes the vertical axial force of the adjacent column, so that a vertical upward tensile force or a downward compressive force acts on the adjacent PCa column. . If the vertical upward tensile force exceeds the long-term vertical axial force of the PCa column, the PCa column will have a tensile stress, so the PCa column adjacent to the brace construction surface is an SC column with a coated steel pipe on the outer periphery. It is desirable to use (steel pipe covering concrete column). As shown in FIGS. 2 (B2) and (B3), the column base is welded to the upper end of the peripheral reinforcing steel pipe 51 of the column base joining member 50 by welding the coated steel pipe 15 around the column base of the PCa column. Tensile force is transmitted to the foundation housing 20 by anchor bolts 56 welded to the steel pipe 51.
The details of the column base in FIG. 9 include the left column method indicated by numeral 59 as a method for fixing the base plate 53 of the column base with the anchor bolts 55, and the right column includes a coated steel pipe on the outer periphery of the column base. Two methods different from FIG. 2 of the method of directly welding to the base plate 53 of the joining member 50 and fixing to the base housing 20 with the PBL dowel steel plate 54 are shown.

FIG. 10 is a detailed view of the fixing portion of the V-shaped brace located at the center of the lowermost span. Underneath the base plate 72, three vertical PBL dowel plates 73 having a large number of PBL dowel holes are arranged vertically, and the horizontal component force borne by the two braces is applied to the lowermost floor RC beam. To communicate.
The vertical component force of the brace material 70 is offset by the two members on both sides of the V-shape. For this purpose, the vertical component force of both members needs to be transmitted, and the role of the base plate 72 and the vertical PBL gibber steel plate 73 is Plays.
Further, in order to install the brace lower end fixing member 71 in the lower concrete frame 20 in advance, the base plate 72 is provided with a hole 720 for easily performing concrete placing.

FIG. 11 is an example showing the overall structure of a base-isolated structure building that adopts the present invention, and is an example of a case where the brace structure bearing the horizontal force is distributed throughout the building. Fig. 11 (2) is an axis diagram of the outer peripheral surface (Y1, Y5), and Fig. 11 (3) is an axis diagram of the inner surface (Y2 to Y4). It is.
As shown in (1) and (2) of FIG. 11, tensile force resistance type PCa-RC columns or SC columns 10 are arranged on both sides of the span where the braces are arranged. It can resist the compressive axial force and tensile axial force generated in In particular, the colored portion of the column 10 indicates that the SC column is employed. Each column is installed on the RC large beam 20 on the first floor, and a laminated rubber seismic isolation device 81, a sliding bearing isolation device 82, and a rolling bearing isolation device 83 are disposed under the column.
Considering the occurrence of torsional vibration and residual displacement of the entire building, the location of the seismic isolation device 8 is mainly such that the laminated rubber bearing 81 is on the outer periphery of the building, the rolling bearing 83 is on the outer peripheral surface, and the sliding bearing 82 is on the inner structure. It is desirable to place it under the pillar of the surface.

FIG. 12 is an example in the case where the brace structure which bears the horizontal force is concentrated in the embodiment showing the overall structure of the base-isolated structure building according to the present invention, and FIG. FIG. 12 (2) is an axial diagram of the outer peripheral surface (Y1, Y5), and FIG. 12 (3) is an axial diagram of the inner surface (Y2 to Y4).
As shown in (1) and (2) of FIG. 12, in the span where the braces are concentrated, a tensile force resistance type PCa-RC column or SC column 10 is arranged at the outermost column. It can resist the compressive axial force and tensile axial force generated in the column by the brace. In particular, the colored portion of the column 10 indicates that the SC column is employed.
However, due to the effect that the braces are continuously arranged, the direction of the axial force of the brace material located on both sides of the column is reversed except for the outermost column of the brace position, and the vertical component force of the brace material is The vertical axial force does not act on the column because it is offset on both sides. Therefore, the inner column of the brace continuous span may be the same as the PCa column in the general part where no brace is present, and does not need to be an SC column that requires a coated steel pipe.
It is implemented that each pillar is installed on the RC large beam 20 on the first floor, and that the laminated rubber seismic isolation device 81, the sliding bearing isolation device 82, and the rolling bearing isolation device 83 are adopted under the pillar. Same as Example 10.

FIG. 13 shows an example of the overall structure of a base-isolated structure building according to the present invention, in which a conventional rigid joint (ramen structure) frame is disposed on the outer peripheral surface, and the columns and beams of the present invention are disposed on the inner surface. Fig. 13 (1) is a standard floor plan view (bottom view), and Fig. 13 (2) is a frame diagram of the outer frame (Y1, Y5). FIG. 13 (3) is an axis diagram of the internal surface (Y2 to Y4).
The outer peripheral surface shown in FIG. 13 (2) is composed of a pillar 69 constituting a rigid frame structure and a large beam 49 rigidly joined thereto, but the constituent members may be made of reinforced concrete (RC) or steel (S ) It may be configured as a building member. Moreover, it is good also as a conventional mixed structure frame | frame of RC structure and beam S structure.
Moreover, in this building structure, since the outer peripheral surface provides horizontal rigidity of the entire building and bears the horizontal force, as a frame structure using a brace combined with braces 7 as shown in FIG. Alternatively, it is also recommended to add a column (intermediate column) in each span only on the outer peripheral surface to increase horizontal rigidity and horizontal strength.

  On the other hand, as shown in FIGS. 13 (1) and (3), the internal construction surface arranged inside the building plane has the PCa pillar 1 of the present invention rationalized specially for the frame that supports the vertical load and S beam 3 is adopted. Further, the large beam connecting the column of the outer circumferential surface and the inner column employs a rigid joint with the outer circumferential surface column, and the rotational friction pin joint (W-HB) of the present invention is used for the joint with the inner column. Any one of a conventional pseudo-pin joint in which only a web of S-beam is joined by a high-strength bolt is adopted.

Each pillar, including the outer and inner structural surfaces, is installed on the RC large beam 20 on the first floor, and a laminated rubber seismic isolation device 81, a sliding bearing isolation device 82, and a rolling bearing exemption under the pillar. The use of the seismic device 83 is the same as in Examples 10 and 11.
In this embodiment, since the outer peripheral construction surface is the same as that of the conventional ramen structure building, the conventional construction method can be adopted in the construction work, so that the construction person who is used to the conventional construction method has little resistance. Also, in the construction of the internal structural surface, the stability of the entire building can be ensured by preceding the construction of the outer peripheral structural surface, so when constructing the structural framework of the present invention in which all the nodes are close to the pin joint state. Can be easily secured.

FIG. 14 is an example of a seismic control column that exhibits energy absorption performance when the column member of the present invention is lifted.
14 (A1) to 14 (A3) are explanatory views for structurally controlling the column base, (A1) is a horizontal sectional view of the column base, and (A2) is a sliding friction of the column base. A longitudinal section of the joint, (A3) is a plan view of the sliding friction joint of the column base.
As shown in FIGS. 14 (A2) and (A3), the bolt-shaped members 57 and 58 are fixed to the column base surrounding reinforcing steel pipe 51 arranged outside the column base outer periphery, and a reaction force is applied thereto. Thus, the surface of the coated steel pipe 15 on the outer periphery of the column base is strongly compressed. 57 is a case where the tip of the bolt-shaped member 57 is in direct contact with the surface of the coated steel pipe 15 of the column member, and 58 is a case where a friction plate for adjusting the friction coefficient is arranged at the tip of the bolt-shaped member. Yes. 57 and 58 may be either alone or a mixture of both, but the total frictional force is less than or equal to the long-term column axial force (vertical load) of the contact portion (column base in this example). Thereby, when the lifting of the column is eliminated, the column member can return to the original position while absorbing energy.

14 (B1) to (B3) are explanatory diagrams for making a damping structure using sliding friction at the joints between the columns, (B1) is a horizontal sectional view of the column member joints, and (B2) is the column members. A joint longitudinal sectional view for imparting sliding friction at the joint, (B3) is a plan view of the sliding friction joint at the column joint.
As shown in FIGS. 14 (B2) and (B3), the bolt-shaped members 57 and 58 are fixed to the reinforcing steel pipe 66 for joining the column members disposed outside the outer peripheral portion of the column member joining position. The reaction force is taken to strongly compress the surface of the coated steel pipe 15 on the outer periphery of the column member. Reference numeral 57 denotes a case where the tip of the bolt-shaped member 57 is in direct contact with the coated steel pipe 15 of the column member, and 58 denotes a case where a friction plate for adjusting the friction coefficient is arranged at the tip of the bolt-shaped member. 57 and 58 may be either alone or a mixture of both, but the total frictional force is less than or equal to the long-term column axial force of the contact portion (column base in this example). As a result, when the column is lifted, energy absorption occurs due to sliding frictional force, and when the column member above the joint is lifted, the column member returns to its original position while absorbing energy. be able to.

As described above, when the mixed structural framework of the present invention is adopted, a large-scale structure with a large span exceeding a column distance of 10 meters or a large structure in which the load is large and the stress due to a long-term vertical load is dominant is extremely economical. Can be reasonably constructed. The S-structured large beam of the present invention generates stress close to that of a simple beam due to a long-term load and is not subjected to stress during an earthquake. Therefore, a rational and economical member design is possible for long-term stress. In addition, in the event of an earthquake, it does not plasticize the beam member, and exhibits the same effect as a framework incorporating a damping damper that absorbs energy during an earthquake.
Therefore, the present invention can provide a structural framework that is optimal when building a structure in which long-term stress is dominant to be seismically isolated.

1: RC column 10: Tensile resistance type PCa-RC column or SC column 101: Column axial reinforcement (main reinforcement and prestressed steel)
102: Column's Hope bar (shear reinforcement)
11: Concrete section of column cross section 12: Central cavity section of column section 13: Cavity section of column member end (upper end and lower end) 14: Column member-end steel plate of upper end and lower end 15: Column outer periphery 16: Inner steel pipe around the hollow part of the column 17: PBL gibber steel plate in the column / beam joint part 171: Hole in the PBL gibber steel plate 18: Steel plate for joining outside the beam level steel pipe

2: RC floor slab 20: RC girder 21: RC foundation frame 22: Reinforcing bar that penetrates PBL gibber hole 23: Slit provided in RC slab

3: S-shaped beam 31: Flange of S-shaped beam 32: Web plate of S-shaped beam 33: Upper reinforcing plate at the upper flange of the S-shaped beam 34: Lower reinforcing plate at the lower flange of the S-shaped beam 35 : Pin joint portion 351 at the end of the S-shaped beam. Pin rod 36 for pin connection at the end of the S-shaped beam. Column side plate for friction damper at the end of the S-shaped beam. 37: Friction damper 371. : Friction material for friction damper or friction surface treatment part 373 of the friction surface: Friction damper beam side plate 38: Reinforcement plate at the end of S-shaped beam 39: Reinforcement plate fixed to the column at the end of S-shaped beam

41: Friction plate for beam end bolt joint 42: Rotating friction pin joint (W-HB pin joint)
421: High-strength bolt 43 at the center of rotation of the W-HB pin joint 43: Pin-friction damper joint (P-FD joint)
48: One end rigid joint, other end pin joint large beam 49: Both ends-rigid joint large beam

5: Column base
50: Column base joint member 51: Reinforced steel pipe around the column base 52: Steel pipe inserted into the column base 53: Base plate 54: PBL gibber steel plate for fixing the column base 55: Anchor bolt (nut fixing type)
56: Anchor bolt (welding fixing type)
57: Bolt-shaped member that generates a frictional force when the column member floats up 58: Bolt-shaped member same as above (with friction material at tip contact portion)
59: Tensile resistance type column base

6: Column junction 60: Column junction member 61: Column boundary junction plate 62: Column junction-upper insertion member 63: Column junction-lower insertion member 64: Column junction-surrounding restraint plate 65: Column steel ( S structure) member 66: Reinforced steel pipe for column connection 69: Column of rigid-joint rigid frame

7: Brace 70: Brace shaft material 71: Brace lower end fixing member 72: Base plate for fixing brace lower end 720: Base plate inner hole 73: PBL gibber steel plate for fixing brace lower end 74: Beam end-brace joint (beam end) Connected block)
75: Beam center-brace junction (beam center connection block)

8: Seismic isolation device 81: Laminated rubber seismic isolation device 82: Sliding bearing type seismic isolation device 83: Rolling bearing type seismic isolation device

The present invention relates to a method for constructing a building structure using a mixed structural frame in which columns are reinforced concrete (RC) and beams are steel (S) .

