JP2006037530A - Building structure skeleton and building structure making use thereof - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To realize a rational and economical upper structure building structure skeleton reflecting a merit of a construction of vibration isolation in order to cancel the rising of a cost for a vibration isolation building. <P>SOLUTION: A skeleton having a moment resisting frame structure skeleton of rigid joint capable of bearing horizontal force, earthquake resistant walls and braces, etc. is constituted, and parts other than them are constituted as a skeleton supporting only vertical load. A post 5 supporting only vertical load is called as an independent post 51, a beam is constructed on the independent post 51 only in one direction, it is connected to the independent post 51 by pin joint, and a beam in the orthogonal direction is omitted. A floor slab 7 is designed as one direction board, and it is supported by a pin joint beam 61 arranged in one direction. <P>COPYRIGHT: (C)2006,JPO&NCIPI

Description

  The present invention relates to a structure of a seismic structure that can economically construct a building structure in a short construction period, and is basically intended for a seismic isolation structure building, but has a seismic structure / damping structure. It can also be used as a framework.

  The building structure has support performance of `` long-term vertical load '' that keeps supporting the vertical load that always works by the gravity of the earth, such as the weight of each member constituting the building and the load loaded by the articles housed inside, without any trouble, It must be capable of supporting both “short-term horizontal loads” that temporarily act during storms such as typhoons and during large earthquakes.

  Long-term vertical loads work almost everywhere on the earth. In Japan, strong typhoons and large earthquakes frequently occur, so it is necessary to withstand extremely strong horizontal loads. Over the past century, many methods and components for building earthquake-resistant structures have been researched and developed. Has developed. In Japan, since 1985, buildings with seismic isolation and seismic control structures that can reduce the effect of the seismic force have been actually built.

  The construction method of the structural framework that constitutes the building structure is basically the same in any of the earthquake-resistant structure, seismic control structure, and seismic isolation structure. The basic principle is to first rigidly connect the columns and beams to form a rigid frame (= rigid frame). If there is no problem in the architectural plan, this will be an effective seismic wall as a horizontal force resistance element. A brace material (a brace element) will be combined.

  The damping structure is the one with various damping devices arranged on the above basic structure to improve the energy absorption performance. The whole structure is supported by the seismic isolation device and insulated from the ground, and the resistance of the seismic isolation layer The seismic isolation structure prevents the above seismic force from being transmitted to the superstructure.

Since the 1980s, research and development on various types of seismic control devices and seismic isolation devices have been vigorously carried out in order to realize building structures with higher seismic safety. On the other hand, research and development on seismic structures and methods for constructing seismic structures has already been more than a century old, and as described in paragraph 4 above, the methods for constructing architectural structures are almost established and established. You can say. Therefore, as a proposal of the seismic structure frame in recent years, the thing regarding the improvement of the partial detail as shown in the following patent documents 1 to 4 has become mainstream.
JP-A-3-275839 Japanese Patent Laid-Open No. 11-159001 JP-A-11-303446 JP 09-296625 A Japanese Patent Laid-Open No. 2004-44312 Japanese Patent Application No. 2004-180512 Japanese Patent Application No. 2003-192531

  Of the above-mentioned seismic structures, seismic control structures, and seismic isolation structures, the most excellent seismic safety performance, including buildings and confiscated structures, can be realized with the seismic isolation structure. However, the reason why the seismic isolation structure is not so popular is that the initial construction cost will be increased.

  In order to eliminate this cost increase, improvement and rationalization of the seismic isolation device shown in the above-mentioned Patent Document 5 and methods for rationalizing the double foundation part and surrounding clearance part for constructing the base isolation layer shown in Patent Document 6 However, in reality, the superstructure based on the seismic isolation structure has not been improved dramatically.

  However, rationalization of the upper structure of the seismic isolation building is an important issue in order to reduce the cost of the seismic isolation building. This is because the upper structure occupies the largest proportion in the seismic isolation structure physically and economically.

  In other words, the present invention maximizes the advantage of the seismic isolation structure that “the seismic force is remarkably suppressed and the applied seismic force does not fluctuate much even if the strength of the input seismic motion changes” compared to the conventional seismic structure. It is intended to realize a rational method for constructing and constructing a superstructure framework for seismic isolation structures. “Reasonable” is primarily “safety”, “economical” construction is possible, “workability” is excellent, construction is easy, and “structural shortening” can be achieved. This is a construction method and a construction method.