Conventionally, the reinforced concrete structure (RC structure) has been adopted as the most common construction method as the main method of constructing medium-to-high-rise or middle-low-rise buildings. Due to changes in social conditions such as the shortage of craftsmen, especially the lack of skilled workers, the construction work method and the construction and construction method of buildings are being forced to undergo various changes and improvements.
As a solution, there is a construction method that uses a precast reinforced concrete method in which columns and beams of reinforced concrete members are pre-manufactured in advance and joined and assembled on site, mainly for buildings that require the same work to be repeated many times, such as high-rise buildings. It is popular.

As another directionality, there is a method of adopting a mixed structure method in which columns are reinforced concrete (RC) and beams are steel (S).
This RC column and beam S structure is a mixed structural framework that does not increase the beam weight in structures and structures that require a relatively large span, and the beam creep progresses due to long-term use. In addition, it has the advantage that it can secure higher rigidity than the S frame as a whole, and it can be constructed in a shorter construction period than the RC frame. An increasing number of cases are being adopted for buildings with large payloads.

So far, in this framework form, it has been considered that the important issue is how to rigidly connect the RC columns and S beams and integrate them. Many proposals have already been made.
As a specific solution, in order to fix the end of the S beam in the column, a steel pipe is built in the RC column, and the built-in steel tube and the end of the S beam are welded and integrated. Adopting the method and making the steel pipe column built into it a round steel pipe (Cited documents 1, 2), a square steel pipe (Cited documents 3, 4), a H-shaped steel (Cited documents 5, 6), etc. There is.

  In addition, the end of the beam in one direction is made of RC, and the method of piercing the S beam in the orthogonal direction (Cited document 7) is adopted. (Patent Documents 6 and 8).

  Paying attention to the flange of the S beam, the beam flange is stopped by the S column built in the column (Cited documents 1, 3), and the beam flange steel frame penetrates the column / beam joint (Cited documents 2, 4, 5, 6, 7, 8) both exist.

JP-A-5-272170 Japanese Patent Laid-Open No. 10-231559 JP-A-8-270071 JP-A-11-36449 JP 2000-160686 A JP 2000-160687 A Japanese Patent Laid-Open No. 10-280541 Japanese Patent Laid-Open No. 8-135018

  The RC structural frame and S structural frame are structural structures suitable for buildings with relatively large spans, but the mixed structural frames that have been put to practical use so far are the pillars.・ It has the following major problems including the problem of beam joints.

First, the first problem is a problem in the structure and shape of the column / beam joint.
FIG. 14 is a diagram showing the configuration of a conventional RC-column / beam-S mixed structure frame-column / beam joint. (1) is a horizontal sectional view of the upper flange level near the column-beam joint (looking down). ), (2) are vertical cross-sectional views in the vicinity of the column / beam joint. Reference numeral 1 is an RC column, 3 is an S beam, 101 is a column main reinforcement, 102 is a column shear reinforcement (Hoop reinforcement), 15 is a reinforcement plate surrounding the column / beam joint, and 2 is a floor slab. Show.
In the conventional column / beam joint of the RC structure 1 and the S-structured beam 3, either the S-structured beam 3 penetrates the column-beam joint or the structure that stops with the built-in S-structure. Even in the type, since the flange 31 of the steel beam is inserted into the column beyond the position where the column is arranged, the position where the column 101 can be arranged is limited to only the corner of the column as illustrated in FIG. This limits the number of column bars that can be placed. In consideration of the actual column dimensions and the flange width of the beam, in most cases, the number of column bars is three at the corners of the column, and the total is twelve. As a result, it is difficult to sufficiently secure the bending strength of the column, and there is a problem that the column size must be increased in order to increase the bending strength of the column.

The second point of the problem is a problem in mechanical performance related to the stress transmission mechanism from the beam to the column.
The stress borne by the S-shaped beam must be transmitted to the RC column in the column / beam joint, but bending stress is applied to the column from the H-shaped steel beam member through the concrete block at the column / beam joint. To transmit, a very complex stress transmission mechanism must be envisaged and the mechanism is unclear. In addition, since the adhesion stress at the interface between the steel beam surface and the concrete is small, it is not easy to transmit shearing force, and the outer periphery of the column / beam joint is surrounded by a steel plate 15 to prevent shear failure of the entire joint. Indirect measures are adopted, and it does not have a clear stress transmission mechanism that directly transmits the shear force of the S-shaped beam to the RC column.
If the column / beam joint of a conventional mixed structure frame is simply expressed, both steel and concrete can be obtained by inserting an S-shaped beam (H-shaped steel) into the concrete of the RC column and constraining the surrounding area with steel plates. The idea is that somehow exchanges force and transmits both bending stress and shearing force. As described above, the transmission mechanism of bending stress and shearing force in the column / beam joint of the conventional mixed structure is vague and unclear, and it is actually difficult to explain it assuming a complicated stress transmission mechanism. It is.

The third problem is the problem of construction reliability.
The column / beam joint is the most important part in any structural framework, but it is important to control the safety and reliability of the entire structural framework, especially in the structural form that joins different structural members such as RC and S structures. It has sex.
In the conventional mixed structure frame, as shown in FIG. 14, two S-shaped beams 3 are inserted into the column / beam joint in a cross shape. As a construction procedure, after the reinforcement of the column reinforcement 101 and the beam steel member 3 are arranged, the concrete of the column / beam joint is placed from above. However, since the flange 31 of the S-shaped beam 3 has a relatively large width, usually about 300 mm, it is extremely difficult to completely fill the concrete directly under the flange 31. In particular, the web plate 32 of the S-shaped beam 3 is present immediately below the center of the flange 31 and hinders the horizontal movement of the concrete. Normally, the S-shaped beams 3 in two directions are arranged in a cross shape, and the web plate 32 is orthogonal and connected at the intersection, so the concrete cannot flow in any direction, and the most important column core There is a case where the concrete is not sufficiently filled in the position immediately below the upper flange 31 in the vicinity of the (column center portion position) and a gap is formed.

  This problem has been confirmed by mock-up experiments on full-size column / beam joints. There is an experimental example in which the concrete is not sufficiently filled even when the concrete is re-placed carefully after fully recognizing this problem, and it can be said that this problem is not easy to solve.

The fourth point is the efficiency of construction and the rationalization of the construction itself.
In the mixed structure frame of RC column and beam S structure, the RC column is generally constructed with cast-in-place concrete so far. Although it is possible to pre-cast the column member at the factory, it is often more economical to construct the column on-site in consideration of the manufacturing and transportation costs of the pre-cast member. In any case, the concrete of the column / beam joint where the RC column and S-beams need to be joined / integrated must be cast in the field, so “Building the column member → Setting the beam member → Column / The actual situation is that it requires a lot of work and time because it requires a procedure called “bar arrangement and concrete placement at the beam joint”.
In particular, in recent years, the lack of skilled workers such as mold carpenters is accompanied by soaring formwork materials, and the construction of RC pillars on-site has become very costly.

The present invention has been made in order to solve the above-mentioned problems. 1) A column with high reliability, which eliminates the field work such as formwork and bar arrangement necessary for the construction of RC pillars in the field. It is possible to construct a member quickly and economically. 2) The stress transmission mechanism from the S beam to the RC beam column is simple, clear and reliable, and the workability and efficiency of field work are remarkably high. 3) The seismic safety required as a structural framework does not depend on the local part of the column / beam joint, and it is possible to ensure higher rigidity and strength as a whole structure rationally and economically and with high reliability. Realizing and providing a “RC column + S beam mixed structure frame” that can be implemented quickly and economically, and that solves these problems and has excellent design performance, workability, reliability, and economy. It is an object of the present invention.

<Basic policy for problem solving>
The basic strategy of the present invention is a method for drastically solving all the problems of the conventional mixed structure frame of columns RC and beams S. That is, all the problems of the conventional method are rooted in trying to construct a frame structure (rigidly joined) by rigidly integrating building members made of different materials such as RC and S structures. However, the previous idea was that denying this would lead to denying the structural frame itself of RC columns and beams S.
Turning back to the origin of what is the most efficient method of constructing a structural framework and the form of the framework, the original significance of constructing columns with RC structures and beams with S structures is the floor of each building. RC columns are suitable for pillars that support vertical loads, so RC columns are suitable. Beam members that support vertical loads on each floor as bending stresses of the members are light in weight and can handle long spans. S-beams that are easy to use are suitable. That is, the combination of columns RC and beams S is efficient as a structural frame that supports vertical loads. For horizontal forces such as seismic force and wind load, The origin of the idea of the present invention is not necessarily an efficient resistance method.

That is, in the present invention, the resistance method for both the vertical load and the horizontal load is separated, and the mixed structural frame by the RC column / beam S structure is specialized in the resistance element for the vertical load, thereby being mechanically clear. The basic strategy is to realize an extremely rational structural framework in terms of workability and economy.
Therefore, in the present invention, it is only necessary to realize a structural frame specialized for the resistance element of the vertical load, in other words, “it is not necessary to form a rigidly connected frame”. As a result, it is possible to use a simple joint method that uses pin joints or similar methods. The first basic policy is not to insert or penetrate the beam member in the column / beam joint.

  The second policy of the present invention is that a rigid joint frame structure that can provide only a low horizontal rigidity as a whole building is abandoned as a resistance method against horizontal force, in other words, an oblique element as a resistance element against horizontal load. The brace structure is resisted by the axial force of the material, and the brace material is not joined to the column, but is joined only to the S-beams on the upper and lower floors to form a framework.

  According to the above policy, in the present invention, the components of the entire building are divided into two major elements: 1) a vertical member made of pillars, and 2) a horizontal member made of beams (including braces). Aiming at a method of constructing the entire object, it is also necessary to adopt a very simple fitting type joining method in which the joining members are inserted into concentric cavities provided at the end portions of the members and are fitted to each other. Is the third basic policy of the present invention.

Furthermore, in order to cope with the shortage of professional craftsmen such as formwork carpenters and the efficiency of construction, the pillars are basically precast members manufactured at the factory. Centrifugal force molding is possible as a cross section.
Centrifugal force forming members have already been put to practical use in the production of ready-made concrete piles, and have the advantage that their production facilities can be used. However, in conventional ready-made concrete piles, it is assumed that the thickness of the cross-sectional dimension is uniform for one member, but in the present invention, the thickness of concrete at the position corresponding to the column / beam joint is as required. New pillar members that are different from the existing ready-made piles can be manufactured using conventional manufacturing equipment, such as thickening and placing a coated steel pipe around the column where the beam is attached. 4 basic policies.

<Specific measures for problem solving>
The following configuration is means for solving the above-described problems based on the above policy, and realizing the object by embodying the above policy.
<Configuration 1>
It is a mixed structure frame with columns made of reinforced concrete (RC structure) and large beams on the 2nd floor or more made of steel (S structure) .
The column is a pre-cast reinforced concrete (PCa) column member manufactured in advance in a factory and can be assembled and connected vertically without using cast-in-place concrete.
The outer shape of the column is circular, and at least both upper and lower ends of the column member have concentric circular cavities inside,
The length of the column is 1) the lowest column member is the height from the lowest end of the application position of the target column to the vicinity of the center of the upper floor, 2) the intermediate column member is the lowest column member Alternatively, the height from the upper end position of the lower intermediate column member to the center of the upper floor of the upper floor, 3) The uppermost column member is applied from the upper end position of the lower column member or intermediate column member Manufactured as a height up to the top end of the position,
At the height position where the beam on each floor is attached, a covered steel pipe (beam level covered steel pipe) having a height equal to or greater than the beam component and having the same outer diameter as that of the column member is embedded. The outer peripheral surface of the steel material surface,
At least two PBL gibber steel plates in the vertical direction having a large number of holes (PBL holes) welded to the coated steel pipe member are arranged inside the beam level coated steel pipe, and the concrete is filled up to the inside of the PBL hole. And the PBL gibber steel plate is a PCa pillar member that is completely buried and integrated in concrete,
The lower end portion of the lowermost column member is supported by the lower floor surface or the lower member that receives the column. 1) A columnar shape, a cylindrical shape, or a conical shape that fits into the lower end central cavity of the lowermost column member. From above the column base fixing member having any one of the protrusions, the protrusion is installed so as to be inserted and fitted into the lower end cavity of the column member, or 2) the column of the lowermost column member By installing so that the lowermost part of the column base of the column is inserted and fitted into the column base peripheral reinforcement steel pipe from above the column base fixing member having the column base peripheral reinforcement steel pipe surrounding the outer periphery of the leg portion. The lower end portion of the lowermost column member is rigidly resistant to vertical load and horizontal force, and does not generate the resistance force of the tensile side stress degree portion against the rotational moment of the column base. It is fixed column base joint,
At the beam height position on the second floor or more of the column member, the beam level-covered steel pipe member exposed on the surface and the steel beam end are welded or dry-bonded together by high strength bolts. Is possible,
Only the joint between the lowermost column member and the intermediate column member, or between the intermediate column members, or between the column members of the intermediate column member and the uppermost column member is 1) welded or 2) around Insert the column end into the constraining steel pipe, or 3) insert and fit the column joining member into the circular cavity provided at the end of the column member, thereby rigidly joining the two column members. A building with a mixed structural frame characterized by using PCa column members that are fixedly joined.

<Configuration 2>
It is a mixed structure frame with RC columns and S beams on the 2nd and higher beams.
The column uses the PCa column member for all columns or a part of the target building,
The S-shaped large beam member connected to other than the column base of the PCa column member is
1) The column-side vertical plate welded to the beam-level coated steel pipe and the web (W) plate at the end of the S-shaped beam are made into two-surface shear friction bonding by high-strength bolts (HB), and the column-side vertical plate Either one of the joint (column side joint) or the joint of the large beam end web plate (beam side joint) is a friction joint that minimizes the bolt hole diameter and does not allow slipping, and the other joint. The high-strength bolt (center bolt) located at the center position of the high-strength bolt of the joint portion minimizes the hole diameter clearance, and the other bolt holes are larger in diameter as the bolt position is farther from the center bolt position. Adopting a rotational friction pin joint (W-HB pin joint) that enables rotational displacement displacement with the center bolt position as the rotational center, or
2) A rotational center shear pin (P-joint) that can rotate and transmit a vertical load to a position equal to or higher than the height position of the upper flange of the S-shaped beam is disposed, and the height of the lower flange of the S-shaped beam is increased. One is a column side resistance plate welded to the beam level steel pipe of the PCa column member, and the other is fixed to the lower flange or lower flange of the S-shaped beam. 2-point joint “pin-friction damper” by a combination of friction dampers (FD joints), which are arranged in contact with and in contact with each other on the beam-side resistance plate, and tightened with high-strength bolts so that they can be displaced relative to each other. Adopt “joining” (P-FD joining),
By joining to the PCa column member by the joining method of either 1) or 2) above,
The beam stress due to long-term vertical load is close to the stress of a simple beam with pin connection at both ends, and when the interlaminar displacement occurs due to the horizontal force acting on the building during an earthquake or storm, etc. Friction pin joint large beam (hereinafter referred to as “friction pin joint”) that does not generate short-term beam stress when it is rigidly connected to the column and functions as a friction damper that exhibits energy absorption performance due to the relative displacement of the friction joints at both ends of the beam A building with a mixed structural frame characterized by the use of “Ohiri” .

<Configuration 3>
It is a mixed structure frame with RC columns and S beams on the 2nd and higher beams.
The column uses the PCa column member for all columns or a part of the target building,
The S-shaped large beam member connected to other than the column base of the PCa column member employs the friction pin jointed large beam,
Steel braces or steel buckling restrained braces are arranged in a balanced manner on each floor of the target building.
The vertical shape of the brace material is arranged in a pair of V-shaped on the lowest floor and in pairs of Λ-shaped or V-shaped on two or more floors. It has a shape
The brace material end joint is a brace material fixed at the lower intersection of the lowermost floor by burying a vertical PBL gibber plate having a number of holes in the center of the span of the lowermost beam. By being connected to the fixed member, it is fixed to the lowermost floor beam.
The brace material end of the second floor or more is a beam end in which the brace material end and the S large beam end are connected and integrated with each other when the brace material end is located in the vicinity of the PCa column member. Part connecting block, the beam end connecting block is integrated with the column member by welding joint or high-strength bolt joint to the beam level coated steel pipe of the PCa column member,
When the brace material end of the second floor or more comes near the center of the S-shaped beam, the brace material end of the beam center connecting block welded to the S-shaped beam central portion in advance and the brace material Is integrated with the S-shaped beam by welding or joining with high-strength bolts,
A self-supporting brace material capable of supporting and supporting the brace material and the S-shaped large beam connected thereto without the PCa pillar is a building having a mixed structure frame.

<Configuration 4>
The column members described in Configuration 1 are used for all the columns of the target building or part of them.
The S-shaped large beam members described in Configuration 2 are used for all large beams on the second floor or higher, or a part of them.
The brace material described in Configuration 3 is arranged on each floor in a well-balanced manner in a plane, and constitutes an assembly-type superstructure frame.
The lowermost beam that connects the column bases of the column members constitutes a rigid joint plane frame by RC, SRC (steel reinforced concrete), or S.
A building with a mixed structural frame, characterized in that a seismic isolation device is disposed at a planar position where the column member is disposed, and if necessary, at another position directly below the lowermost beam.

<Configuration 5>
In the building with the mixed structural framework described in Configuration 4,
A conventional frame structure or a brace frame structure with brace jointed to the outer peripheral frame of the building plane, or a part of the frame, or a part of the pillar and beam in the building plane.
5. A building with a mixed structure frame characterized by adopting an assembly type upper structure frame according to claim 4 at other positions to constitute an upper structure in which both the frames are mixed and used together .

<Configuration 6>
In the building by the mixed structural framework described in any one of Configuration 1 to Configuration 5,
In the column base part joint part of the lowest position of the column member described in Claim 1, or other joint parts of the said column members, from the reinforcement steel pipe for joining located in the outer side of the joint part of the said column member, the said column member When a friction material or a bolt-shaped member that contacts the surface of the outer periphery-coated steel pipe is tightened and contacted, and a lifted displacement occurs in the column member, the tip of the bolt-shaped member or the friction material and the column A building with a mixed structural frame, wherein a frictional resistance force is generated at a contact portion on the outer peripheral surface of the member, and the structure is a vibration-damping structure column in which energy absorption is generated in association with the rising displacement of the column member.

<Effects of solving Problem 1>
In the present invention, since the S-shaped beam is not inserted into the column / beam joint, the problem that the beam flange hinders the arrangement of the column bars does not occur.
Since the column member is a precast concrete member manufactured in advance in a factory, there is no work itself of assembling and arranging the column reinforcement at the site. Also, it is possible to mix PC steel in the axial rebar, and it can also be used as a prestressed and precast concrete column member with prestress introduced. It can be set as a high yield strength column member.

Since the column / beam joint at the intersection of the column and beam does not constitute a rigid frame structure, the large beam is a simple support beam, and the bending stress at the beam end due to long-term vertical load is almost zero. The shear force at the beam end is only transmitted to the column as a vertical load. Therefore, it can be said that almost no bending moment acts on the column. More precisely, a moment of Qxd due to the distance d from the column core to the pin joint at the end of the large beam and the shearing force Q at the end of the beam acts, which is a beam whose ends are rigidly joined. This value is almost negligible when compared to the moment generated in.
Furthermore, since the column / beam joint is not rigidly connected, even if a horizontal force is applied during an earthquake, no stress is generated at the column and beam ends. Therefore, in the frame of the present invention, it is only necessary to design the beam member cross section with respect to the stress of a simple beam caused by a long-term vertical load, and it is possible to design an extremely economical S-shaped beam, and also from the viewpoint of economics of frame design It has an extremely excellent structure.
In addition, the column shape of the circular cross section is less likely to cause injury to a person in the building due to a collision or the like, and has excellent points from the viewpoint of aesthetics and the utilization efficiency of the internal space of the building.

<Effect of solving Problem 2>
In view of the stress transmission mechanism from the S beam to the RC column, which is the second point of the problem, in the present invention, only the shearing force due to the vertical load at the beam end needs to be transmitted to the column. It can be said that there is no clear stress transmission problem. Unlike the conventional mixed structure of the RC beam S, it is not necessary to construct / assum a complicated stress transmission mechanism from the steel member to the concrete column such as concrete compression strut and torsional stress transmission at the column / beam joint.