The present invention adopts the following configuration in order to solve the above points.
<Configuration 1>
In a building structure with five or more columns on one floor, a rigid frame of columns and beams that can resist horizontal forces acting in two horizontal directions, X and Y, respectively, One of the bracing elements or a combination thereof, and at least one direction of the remaining columns (hereinafter referred to as “independent columns”) is pin-connected to the beam connected to it, or the beam connected to the column is An architectural framework characterized by being omitted.

  In any structural form such as seismic isolation structure, seismic control structure, seismic structure, etc., the structure needs to have a certain level of resistance against horizontal force. In the present invention, the horizontal force acting in two horizontal directions of X and Y directions is also required. It is a necessary condition to construct a minimum necessary frame that can resist the force in each direction (hereinafter referred to as “horizontal force resistance frame”). As a method for constructing the horizontal force resistance frame, a general method established so far, that is, any one of a rigid frame frame, a seismic wall, a bracing element, or a combination thereof, in which a column and a beam are rigidly connected, is adopted.

  In conventional building structural frameworks, we thought that it would be preferable to ensure that the horizontal resistance was as high as possible. Therefore, when columns that support vertical loads are necessary, they must be connected with beams and consist of columns and beams. A ramen structure was formed. Since the present invention is based on a seismic isolation structure that can control the magnitude of the horizontal seismic force with high accuracy, it is designed not to expect the horizontal resistance force for columns other than the horizontal force resistance frame, and the part to be rationalized in the present invention And As a rationalization method, the rigid connection between the column and the beam is stopped and a pin connection is made, or the beam itself is omitted. In other words, in order to omit one direction of the beam normally installed in the X and Y2 directions, the floor slab may be designed as a one-way version, and when the beam is omitted in both directions, it is designed as a flat slab structure. be able to.

  That is, the basic idea of the present invention is that the seismic force acting on the structure is controlled by the seismic isolation structure, the necessary and sufficient resistance force is secured to the seismic force, and the other structural framework parts are used for supporting the vertical load. By limiting, it tries to realize a rational building structure frame with excellent economic efficiency.

<Configuration 2>
In the building structure framework according to Configuration 1, is a beam in one direction connected to the independent column configured by one that is off the core or two that are parallel to each other, and is the beam pin-connected to the independent column? Or, it is supported by a cantilever beam taken out from an independent column in an orthogonal direction.

  It is necessary to rationalize beams and floor frames in order to streamline and economicize building structures. In the present invention, the floor slab is first formed as a unidirectional plate, so that the beam receiving it is limited to one direction. As a result, the number of large beams previously arranged in the X and Y directions can be reduced by half. In order to economically design a floor slab of a unidirectional plate, it is necessary to appropriately set a span of the floor slab, that is, a distance between beams receiving a floor plate arranged in one direction. Increasing the beam spacing will reduce the number of beam lines, but it will be more difficult to design the floor slab, which will be a large burden on the economy. Therefore, a method for suppressing the support span of the unidirectional floor board to be small is required.

  In the conventional building structural framework, the maximum number of large beams connected to the columns is four per column, that is, one large beam arrangement for each large beam line is common sense, but in the present invention, two large beams that receive a slab are parallel. It is possible to reduce the support interval of the slab as small as the beam of the book = “double beam”. In the double beam, the number of beams is doubled, but since the supporting weight is halved, the cross section is not so uneconomical compared to the single beam. When this double beam is joined to a column, the distance between the double beams is limited to the column width, and therefore the slab support interval is “column core span length” − “column width”.

  As a method of further reducing the slab support interval, the present invention supports the double beam interval wider than the column width, and supports the double beam having an interval wider than the column width with a cantilever type large beam that jumps out from the column in the orthogonal direction. To do. This cantilever-type large beam is long enough to receive a double beam and is not connected to the adjacent column. This is because when the beam is extended to the next pillar, the beam is eventually arranged in two directions, and the basic idea for the original economic design becomes the original Kiami. The length of the cantilever beam is selected in the most economical position from the viewpoints of b) the span of the unidirectional slab and b) the cross section and length of the cantilever beam. In addition, since the setting interval of a double beam does not affect the member cross section of a double beam (a floor load burden area does not change), what is necessary is just to set the space | interval of a double beam so that it may be advantageous to a slab cross section and a cantilever cross section. In addition, a double beam having both ends pin-joined can be designed as a cross-section as a composite beam with a slab, or can be designed as a continuous beam continuous at a cantilever fulcrum.