The mechanism for transmitting the shear force of the end of the S-shaped beam to the concrete section of the RC column is also simple and clear. In the present invention, since the beam level covered steel pipe is provided at the beam level position of the RC column, the shear force at the end of the S-shaped beam can be transmitted to the covered steel pipe on the column surface by joining steel materials.
The vertical load (shearing force transmitted from the beam) transmitted to the coated steel pipe of this column is transmitted to the concrete by a PBL gibber steel plate welded and joined to the inside of the coated steel pipe. A PBL dowel is a steel plate in which a plurality of holes having a diameter of about 30 mmφ to 50 mmφ are usually embedded in concrete, and it has extremely high rigidity due to the two-surface shear resistance mechanism of the concrete that has penetrated into the holes. A large shear force can be transmitted. In order for a conventional stud bolt to exert a resistance force, it is necessary to cause a large bending deformation in the bolt itself, so that the rigidity to fix the shearing force is not so high. On the other hand, PBL gibber steel plate has an in-plane bending stiffness that is overwhelmingly higher than the bending stiffness of stud bolts, and its rigidity can be freely increased by the size of the steel plate, so it exhibits shear resistance. In this case, there is almost no need to cause horizontal deformation, and there is an advantage that extremely high rigidity and proof stress (resistance force) can be easily secured.

In the present invention, two or more, usually four, perforated steel plates (PBL gibber steel plates) are arranged in the vertical direction inside the coated steel pipe provided at the beam level position of the RC column. The concrete in the column / beam joint is placed to completely embed this steel plate, and when the precast column is configured as a cylindrical cross section, the concrete of the column at the beam level where the PBL gibber is located The thickness of the cross section is configured to be thicker than other portions. This is one of the differences from conventional ready-made concrete piles.
The beam level position where shear force is transmitted from this beam is an important position in terms of column stress, but the outer periphery of this part is covered and constrained by the beam level coated steel pipe. Since the external deformation is restrained and stiffened by the inner concrete and the PBL gibber steel plate, a reinforcing zone having high rigidity and proof strength is formed.

  Furthermore, in the present invention, a strip line (Hoop line) surrounding the column / beam joint is passed through the hole of the PBL dowel. By inserting a reinforcing bar into the hole of the PBL dowel, it is possible to increase the toughness (deformation performance) as a shear force transmission mechanism of the PBL dowel, and at the same time, constrain the periphery of the column / beam joint with a hop bar. It also improves safety and stability against shear failure at beam joints.

<Effects of solving Problem 3>
The third problem is the problem of construction reliability. In the present invention, since the S beam member does not penetrate into the column / beam joint, the problem of the flange of the S beam hindering the concrete filling of the column does not occur. The steel material in the column existing at the beam connection level is only the PBL gibber steel plate welded to the beam level coated steel pipe, and this steel plate is arranged in the vertical direction of the column, and the direction of force transmission and the direction of the steel plate Are in agreement and smooth stress transmission is possible.
Further, the present invention is basically based on factory production of all RC column members as precast (PCa) members. Precast manufacturing of building columns and beam members has already been adopted as a construction method, and is particularly common in buildings such as super high-rise RC houses and distribution warehouses. However, the pillars and beam members used in these buildings are solid cross-section members in which the pillars are mainly square and the beams are rectangular cross sections, and concrete is cast to the full cross section of the pillars.
On the other hand, since the present invention is based on a cylindrical cross section having a circular outer shape and a hollow inside, centrifugal force molding is possible. Therefore, it is possible to use production facilities for ready-made concrete piles, and it is possible to produce honey and high-strength concrete in a short time, extremely efficiently.

<Effects of solving Problem 4>
The fourth problem is the efficiency of construction at the construction site and the rationalization of the construction work itself. Since the pillar of the present invention is based on a factory-produced cylindrical cross section, it is considerably lighter than a conventional precast pillar having a solid rectangular cross section. Therefore, the lifting / building work at the construction site is easy, the formwork assembly work at the site is completely unnecessary, and the work at the site is greatly labor-saving.
Furthermore, the feature of the present invention is that the precast column members are joined by simply inserting and fitting them through the joining parts. The column and S beam are joined by welding or high strength bolt joining, S construction. The brace material can also be assembled and joined at the site by using high-strength bolts for the end part and brace material, which are joined together with the S beam in advance at the factory. It is possible to assemble and construct efficiently and with high accuracy.

As mentioned above, although the effect by the solution of this invention with respect to each subject was demonstrated, it is as follows when the effect of this invention is summarized.
(1) RC columns are all high-quality members manufactured at the factory and have a cylindrical cross section. Therefore, the combination of pre-stress and high-strength concrete makes it lightweight and has high shaft strength. It can be a column member, and on-site assembly work is also facilitated.
(2) The joint between the S beam end and the column member is simple, and the stress transmission mechanism from the S beam to the RC column is simple and highly reliable.
(3) The S-beam member does not penetrate into the column, and only the PBL gibber steel plate is arranged as a vertical plate in the column at the column / beam joint. Therefore, high quality as a concrete member (column) can be secured.
(4) The joining and assembling of the column members is merely inserted and fitted into the column cavity via the column joining component. In addition, the beam and brace materials are basically assembled by high-strength bolts, and can be constructed with high quality and high efficiency.
(5) When “rotating friction pin joining” or “pin-friction damper joining” which is the joining method of the S-beam end of the present invention is adopted, it is a simple method, but the end part for a long-term vertical load. A simple beam with pin support is realized, and a seismic control frame that absorbs energy against the action of seismic force is realized.
Furthermore, when the structural framework of the present invention is employed, there is an effect that a building structure having the following advantages can be realized.
(6) An efficient building space having a large effective dimension under the beam can be economically configured for a building having a large vertical loading load in which stress due to the vertical load is dominant and a large span.
(7) If the frame structure of the present invention is applied to a building that requires a large span, it can secure higher rigidity than a steel frame and does not become a heavy building like an RC frame. An excellent building can be realized from both viewpoints.
(8) At the beam height position on the second floor or higher of the column member, welding between the coated steel pipe member exposed on the surface and the end of the steel beam or dry bonding between the steel members using high strength bolts is enabled.

It is a longitudinal cross-sectional view which shows the structure of the PCa pillar of this invention, and the symbol part of A-F is a horizontal cross-sectional view in the following positions, respectively. A: Column base horizontal section, B: Column middle section horizontal section, C: Beam level horizontal section, D: Column upper floor middle section horizontal section, E: Column member upper end plan view, F: Column base fixing member section view And plan view It is explanatory drawing which shows the fixing method of a lowermost column lower end part (column base part), (A1) Column member horizontal sectional drawing, (A2) Column base part longitudinal cross-sectional view (insertion method), (A3) Insertion type column base Plan view of fixing member (B1) Horizontal cross-sectional view of column member, (B2) Cross-sectional view of tensile force resistance type column base and column base fixing member by anchor bolt welding fixing method, (B3) Plan view It is explanatory drawing which shows the joining method of the junction part of the column members of this invention, (1) The figure which shows the positional relationship of the column member and column junction components just before joining, (2) The junction part vicinity of the column member after joining FIG. An example of the column-to-beam joining method “P-FD joining” (pin-friction damper joining) of the present invention: an explanatory view showing a construction method in which the friction damper under the S-beam lower flange is a vertical plate type. 1) Plan view from above the upper flange of the S-shaped beam (A-level view), (2) Longitudinal section of the column and S-beam joint, (3) Horizontal level just below the lower flange of the S-shaped beam Section (B level view below), (4) Longitudinal section viewed from the S-shaped beam (CC arrow). An example of the column-to-beam joining method “P-FD joining” (pin-friction damper joining) of the present invention: an explanatory view showing a construction method in which the friction damper under the S beam lower flange is a horizontal plate type. 1) Plan view from above the upper flange of the S-shaped beam (A-level view), (2) Longitudinal section of the column and S-beam joint, (3) Horizontal level just below the lower flange of the S-shaped beam Section (B level view below), (4) Longitudinal section viewed from the S-shaped beam (CC arrow). It is explanatory drawing which shows the operation | movement principle of the column-beam joining method "P-FD joining" (pin-friction damper joining) of this invention, (1) The action | operation direction of a friction damper when a pillar upper part inclines rightward. (2) Elevation view showing the direction of operation of the friction damper when the column upper part is tilted to the left. Configuration example of mixed structure frame composed of PCa column and S-shaped beam of the present invention When beam end joint is W-HB pin joint (rotational friction pin joint) Configuration example of mixed structure frame composed of PCa column and S-shaped beam of the present invention When beam end joint is P-FD joint (pin-friction damper joint) Example of mixed frame structure composed of PCa column and S-shaped beam of the present invention Part that adopts self-supporting brace that integrates S-shaped beam and S-shaped brace Detail view of the bottom fixed point of S-built self-supporting brace (1) V-shaped elevation and horizontal cross section viewed from the front near the fixing member made of PBL gibber steel plate (G arrow bottom view) (2) Standing in the orthogonal direction Plan (H arrow view) Example 1 of a base-isolated structure building with columns, beams, and braces of the present invention (when the brace layout span is distributed) (1) Standard floor plan view (bottom view), (2) Outer peripheral surface (Y1, (Y5 way) Axis assembly diagram, (3) Internal construction surface (Y2 to Y4 way) axis assembly diagram. Example 2 of seismic isolation structure building with pillars, beams, and braces of the present invention (when the brace layout span is centrally arranged) (1) Standard floor plan view (bottom view), (2) Outer peripheral surface (Y1, (Y5 way) Axis assembly diagram, (3) Internal construction surface (Y2 to Y4 way) axis assembly diagram. Example of seismic isolation structure with conventional rigid joint (brace combined ramen structure) frame on the outer frame and the frame structure with pillars and beams according to the present invention. (1) Plan floor plan ( (Lower view), (2) Axis diagram of outer circumference (Y1, Y5 way), and (3) Axis diagram of inner surface (Y2 to Y4). It is explanatory drawing which shows the joining method of the junction part (column base part and general junction part) of the column which provides the function as a damping structure column which exhibits energy absorption performance to the column member of this invention, (A1) Column base Horizontal sectional view of the column member, (A2) Longitudinal sectional view of the joint that provides sliding friction of the column base, (A3) Plan view of the sliding friction joint of the column base (B1) Horizontal cross section of the column member joint Figure, (B2) Vertical section of the joint that gives sliding friction at the column member joint, (B3) Plan view of the sliding friction generating part at the column member joint Detailed view showing the structure of a conventional RC-column and S-beam mixed column / beam joint (1) Horizontal sectional view of the upper flange level in the vicinity of the column / beam joint (bottom view), (2) Column・ It is a vertical cross section near the beam joint.

The feature of the present invention is not only a mixed structure of RC columns and S beams, but also a conventional general frame structure (rigidly connected frame), and is not a conventional simple pin-connected frame. A new structural framework can be constructed and assembled very easily. That is,
The present invention is a mixed structural framework in which a column is a reinforced concrete structure (hereinafter referred to as “RC structure”), and a large beam on the second floor or more is a steel structure (hereinafter referred to as “S structure”).
It said post has a pre-plant precast reinforced concrete produced in (PCa) of the pillar members (hereinafter referred to as "PCa Columns") vertically to the assembly and connection can dry bonding pillar without a field strokes set concrete ,
The outer shape of the column is circular, and at least both upper and lower ends of the column member have concentric circular cavities inside,
The length of the column is 1) the lowest column member is the height from the lowest end of the application position of the target column to the vicinity of the center of the upper floor, 2) the intermediate column member is the lowest column member Alternatively, the height from the upper end position of the lower intermediate column member to the center of the upper floor of the upper floor, 3) The uppermost column member is applied from the upper end position of the lower column member or intermediate column member Manufactured as a height up to the top end of the position,
Covered steel pipes (hereinafter referred to as “beam level coated steel pipes”) having the same or higher height as the beam components and the same outer diameter as the column members are embedded at the heights where the beams on each floor are attached. The outer peripheral surface of the column is the steel surface,
At least two or more vertical PBL gibber steel plates having a large number of holes (hereinafter referred to as “PBL holes”) welded to the coated steel pipe member are disposed inside the beam level coated steel pipe, PCa pillar member is filled with concrete, and the PBL gibber steel plate is completely buried and integrated in the concrete,
The lower end portion of the lowermost column member is supported by the lower floor surface or the lower member that receives the column. 1) A columnar shape, a cylindrical shape, or a conical shape that fits into the lower end central cavity of the lowermost column member. From above the column base fixing member having any one of the protrusions, the protrusion is installed so as to be inserted and fitted into the lower end cavity of the column member, or 2) the column of the lowermost column member By installing so that the lowermost part of the column base of the column is inserted and fitted into the column base peripheral reinforcement steel pipe from above the column base fixing member having the column base peripheral reinforcement steel pipe surrounding the outer periphery of the leg portion. The lower end portion of the lowermost column member is rigidly resistant to vertical load and horizontal force, and does not generate the resistance force of the tensile side stress degree portion against the rotational moment of the column base. It is fixed column base joint,
At the beam height position on the second floor or more of the column member, the beam level-covered steel pipe member exposed on the surface and the steel beam end are welded or dry-bonded together by high strength bolts. Is possible,
Only the joint between the lowermost column member and the intermediate column member, or between the intermediate column members, or between the column members of the intermediate column member and the uppermost column member is 1) welded or 2) around Insert the column end into the constraining steel pipe, or 3) insert and fit the column joining member into the circular cavity provided at the end of the column member, thereby rigidly joining the two column members. It is a building with a mixed structural framework that uses PCa column members to be fixedly joined.
Hereinafter, embodiments of the present invention will be described with reference to the drawings illustrating examples.

Example 1 shown in FIG. 1 is a cross-sectional view showing a configuration of a PCa column member which is a main component of the present invention.
First, the RC column 1 has a circular cross section over its entire length, and the end steel plate 14 of a donut-shaped circular flat plate at the end is located at the A cross section and E cross section positions of FIG. Are arranged, and a hollow portion 13 is always provided at the upper end portion and the lower end portion of the column member.
The hollow portions at both ends are inserted into the hollow portion 13 of the column base by inserting an insertion steel pipe 52 that is a protrusion of the column base joint member 50 in the column base portion, thereby forming a “rigid-pin transition joint” (column In the range where the compressive stress level exists due to the vertical axial force of the joint, the rigidity (fixed degree) gradually decreases as the compressive stress level decreases. This is to realize Moreover, in the B cross-section and D cross-section positions located at the middle part height of the floor, it is a PCa pillar member made of precast concrete having a simple hollow cylindrical cross section.
The RC column 1 is a dry-type column that can assemble and connect precast reinforced concrete column members manufactured in the factory in the vertical direction without using on-site concrete.
The lowermost column member of the RC column 1 is manufactured at a height from the lowermost end portion of the application position of the application target column to the vicinity of the center of the upper floor. The intermediate column member of the RC column 1 is manufactured at a height from the upper end position of the lowermost column member to the vicinity of the center of the upper floor. The uppermost column member of the RC column 1 is manufactured at a height from the upper end position of the lowermost column member or the intermediate column member to the application position uppermost end portion of the application target uppermost floor.

In the column of the level to which the S-beam 3 shown by the broken line is attached, the beam-level coated steel pipe 15 is arranged on the outer periphery, and four PBL gibber steel plates 17 welded on the inside thereof are arranged in the vertical direction, It is integrated with the column concrete 11 by concrete that has entered into a number of PBL holes 171 provided therein.
A steel plate 18 for joining with the S-beam is welded to the outside of the beam-level coated steel pipe 15, and the vertical load (shearing force) of the floor and the beam transmitted through the steel plate 18 is the PBL dive steel plate. 17 is transmitted to the concrete section 11 of the column.

  On the upper end portion (E level) of the column, the PCa column member on the upper floor is arranged and joined. Details of the joining method will be described later with reference to FIG.

FIG. 2 shows a method of joining and fixing the column base 5 at the bottom of the PCa column according to the present invention. An example of a fixing method is shown.
The left side (A1) to (A3) of FIG. 2 shows a column base fixing method for a general PCa column with no braces adjacent to each other. FIG. Is a longitudinal section, and (A3) is a plan view of the column base joining member 50. FIG.
The column base joint member 50 includes a column base peripheral reinforcement steel pipe 51, a base plate 53, a column base fixing PBL gibber steel plate 54, an anchor bolt (nut fixing type) 55, and the like. Is installed.
A PCa column member is suspended thereon, the column base is inserted into the column base peripheral reinforcing steel pipe 51, and is installed on the upper portion of the base plate 53.
The fixing condition of the column base of the main column is to realize a rigid-pin transition connection having both characteristics of the rigid connection and the pin connection described in paragraph [0036]. You just need to insert it into the box. The compressive force of the column is supported by the base plate 53, and the horizontal shearing force is determined by the frictional force of the bottom of the column and the shear strength of the reinforcing steel pipe 51 around the column base around the column base. 21 is transmitted.
Since this PCa column is not rigidly connected to the S beam on each floor of the upper layer, even when a horizontal seismic force is applied to the building, no vertical shearing force is generated on the beam. It is not transmitted to the PCa column, and a tensile axial force does not act on the column due to the action of a horizontal force. Assuming that an upward tensile force exceeding the compression vertical axial force is applied to the column due to vertical movement, the column base can freely float upward, and the upward tensile force acts on the column base joint member 50 below the base plate. In addition, the column base periphery reinforcing steel pipe 51 has a sufficient depth, so there is no possibility that the column base part will come out. Even if the column base is lifted, the horizontal shearing force of the column can be borne by the column base surrounding reinforcing steel pipe 51.
That is, the lower end portion of the lowermost column member is supported by the lower floor surface or the lower member that receives the column, and fits into the lower end central cavity of the lowermost column member. From the top of the column base fixing member having such a protruding portion, the protruding portion is installed so as to be inserted and fitted into the lower end cavity of the column member. A rigidly reduced semi-fixed column base joint is realized that resists the force rigidly and does not generate a resistance force in the tensile stress portion against the rotational moment of the column base.

  The horizontal shearing force transmitted to the column base surrounding reinforcing steel pipe 51 and the base plate 53 is transmitted to the reinforced concrete frame 21 under the column by the PBL gibber steel plate 54 and the PBL gibber hole 541 provided therein. Therefore, since the horizontal shearing force and the tensile force do not act on the anchor bolt 55, the anchor bolt 55 in the main column base can be omitted. However, in the example of FIG. Some anchor bolts are arranged in order to ensure stability.

The right side (B1) to (B3) of FIG. 2 show the column base fixing method of the PCa column when there is a possibility that an upward tensile force acts on the column base column. (B1) of FIG. The column base part horizontal section of a column member, (B2) is a longitudinal section, and (B3) is a top view of column base joining member 50.
A PCa column in which an upward tensile force may act during an earthquake or the like is a case where a vertical brace is arranged on a beam in the immediate vicinity of the column. That is, the vertical component of the axial force generated in the vertical brace is transmitted to the nearest PCa column, and this vertically upward force exceeds the long-term vertical axial force of the column.
In this case, the vicinity of the column base portion of the PCa column is based on the fact that at least the vicinity of the column base portion is an SC column in which the coated steel pipe 15 is disposed on the outer periphery of the column in order to bear the tensile force.
The column base joining member 50 is composed of a column base peripheral reinforcing steel pipe 51, a base plate 53, a column base fixing PBL gibber steel plate 54, an anchor bolt 56, and the like, and is installed in advance on the floor concrete at the lowest floor. The upper part of the anchor bolt 56 is directly welded to the outer periphery of the column base periphery reinforcing steel pipe 51 in advance.
The PCa column member 1 is suspended on the column base joining member 50, inserted into the column base periphery reinforcing steel pipe 51, and installed on the upper portion of the base plate 53.
A feature of the fixing condition of the column base of the main column is that it can resist (fix) upward tensile force acting on the column. A coated steel pipe 15 exists on the outer periphery of the column base, and this is welded to the upper end of the column base peripheral reinforcing steel pipe 51 all around the field. As a result, the tensile force acting on the column base is transmitted to the column base peripheral reinforcing steel pipe 51 and further fixed to the lower housing 21 by the anchor bolt 56 welded thereto.
The horizontal shearing force acting on the column base is transmitted to the base plate 53 by the frictional force between the bottom of the column 1 and the upper surface of the base plate 53 and the column base surrounding steel pipe 51 surrounding the column base, and is welded to the lower side of the base plate 53. It is transmitted to the foundation housing 21 by the column base fixing PBL gibber steel plate.
The fixing condition of the column base is almost completely fixed because both the column base bending moment and the horizontal shearing force can be resisted.

FIG. 3 shows an embodiment of a joining method for PCa column members. FIG. 3 (1) shows a state before joining, and FIG. 3 (2) shows a shape after completion of joining.
The column joining member 60 includes a column boundary joining plate 61, a column joining portion-upper insertion member 62, and a column joining portion-lower insertion member 63.
First, the column joining portion-lower insertion member 63 of the column joining member 60 is inserted into the hollow portion 13 having the end steel plate 14 and the inner steel pipe 16 at the upper end of the PCa column located on the lower side, and the upper side from above. The lower end of the PCa column is suspended, and the column joint-upper insertion member 62 is inserted into the cavity 13 at the lower end of the upper column. This completes the joining method.
Since the end steel plates 14 at the upper and lower ends of the PCa column exist above and below the column boundary bonding plate 61 of the column bonding member 60, the column boundary bonding is performed in order to stabilize the column in the field. It is also possible to weld the plate 61 and the upper and lower end steel plates 14 on site.
As described above, only the joint between the column members of the lowermost column member and the intermediate column member or between the intermediate column member and the uppermost column member is rigidly bonded by welding or mechanical dry bonding using a steel covering member, or By inserting and fitting the column joining members 60 into the circular cavities 13 provided at the ends of the column members above and below the joining portion, column joining is realized in which both the pillar members are semi-fixed.