<Configuration 3>
In the building structure framework according to Configuration 1 or Configuration 2, the entire independent column or the vicinity of the joint with the beam is composed of a reinforced concrete structure or a steel pipe-covered reinforced concrete structure formed on the spot, and a connection portion with the pin-connected beam An architectural structure frame characterized by comprising embedded embedded hardware for connection or having a beam protruding portion of a rigid beam-column connection for beam connection.

  In the present invention, since the joining between the independent column and the beam is based on pin joining, a joining method that is as simple as possible is desirable. In order to rigidly connect a reinforced concrete column and a steel beam, a complicated connection as in Patent Document 1 is required. On the other hand, Patent Document 2 attempts to realize simple joining by inserting a beam into a column. However, in the method of inserting the end of the beam into the column, it is necessary to construct the beam before placing the concrete on the column, and the advantage that the bent pin joint is sufficient is lost due to the restriction of this process.

  Therefore, in the present invention, the “embedding hardware for connection” that can be joined to the steel beam in advance is arranged in the column, so that the column is constructed in advance, and then the beam is bonded by a method such as bolting only the beam web. Can be pin-joined. In this method, the joint of the beam is provided near the surface of the column, but the stress generated in the beam is adjusted by moving the joint with the beam slightly inside the beam (outside the column) from the column. It becomes possible. For this purpose, a method is adopted in which some beam protruding portions are provided on the column side and the beam is joined to the tip thereof. That is, by adjusting the length of the protruding part of this beam and pin-connecting it to the beam at its tip, the beam span is reduced and the central moment of the beam is reduced, and at the same time, the fixed end generated at the beam end (column position) The moment can be adjusted to the most advantageous value.

<Configuration 4>
In the building structure framework according to any one of Configurations 1 to 3, the whole or a part of the independent columns may be precast reinforced concrete, steel pipe covered reinforced concrete, steel frame, various precast concrete piles, steel pipe covered concrete piles, steel pipes An architectural structural framework characterized by being composed of one of piles.

  Configuration 4 shows the configuration of the independent pillars. As described above, the independent column does not have the rigid-column-to-column connection portion, so that it is possible to construct only the column in advance regardless of the beam / floor assembly. Therefore, a precast member manufactured at a factory can be effectively used, and the construction period can be greatly shortened. Suitable column members include precast reinforced concrete columns (including both full precast and half precast materials), steel pipe coated reinforced concrete columns (full precast materials manufactured at the factory, and coated steel pipes built in the field). Can be employed), steel columns, various prefabricated piles (including various prefabricated concrete piles, steel pipe covered concrete piles, steel pipe piles) and the like.

<Configuration 5>
In the building structure framework according to any one of Configurations 1 to 4, the joint portion between the upper and lower column members of the independent column is provided not in the floor level of each floor but in the middle portion of the floor, and the pin joint beam The structure of the building structure is characterized in that the surface of the pillar member corresponding to the connecting portion is made of steel or is provided with an embedded fitting for connection.

  In the conventional reinforced concrete columns, in order to make the column / beam joints rigid, it is a general rule that the column members are joined to each other when the cast material is used as the column material. Since the beam-column joint is a part where both members intersect, it is a complicated part where reinforcing bars and steel members cross each other, so it takes a lot of work and requires a work period. In the present invention, since there is no rigidly connected column / beam joint, it is possible to place the column member through the column beam joint position and join at the middle part of the floor. In this case, since it is necessary to pin-join the beam after the construction of the pillar, the embedded metal for connection is arranged in advance on the surface of the pillar member corresponding to the connection portion with the beam. Needless to say, when the column member has a steel frame in advance on the surface of the column member such as a steel frame or a steel pipe covered concrete member, the installation of the embedded metal fitting for connection can be omitted.

<Configuration 6>
In the building structure framework according to Configuration 4 or Configuration 5, the upper and lower column members are fitted to the joints of the upper and lower column members of the independent columns by fitting connection fittings that match the outer dimensions of the lower column and the upper column. An architectural structural framework characterized by joining.