4-6 shows the Example of the joining method of the edge part of the steel beam 3 and PCa pillar 1 of this invention.
First, FIG. 4 is an example of a joining method “P-FD joining” (pin-friction damper joining) between the PCa column and the S steel beam of the present invention, and the friction damper is an explanatory view showing a vertical plate type construction method. 4 (1) is a plan view (A level view) seen from above the upper flange of the S-shaped beam, FIG. 4 (2) is a longitudinal sectional view of the column and the S beam joint, and FIG. A horizontal section (B-level down view) immediately below the lower flange of the steel building beam, FIG. 4 (4) is a vertical cross-sectional view (CC arrow view) as viewed from the S-building beam side.
First, as shown in FIGS. 4 (1) and 4 (2), a rotational center shear pin joint that can be rotated to the upper center position of the upper flange of the S-shaped beam and approximately at the center height of the slab and transmit a vertical load. 35 (P junction) is provided. A pin rod 351 is disposed at the center, and is sandwiched between two vertical steel plates welded to the coated steel pipe 15 of the PCa column, thereby realizing a two-surface shear pin joint.
Since the center position of the pin joint is coincident with the center of the concrete slab thickness provided on the upper side of the steel beam, the slab may inhibit the rotational motion against the rotational deformation of the S beam end. This pin position is the center of rotation of the S beam end. Furthermore, in order to completely eliminate the rotation of the pin due to the slab, the slit 23 may be provided in the concrete slab in parallel with the pin rod 351.

On the other hand, a lower reinforcing plate 34 is vertically welded to the lower side of the lower flange 31 of the S beam, and this is connected to the two column side resistance plates 36 welded to the coated steel pipe 15 of the PCa column 1. A high-strength bolt 371 for introducing a frictional axial force is disposed at the center. The beam-side plate 34 and the column-side resistance plate 36 are arranged so as to face each other and contact each other, and a friction material 372 is arranged on the contact surface between them, or a friction surface treatment is applied, and the two can be shifted relative to each other. A two-point joint “pin-friction damper joint” (P-FD joint) that operates as a friction damper (FD joint) by horizontal displacement below the beam as the beam end rotates by tightening with a high-strength bolt 371. Bonding) is realized.
A reinforcing plate 38 is arranged on the side surface of the web of the S beam. This is because the frictional force generated by the friction damper on the S-beam side prevents the S-shaped web plate from being worn, and the damper resistance is transmitted to the upper flange of the S-beam. This is because the damper resistance force is transmitted from the flange to the column via the pin joint. Thereby, since the axial deformation on the S beam side can be suppressed to a small level, it is possible to effectively absorb energy without losing the horizontal displacement at the friction damper position accompanying the rotational deformation of the beam end.

FIG. 5 is an explanatory diagram in the case where the resistance plate of the friction damper is configured horizontally in another embodiment of the column-to-beam joining method “P-FD joining” (pin-friction damper joining) of the present invention. 5 (1) is a plan view (A level view) seen from the top of the upper flange of the S-shaped beam, FIG. 5 (2) is a longitudinal sectional view of the column and S-beam joint, and FIG. 5 (3) is A horizontal section (B-level down view) immediately below the lower flange of the S-shaped beam, and FIG. 5 (4) are longitudinal sectional views of the column direction from the S-shaped beam (CC arrow).
As shown in FIGS. 5 (1) and (2), the shear pin joint 35 (the center of rotation of the S-beam end is located at the upper center of the upper flange of the S-shaped beam and approximately at the center height of the slab). Providing (P-joint) is the same as in the fifth embodiment, and this pin position becomes the rotation center of the S-beam end. As in the fifth embodiment, it is also recommended to provide slits 23 on both slabs of the shear pin rod 351.
On the other hand, on the lower side of the lower flange 31 of the S beam, a friction damper resistance plate 373 arranged in the horizontal direction and integrated with the lower flange of the S beam is arranged. A high-strength bolt 371 for introducing a frictional axial force is disposed at the center between two horizontal column-side resistance plates 36 welded to each other. The beam side plate 373 and the column side resistance plate 36 face each other, and a friction material 372 for increasing the friction coefficient is disposed on the contact surface. By tightening the contact surface with a high-strength bolt 371 so as to allow relative displacement. Along with the rotational movement of the beam end, a two-point joint “pin-friction damper joint” (P-FD joint) that operates as a friction damper (FD joint) by horizontal displacement below the beam is realized.
Similar to the fifth embodiment, a reinforcing plate 38 is disposed on the side surface of the web of the S beam to prevent the web plate from being worn by the resistance of the friction damper.

FIG. 6 is an explanatory diagram of the operating principle of the “pin-friction damper” in the “P-FD joining” of the fifth and sixth embodiments.
FIG. 6 (1) is an elevational view showing the operating direction of the friction damper when the column upper part is tilted to the right. FIG. 6 (2) is an elevation view of the friction damper when the column upper part is tilted to the left. It is an elevation which shows an operation direction.
In the pin-friction damper (P-FD) joint, all the beam ends are rotationally deformed with the pin joint position 35 positioned above the upper flange of the beam as the center of rotation. Accordingly, a relative displacement displacement in the horizontal direction occurs at the position of the friction damper 37 positioned below the lower flange. The friction damper is actuated by this relative displacement, and the energy absorption effect is exhibited by the friction force.
The friction damper is provided with a friction bonding material 372 that does not deteriorate due to repetition, so that it does not deteriorate against the action of a large number of seismic forces, and does not cause plasticity or damage to the S beam and PCa column. Absorption can be performed.

FIG. 7 shows a configuration example of a mixed structure frame composed of the PCa column 1 and the S-shaped beam 3 according to the present invention. A W-HB pin connection (rotation) is used as a method for connecting the PCa column and the S beam end. This is an example in the case of employing a friction pin joint).
First, the column base joint portion 5 is inserted into the column base cavity portion 13 of the PCa column by inserting the insertion steel pipe 52 of the column base fixing member 50 previously installed on the RC floor / beam housing 20 on the lowest floor, The column is erected with the column base as a rigid-pin transition joint.
In the joint portion 6 between the PCa columns seen in the second floor portion of the column, the column joint portion that restrains the outer periphery of the column joint portion after contacting the end steel plates 14 arranged on the upper and lower end surfaces of the column member − The outer periphery is constrained by the peripheral restraining plate 64 to realize the rigid joining of the columns. Since this joint is provided at the center height of the floor, when a horizontal seismic force is applied, the vicinity of this joint becomes an inflection point, and a large bending moment does not occur in the column. Therefore, it is necessary and sufficient that the column joint portion-peripheral restraint plate 64 can mainly transmit shearing force, and a safe structural frame can be joined by a simple method.

Next is a method of joining the PCa pillar 1 and the S-beam 3. As shown in the partial enlarged view of the joint, a beam-joining reinforcing plate 39 is welded to the coated steel pipe 15 on the outer periphery of the column-beam joint, and this and the S-beam web plate 32 are two high-strength bolts. Surface shear bonded. At this time, the high-strength bolt holes at the joints of the column-side vertical plates 39 are friction-free friction joints that minimize the clearance of the hole diameter for bolt insertion, and are fixed friction joints that do not cause slip.
On the other hand, on the web (W) plate side 32 at the end of the S-beam, the high-strength bolt (center bolt 421) located at the center position of the high-strength bolt minimizes the clearance of the hole diameter, and the other bolt holes are the center bolt 421. “Rotating friction pin joining (W-HB pin joining)” is employed in which the bolt position farther from the position has a larger hole diameter and intentionally generates a rotational deviation centered on the center bolt position.
The contact surface at the position of the high-strength bolt 371 causing the displacement due to the rotational deformation is subjected to a friction surface treatment for adjusting a friction coefficient, or a friction material 372 is interposed.
As a result, when an interlayer displacement occurs in the building during an earthquake, rotational displacement deformation occurs in the friction joint according to the inclination angle of the column, and energy absorption due to friction occurs. The conventional high-strength bolt joint is the idea of preventing the occurrence of displacement of the tightened steel sheet due to the frictional force, but the rotational friction pin joint (W-HB pin joint) of the present invention intentionally allows the friction surface to be displaced. This makes it possible to absorb energy. In other words, in the rotational friction pin joint (W-HB pin joint) portion at the beam end of the present invention, the vibration damper is simply connected by a high-strength friction joint at the beam end without using a special vibration control device or damper. A seismic control structure equivalent to the built-in case is realized.

  The column on the uppermost floor in FIG. 7 employs a steel column, and a steel column 65 is joined on the PCa column 1. As shown in the enlarged view of the column connection portion 6 on the uppermost floor, the column base portion of the S structure column 65 on the upper floor side has a protruding portion 63 on the lower side of the connection plate 61, and this is formed at the upper end of the lower PCa column. Since only the insertion into the cavity 13 is required, a rigid-pin transition junction can be realized very easily. In addition, the rotational friction pin joining (W-HB pin joining) is adopted only by the high-strength bolt joining for joining the upper end of the S pillar 65 and the uppermost S beam 3.

FIG. 8 shows a configuration example of a mixed structure frame composed of the PCa column and the S-shaped beam of the present invention. This is an example in the case of employing a friction damper joint).
First, the column base is inserted into the column base cavity 13 of the PCa column by inserting the steel pipe 52 of the column base fixing member 50 installed in advance on the RC floor / beam housing 20 on the lowest floor. The method of joining the PCa columns provided in the vicinity of the center of the second and third floors is the same as that of the seventh embodiment.

The present embodiment is characterized in a method of joining the PCa pillar 1 and the S beam 3. As shown in the third-floor floor level column-to-beam joint, a pin joint having a pin rod 351 as a rotation center is provided near the center of the floor slab thickness slightly above the upper flange level of the S-shaped beam. As a result, when an interlayer displacement occurs in the building during an earthquake, the beam and the column are relatively inclined with the pin joint rod 351 on the upper end side of the beam as the center of rotation, and between the end of the lower end flange of the beam and the column. Relative horizontal displacement occurs.
Therefore, the lower end flange 31 of the S beam is vertically sandwiched between two steel plates fixed to the coated steel pipe side of the column, and a contact force is applied to the friction surface with a high-strength bolt, so that friction occurs at the lower end flange position of the beam. A damper 37 is formed.
The method of joining the PCa column and the S-beam is P-FD joining (pin-friction damper joining), and, like the rotating friction pin joining (W-HB pin joining) of the seventh embodiment, a special vibration control device The seismic control structure equivalent to the case where a seismic control (friction) damper is incorporated is realized by a simple joining method at the end of the beam.

  The top floor of FIG. 8 shows a method of introducing the steel beam 3 and the floor / roof set to the top floor by a simpler method. That is, the column extends the PCa column to the level closest to the beam level on the uppermost floor, and a short S column member 65 for receiving the end of the S beam is provided at the upper end of the column, and the lower protrusion 63 is formed in the cavity at the upper end of the PCa column. It is only inserted into the part 13. A rigid-pin transition junction can be realized very easily. In this embodiment, a simple pseudo-pin joining method in which only the web plate is joined by high-strength bolts is adopted for joining the S-beams on the top floor.