  Configuration 6 shows an efficient joining method between column members when a precast reinforced concrete column manufactured in a factory or various types of pre-made piles are adopted as the column members. The conventional precast RC column joining method uses a reinforcing steel sleeve type mechanical joint, and inserts the reinforcing rod of the other column into a sleeve embedded in one of the column members and integrates it by grout. It is. Moreover, the method of joining a ready-made concrete pile in-situ is generally a method in which a hardware is arranged at the end of the pile member and joined by on-site welding, and welding can also be adopted in joining of this structure method. However, in-situ welding has many problems in quality control, and it takes a lot of work.

  Therefore, in the present invention, first, the joints between the column members are provided in the middle of the floor, avoiding the position of the column / beam joint (beam level). In particular, if the joint position is near the center of the effective height of the column, the bending moment of the column deformation at the time of the earthquake is almost zero, so if only the horizontal shearing force can be transmitted, the transmission of the bending moment is It becomes unnecessary. Then, a fitting fitting that fits the upper end shape of the lower column and the lower end shape of the upper column is prepared, and this is first covered with the upper end of the lower column, and the upper column is placed thereon. Since the joining is completed simply by fitting the upper and lower pillars to the joint hardware, the joining can be easily performed in a very short time.

<Configuration 7>
The seismic wall in the building structure frame according to any one of the first to sixth structures is first subjected to horizontal reinforcement and concrete placement on a floor slab to which the lower end of the seismic wall is connected, and after the strength is expressed, A seismic wall of an architectural structural frame, which is constructed by building a seismic wall vertically and integrating the lower and upper ends of the seismic wall with beams or floor slabs on the lower and upper floors, respectively. Construction method.

  Configuration 7 shows a method for constructing a seismic wall that is the central presence among seismic elements that bear a horizontal force. A seismic wall is usually constructed of reinforced concrete, but it is common practice to place the concrete inside the wall by placing the inside of the wall, building a formwork outside it. In this case, it is necessary to cover both sides of the wall with a formwork, so a very large formwork area is required, and if the floor height is high, the concrete will be separated by rebar when placing concrete, resulting in jumpers, etc. There are problems such as the fact that defects tend to occur in concrete, and the side pressure on the mold becomes higher due to the height of the poured concrete, so that the reinforcement of the mold becomes difficult.

  Therefore, according to the present invention, first, the wall placement is performed horizontally on the floor slab to which the lower end of the seismic wall is connected, and the concrete is placed in a state where the wall body is in a horizontal state surrounding only the periphery. After the strength is developed, the seismic wall is erected vertically, and the lower and upper ends thereof are respectively integrated with the lower-floor side and upper-floor side beams or floor slabs to construct the seismic wall. Compared with the conventional method in which concrete is placed vertically from the upper surface of the wall, this method not only makes it possible to place solid concrete without any defects, but also requires a large area. Since the formwork can be almost completely abolished, the cost can be greatly reduced.

<Configuration 8>
The upper structure of the structure in which the building structure frame according to any one of the first to sixth structures is supported by the support device so as to be relatively movable in two horizontal directions with respect to the ground or the lower structure constructed integrally with the ground. An architectural structure characterized in that it is used as a framework constituting the body.

  Configuration 8 shows a method of use in which the building structural framework of the present invention can exert its effect most efficiently. Needless to say, this is a case where the present invention is adopted as a superstructure of a structure in which the horizontal force (= earthquake force) during an earthquake is kept constant. A structure in which seismic force is suppressed to a certain level is generally understood as a base-isolated structure, but is not necessarily limited to a base-isolated structure as long as it is supported so that it can move relative to the ground or the substructure. The seismic structure may be supported in a slippery manner, for example, by a pile head joining device or by being directly placed on the ground or foundation. In these structures, the seismic force acting on the superstructure can be controlled to be almost constant regardless of the strength of the input seismic motion, so that the building structure of the present invention has secured the minimum necessary horizontal strength by the seismic element. On the other hand, it is possible to pursue rationalization thoroughly in terms of economy and construction with other pillars as independent pillars.

<Configuration 9>
The building structure frame including the earthquake-resistant wall constructed by the method of constructing the building structure frame earthquake-resistant wall described in Configuration 7 is relative to the ground or the lower structure built integrally with the ground in two horizontal directions by the support device. A building structure characterized in that it is used as a framework constituting an upper structure of a building structure that is movably supported.