FIG. 9 shows a configuration example of a self-supporting brace structure in which the horizontal rigidity of the entire building is secured and the horizontal force is borne in the mixed structural frame composed of the PCa pillar 1 and the S-shaped beam 3 of the present invention. It is a thing.
The brace material 7 shown in the figure is made of steel brace or steel buckling restrained brace, and the main construction surface is arranged in a well-balanced manner in both the X and Y directions in the plane of the building.
When explaining from the lower floor of FIG. 9, the brace arrangement shape of the vertical elevation is a V-shaped pair of two on the lowest floor, and on the floors above the second floor A pair of Λ-shape or V-shape is formed so that the brace end positions are continuous.
The end joint of the brace material is embedded at the lower intersection of the lowermost floor with a base plate 72 attached with a vertical PBL gibber steel plate 73 having a number of holes in the center of the span of the lowermost beam. By being connected to the fixed brace material lower end fixing portion 71, it is fixed to the lowermost beam support 20 (see FIG. 10 for a detailed enlarged view).
On the second and fourth floors, the brace material ends of the second and higher floors are connected and integrated with each other on the second and fourth floors where the brace material ends are in the vicinity of the PCa column member. A beam end connection block 74 is formed, and the beam end connection block 74 is integrated with the column member by welding or high-strength bolt connection to the beam level covering steel pipe 15 of the PCa column member. Yes.
When the end of the brace material of the second floor or more comes near the center of the S-shaped beam (on the third floor), the beam center brace material end block 75 welded in advance to the S-shaped beam center. And are integrated with the S-shaped beam by welding or high-strength bolts.
In this structure, the weight of the brace material and the S-shaped large beam connected to the brace material is characterized in that it is a self-supporting brace material that can be supported by the brace material itself without the PCa pillar. .

When a horizontal force acts on the brace surface, an axial force is generated on the brace material that is balanced with the horizontal force. The horizontal component force of the axial force balances with the horizontal force of the external force, but the vertical component force becomes the vertical axial force of the adjacent column, so that a vertical upward tensile force or a downward compressive force acts on the adjacent PCa column. . If the vertical upward tensile force exceeds the long-term vertical axial force of the PCa column, the PCa column will have a tensile stress, so the PCa column adjacent to the brace construction surface is an SC column with a coated steel pipe on the outer periphery. It is desirable to use (steel pipe covering concrete column). As shown in FIGS. 2 (B2) and (B3), the column base is welded to the upper end of the peripheral reinforcing steel pipe 51 of the column base joining member 50 by welding the coated steel pipe 15 around the column base of the PCa column. Tensile force is transmitted to the foundation housing 20 by anchor bolts 56 welded to the steel pipe 51.
The details of the column base in FIG. 9 include the left column method indicated by numeral 59 as a method for fixing the base plate 53 of the column base with the anchor bolts 55, and the right column includes a coated steel pipe on the outer periphery of the column base. Two methods different from FIG. 2 of the method of directly welding to the base plate 53 of the joining member 50 and fixing to the base housing 20 with the PBL dowel steel plate 54 are shown.

FIG. 10 is a detailed view of the fixing portion of the V-shaped brace located at the center of the lowermost span. Underneath the base plate 72, three vertical PBL dowel plates 73 having a large number of PBL dowel holes are arranged vertically, and the horizontal component force borne by the two braces is applied to the lowermost floor RC beam. To communicate.
The vertical component force of the brace material 70 is offset by the two members on both sides of the V-shape. For this purpose, the vertical component force of both members needs to be transmitted, and the role of the base plate 72 and the vertical PBL gibber steel plate 73 is Plays.
Further, in order to install the brace lower end fixing member 71 in the lower concrete frame 20 in advance, the base plate 72 is provided with a hole 720 for easily performing concrete placing.

FIG. 11 is an example showing the overall structure of a base-isolated structure building that adopts the present invention, and is an example of a case where the brace structure bearing the horizontal force is distributed throughout the building. Fig. 11 (2) is an axis diagram of the outer peripheral surface (Y1, Y5), and Fig. 11 (3) is an axis diagram of the inner surface (Y2 to Y4). It is.
As shown in (1) and (2) of FIG. 11, tensile force resistance type PCa-RC columns or SC columns 10 are arranged on both sides of the span where the braces are arranged. It can resist the compressive axial force and tensile axial force generated in In particular, the colored portion of the column 10 indicates that the SC column is employed. Each column is installed on the RC large beam 20 on the first floor, and a laminated rubber seismic isolation device 81, a sliding bearing isolation device 82, and a rolling bearing isolation device 83 are disposed under the column.
Considering the occurrence of torsional vibration and residual displacement of the entire building, the location of the seismic isolation device 8 is mainly such that the laminated rubber bearing 81 is on the outer periphery of the building, the rolling bearing 83 is on the outer peripheral surface, and the sliding bearing 82 is on the inner structure. It is desirable to place it under the pillar of the surface.

FIG. 12 is an example in the case where the brace structure which bears the horizontal force is concentrated in the embodiment showing the overall structure of the base-isolated structure building according to the present invention, and FIG. FIG. 12 (2) is an axial diagram of the outer peripheral surface (Y1, Y5), and FIG. 12 (3) is an axial diagram of the inner surface (Y2 to Y4).
As shown in (1) and (2) of FIG. 12, in the span where the braces are concentrated, a tensile force resistance type PCa-RC column or SC column 10 is arranged at the outermost column. It can resist the compressive axial force and tensile axial force generated in the column by the brace. In particular, the colored portion of the column 10 indicates that the SC column is employed.
However, due to the effect that the braces are continuously arranged, the direction of the axial force of the brace material located on both sides of the column is reversed except for the outermost column of the brace position, and the vertical component force of the brace material is The vertical axial force does not act on the column because it is offset on both sides. Therefore, the inner column of the brace continuous span may be the same as the PCa column in the general part where no brace is present, and does not need to be an SC column that requires a coated steel pipe.
It is implemented that each pillar is installed on the RC large beam 20 on the first floor, and that the laminated rubber seismic isolation device 81, the sliding bearing isolation device 82, and the rolling bearing isolation device 83 are adopted under the pillar. Same as Example 10.

FIG. 13 shows an example of the overall structure of a base-isolated structure building according to the present invention, in which a conventional rigid joint (ramen structure) frame is disposed on the outer peripheral surface, and the columns and beams of the present invention are disposed on the inner surface. Fig. 13 (1) is a standard floor plan view (bottom view), and Fig. 13 (2) is a frame diagram of the outer frame (Y1, Y5). FIG. 13 (3) is an axis diagram of the internal surface (Y2 to Y4).
The outer peripheral surface shown in FIG. 13 (2) is composed of a pillar 69 constituting a rigid frame structure and a large beam 49 rigidly joined thereto, but the constituent members may be made of reinforced concrete (RC) or steel (S ) It may be configured as a building member. Moreover, it is good also as a conventional mixed structure frame | frame of RC structure and beam S structure.
Moreover, in this building structure, since the outer peripheral surface provides horizontal rigidity of the entire building and bears the horizontal force, as a frame structure using a brace combined with braces 7 as shown in FIG. Alternatively, it is also recommended to add a column (intermediate column) in each span only on the outer peripheral surface to increase horizontal rigidity and horizontal strength.

  On the other hand, as shown in FIGS. 13 (1) and (3), the internal construction surface arranged inside the building plane has the PCa pillar 1 of the present invention rationalized specially for the frame that supports the vertical load and S beam 3 is adopted. Further, the large beam connecting the column of the outer circumferential surface and the inner column employs a rigid joint with the outer circumferential surface column, and the rotational friction pin joint (W-HB) of the present invention is used for the joint with the inner column. Any one of a conventional pseudo-pin joint in which only a web of S-beam is joined by a high-strength bolt is adopted.

Each pillar, including the outer and inner structural surfaces, is installed on the RC large beam 20 on the first floor, and a laminated rubber seismic isolation device 81, a sliding bearing isolation device 82, and a rolling bearing exemption under the pillar. The use of the seismic device 83 is the same as in Examples 10 and 11.
In this embodiment, since the outer peripheral construction surface is the same as that of the conventional ramen structure building, the conventional construction method can be adopted in the construction work, so that the construction person who is used to the conventional construction method has little resistance. Also, in the construction of the internal structural surface, the stability of the entire building can be ensured by preceding the construction of the outer peripheral structural surface, so when constructing the structural framework of the present invention in which all the nodes are close to the pin joint state. Can be easily secured.

FIG. 14 is an example of a seismic control column that exhibits energy absorption performance when the column member of the present invention is lifted.
14 (A1) to 14 (A3) are explanatory views for structurally controlling the column base, (A1) is a horizontal sectional view of the column base, and (A2) is a sliding friction of the column base. A longitudinal section of the joint, (A3) is a plan view of the sliding friction joint of the column base.
As shown in FIGS. 14 (A2) and (A3), the bolt-shaped members 57 and 58 are fixed to the column base surrounding reinforcing steel pipe 51 arranged outside the column base outer periphery, and a reaction force is applied thereto. Thus, the surface of the coated steel pipe 15 on the outer periphery of the column base is strongly compressed. 57 is a case where the tip of the bolt-shaped member 57 is in direct contact with the surface of the coated steel pipe 15 of the column member, and 58 is a case where a friction plate for adjusting the friction coefficient is arranged at the tip of the bolt-shaped member. Yes. 57 and 58 may be either alone or a mixture of both, but the total frictional force is less than or equal to the long-term column axial force (vertical load) of the contact portion (column base in this example). Thereby, when the lifting of the column is eliminated, the column member can return to the original position while absorbing energy.

14 (B1) to (B3) are explanatory diagrams for making a damping structure using sliding friction at the joints between the columns, (B1) is a horizontal sectional view of the column member joints, and (B2) is the column members. A joint longitudinal sectional view for imparting sliding friction at the joint, (B3) is a plan view of the sliding friction joint at the column joint.
As shown in FIGS. 14 (B2) and (B3), the bolt-shaped members 57 and 58 are fixed to the reinforcing steel pipe 66 for joining the column members disposed outside the outer peripheral portion of the column member joining position. The reaction force is taken to strongly compress the surface of the coated steel pipe 15 on the outer periphery of the column member. Reference numeral 57 denotes a case where the tip of the bolt-shaped member 57 is in direct contact with the coated steel pipe 15 of the column member, and 58 denotes a case where a friction plate for adjusting the friction coefficient is arranged at the tip of the bolt-shaped member. 57 and 58 may be either alone or a mixture of both, but the total frictional force is less than or equal to the long-term column axial force of the contact portion (column base in this example). As a result, when the column is lifted, energy absorption occurs due to sliding frictional force, and when the column member above the joint is lifted, the column member returns to its original position while absorbing energy. be able to.

As described above, when the mixed structural framework of the present invention is adopted, a large-scale structure with a large span exceeding a column distance of 10 meters or a large structure in which the load is large and the stress due to a long-term vertical load is dominant is extremely economical. Can be reasonably constructed. The S-structured large beam of the present invention generates stress close to that of a simple beam due to a long-term load and is not subjected to stress during an earthquake. Therefore, a rational and economical member design is possible for long-term stress. In addition, in the event of an earthquake, it does not plasticize the beam member, and exhibits the same effect as a framework incorporating a damping damper that absorbs energy during an earthquake.
Therefore, the present invention can provide a structural framework that is optimal when building a structure in which long-term stress is dominant to be seismically isolated.

1: RC column 10: Tensile resistance type PCa-RC column or SC column 101: Column axial reinforcement (main reinforcement and prestressed steel)
102: Column's Hope bar (shear reinforcement)
11: Concrete section of column cross section 12: Central cavity section of column section 13: Cavity section of column member end (upper end and lower end) 14: Column member-end steel plate of upper end and lower end 15: Column outer periphery 16: Inner steel pipe around the hollow part of the column 17: PBL gibber steel plate in the column / beam joint part 171: Hole in the PBL gibber steel plate 18: Steel plate for joining outside the beam level steel pipe

2: RC floor slab 20: RC girder 21: RC foundation frame 22: Reinforcing bar that penetrates PBL gibber hole 23: Slit provided in RC slab

3: S-shaped beam 31: Flange of S-shaped beam 32: Web plate of S-shaped beam 33: Upper reinforcing plate at the upper flange of the S-shaped beam 34: Lower reinforcing plate at the lower flange of the S-shaped beam 35 : Pin joint at the end of the S-shaped beam 351: Pin rod for pin connection at the end of the S-shaped beam 36: Column side plate for the friction damper at the end of the S-shaped beam 37: Friction damper 371: High strength bolt for the friction damper 372 : Friction material for friction damper or friction surface treatment part of contact surface 373: Beam side plate of friction damper 38: Reinforcement plate at the end of S-shaped beam 39: Reinforcement plate fixed to the column at the end of S-shaped beam

41: Friction plate for beam end bolt joint 42: Rotating friction pin joint (W-HB pin joint)
421: High-strength bolt at the rotation center position of W-HB pin joint 43: Pin-friction damper joint (P-FD joint)
48: One end rigid joint, other end pin joint large beam 49: Both ends-rigid joint large beam

5: Column base
50: Column base joint member 51: Reinforced steel pipe around the column base 52: Steel pipe inserted into the column base 53: Base plate 54: PBL gibber steel plate for fixing the column base 55: Anchor bolt (nut fixing type)
56: Anchor bolt (welding fixing type)
57: Bolt-shaped member that generates a frictional force when the column member floats up 58: Bolt-shaped member same as above (with friction material at tip contact portion)
59: Tensile resistance type column base

6: Column junction 60: Column junction member 61: Column boundary junction plate 62: Column junction-upper insertion member 63: Column junction-lower insertion member 64: Column junction-surrounding restraint plate 65: Column steel ( S structure) member 66: Reinforced steel pipe for column connection 69: Column of rigid-joint rigid frame

7: Brace 70: Brace shaft material 71: Brace lower end fixing member 72: Base plate for fixing brace lower end 720: Base plate inner hole 73: PBL gibber steel plate for fixing brace lower end 74: Beam end-brace joint (beam end) Connected block)
75: Beam center-brace junction (beam center connection block)

8: Seismic isolation device 81: Laminated rubber seismic isolation device 82: Sliding bearing type seismic isolation device 83: Rolling bearing type seismic isolation device

Claims (6)

It is a mixed structure frame with columns made of reinforced concrete (hereinafter referred to as “RC structure”) and large beams above the second floor as steel structures (hereinafter referred to as “S structure”).
The column is a pre-cast reinforced concrete (PCa) column member manufactured in advance in a factory and can be assembled and connected vertically without using cast-in-place concrete.
The outer shape of the column is circular, and at least both upper and lower ends of the column member have concentric circular cavities inside,
The length of the column is 1) the lowest column member is the height from the lowest end of the application position of the target column to the vicinity of the center of the upper floor, 2) the intermediate column member is the lowest column member Alternatively, the height from the upper end position of the lower intermediate column member to the center of the upper floor of the upper floor, 3) The uppermost column member is applied from the upper end position of the lower column member or intermediate column member Manufactured as a height up to the top end of the position,
Covered steel pipes (hereinafter referred to as “beam level coated steel pipes”) having the same or higher height as the beam components and the same outer diameter as the column members are embedded at the heights where the beams on each floor are attached. The outer peripheral surface of the column is the steel surface,
At least two or more vertical PBL gibber steel plates having a large number of holes (hereinafter referred to as “PBL holes”) welded to the coated steel pipe member are disposed inside the beam level coated steel pipe, PCa pillar member is filled with concrete, and the PBL gibber steel plate is completely buried and integrated in the concrete,
The lower end portion of the lowermost column member is supported by the lower floor surface or the lower member that receives the column. 1) A columnar shape, a cylindrical shape, or a conical shape that fits into the lower end central cavity of the lowermost column member. From above the column base fixing member having any one of the protrusions, the protrusion is installed so as to be inserted and fitted into the lower end cavity of the column member, or 2) the column of the lowermost column member By installing so that the lowermost part of the column base of the column is inserted and fitted into the column base peripheral reinforcement steel pipe from above the column base fixing member having the column base peripheral reinforcement steel pipe surrounding the outer periphery of the leg portion. The lower end portion of the lowermost column member is rigidly resistant to vertical load and horizontal force, and does not generate the resistance force of the tensile side stress degree portion against the rotational moment of the column base. It is fixed column base joint,
At the beam height position on the second floor or more of the column member, the beam level-covered steel pipe member exposed on the surface and the steel beam end are welded or dry-bonded together by high strength bolts. Is possible,
Only the joint between the lowermost column member and the intermediate column member, or between the intermediate column members, or between the column members of the intermediate column member and the uppermost column member is 1) welded or 2) around Insert the column end into the constraining steel pipe, or 3) insert and fit the column joining member into the circular cavity provided at the end of the column member, thereby rigidly joining the two column members. A building with a mixed structural frame characterized by using PCa column members that are fixedly joined.
It is a mixed structure frame with RC columns and S beams on the 2nd and higher beams.
The column uses the PCa column member for all columns or a part of the target building,
The S-shaped large beam member connected to other than the column base of the PCa column member is
1) The column-side vertical plate welded to the beam-level coated steel pipe and the web (W) plate at the end of the S-shaped beam are made into two-surface shear friction bonding by high-strength bolts (HB), and the column-side vertical plate Either one of the joint (column side joint) or the joint of the large beam end web plate (beam side joint) is a friction joint that minimizes the bolt hole diameter and does not allow slipping, and the other joint. The high-strength bolt (center bolt) located at the center position of the high-strength bolt of the joint portion minimizes the hole diameter clearance, and the other bolt holes are larger in diameter as the bolt position is farther from the center bolt position. Adopting a rotational friction pin joint (W-HB pin joint) that enables rotational displacement displacement with the center bolt position as the rotational center, or
2) A rotational center shear pin (P-joint) that can rotate and transmit a vertical load to a position equal to or higher than the height position of the upper flange of the S-shaped beam is disposed, and the height of the lower flange of the S-shaped beam is increased. One is a column side resistance plate welded to the beam level steel pipe of the PCa column member, and the other is fixed to the lower flange or lower flange of the S-shaped beam. 2-point joint “pin-friction damper” by a combination of friction dampers (FD joints), which are arranged in contact with and in contact with each other on the beam-side resistance plate, and tightened with high-strength bolts so that they can be displaced relative to each other. Adopt “joining” (P-FD joining),
By joining to the PCa column member by the joining method of either 1) or 2) above,
The beam stress due to long-term vertical load is close to the stress of a simple beam with pin connection at both ends, and when the interlaminar displacement occurs due to the horizontal force acting on the building during an earthquake or storm, etc. When using a friction pin-jointed girder that does not generate short-term beam stress when it is rigidly joined to the column and functions as a friction damper that exhibits energy absorption performance due to the relative displacement of the friction joints at both ends of the beam. A building with a characteristic mixed structural framework.
It is a mixed structure frame with RC columns and S beams on the 2nd and higher beams.
The column uses the PCa column member for all columns or a part of the target building,
The S-shaped large beam member connected to other than the column base of the PCa column member employs the friction pin jointed large beam,
Steel braces or steel buckling restrained braces are arranged in a balanced manner on each floor of the target building.
The vertical shape of the brace material is arranged in a pair of V-shaped on the lowest floor and in pairs of Λ-shaped or V-shaped on two or more floors. It has a shape
The brace material end joint is a brace material fixed at the lower intersection of the lowermost floor by burying a vertical PBL gibber plate having a number of holes in the center of the span of the lowermost beam. By being connected to the fixed member, it is fixed to the lowermost floor beam.
The brace material end of the second floor or more is a beam end in which the brace material end and the S large beam end are connected and integrated with each other when the brace material end is located in the vicinity of the PCa column member. Part connecting block, the beam end connecting block is integrated with the column member by welding joint or high-strength bolt joint to the beam level coated steel pipe of the PCa column member,
When the brace material end of the second floor or more comes near the center of the S-shaped beam, the brace material end of the beam center connecting block welded to the S-shaped beam central portion in advance and the brace material Is integrated with the S-shaped beam by welding or joining with high-strength bolts,
A self-supporting brace material capable of supporting and supporting the brace material and the S-shaped large beam connected thereto without the PCa pillar is a building having a mixed structure frame.
The column member described in claim 1 is used for all columns of the target building, or a part thereof,
The S-shaped large beam member described in claim 2 is used for all the large beams on the second floor or higher, or a part thereof.
The brace material according to claim 3 is arranged on each floor in a balanced manner in a plane, and constitutes an assembly-type superstructure frame.
The lowermost beam that connects the column bases of the column members constitutes a rigid joint plane frame by RC, SRC (steel reinforced concrete), or S.
A building with a mixed structural frame, characterized in that a seismic isolation device is disposed at a planar position where the column member is disposed, and if necessary, at another position directly below the lowermost beam.
In the building by the mixed structural framework according to claim 4,
A conventional frame structure or a brace frame structure with brace jointed to the outer peripheral frame of the building plane, or a part of the frame, or a part of the pillar and beam in the building plane.
5. A building with a mixed structure frame characterized by adopting an assembly type upper structure frame according to claim 4 at other positions to constitute an upper structure in which both the frames are mixed and used together .
In the building by the mixed structural framework according to any one of claims 1 to 5,
In the column base part joint part of the lowest position of the column member described in Claim 1, or other joint parts of the said column members, from the reinforcement steel pipe for joining located in the outer side of the joint part of the said column member, the said column member When a friction material or a bolt-shaped member that contacts the surface of the outer periphery-coated steel pipe is tightened and contacted, and a lifted displacement occurs in the column member, the tip of the bolt-shaped member or the friction material and the column A building with a mixed structural frame, wherein a frictional resistance force is generated at a contact portion on the outer peripheral surface of the member, and the structure is a vibration-damping structure column in which energy absorption is generated in association with the rising displacement of the column member.