  Configuration 9, like Configuration 8, shows a method of use in which the building structural framework of the present invention can exert its effect most efficiently, which is a building structure in which the acting seismic force is kept constant. This is a case where it is used as a framework for an upper structure.

<Configuration 10>
In the building structure according to composition 8 or 9,
A building structure wherein the support device is a seismic isolation device.

  The building structure of the present invention can be used as a conventional seismic structure or as a structure of a seismic control structure, but the advantages are most effectively utilized and the clearest structural system is supported by a seismic isolation device. This is a seismically isolated structure.

<Configuration 11>
In the building structure according to composition 8 or 9,
A building structure, wherein the supporting device is a pile head joining device.

  As a method of use other than the seismic isolation structure that can make the most effective use of the advantages of the building structure framework of the present invention, a structure supported by a sliding pile head joining device or the like so as to be relatively movable in the horizontal direction is conceivable. This is an intermediate structure between the seismic isolation structure and the seismic structure. However, Patent Document 7 has already proposed such a new structural type, which has the same effect as the seismic isolation structure, and is exempted. Because it has the advantages that the seismic structure does not have the disadvantages and complexity, it is highly likely that it will attract attention as a realistic new structural form in the near future.

  Hereinafter, the present invention will be described with reference to the drawings illustrating embodiments.

  FIG. 1 explains the concept of the basic structure of the building structural framework of the present invention, and FIGS. 1 (1) to 1 (3) show beam plan views of the building. FIG. 1A is an example of a small-scale flat building with two long sides, one short side, and six pillars. In both directions, two sets of rigid frame frames resist the horizontal load, and the remaining two spans in the long side direction and the central beam 61 in the short side direction are pin-joined. In the column 5 in which the pin joint beam 61 is adopted, since the fixing reinforcing bar 60 is swallowed only in one direction at the column beam joint portion, the joint portion is clean and the bar arrangement becomes easy. Reference numeral 7 denotes a floor slab.

  FIG. 1 (2) is a beam plan view of a building often found in a plate-like condominium with a long span and a short span. Both side frames in the short side direction and the central span in the long side direction are rigidly bonded ramen structures, and the remaining span beams are all pin-connected. In this example, it is not only a symmetric frame that does not cause twist, but also the fixed rebar of the beam is swallowed only in one direction at the column beam joint of all the columns 5, and the framework configuration with remarkably excellent workability It has become.

  FIG. 1 (3) is a beam plan view of a large structure composed of multiple spans in both directions. In both directions, the outer peripheral frame is a rigidly joined ramen structure, and the seismic walls 8 that bear the horizontal force are arranged in a balanced manner. The inside of the building is all independent pillars 51 or independent pillars 52 with protrusions, and the long-side beams connected to the inner pillars are completely abolished. And all the big beams of the short side direction connected to an inner pillar are made into pin connection, and the one-way floor slab 71 is supported by this.

  Also, the method of joining the inner column and the short-side beam is the case of pin joining on the column surface (independent column 51) and the case where there is a beam take-out part from the column and pin joining at the tip (in the middle of the beam span) Two methods (independent column 52 with protrusions) are shown. In the latter case, the long-term stress of the beam generated at the beam center and at the beam end can be adjusted to an arbitrary combination depending on the pin joint position of the beam.

  In this example, b) all beam-column joints can be fixed in one direction, b) there is no long beam in the long side of the inner column, and c) the remaining short-side beams are all pin-joined. Good, d) It has features such as the ability to control the long-term stress of the beam to an optimal distribution.

FIG. 2A is a beam plan view of the second embodiment showing the configuration 2. FIG.
In FIG. 2 (1), the large beam in the long side direction is omitted from the central independent column 51, and the double beam 62 is formed by two parallel beams in the short side direction. The column 51 is a flat column having a rectangular cross section in order to widen the beam interval of the double beam 62. Moreover, a normal beam structure (right side wife surface) may be sufficient as both wife surfaces, and a pin joint beam may be added like a left side wife surface. By adopting this double beam, the support span of the unidirectional floor slab 71 can be significantly reduced, and the slab can be economically designed. In the figure, reference numeral 8 denotes a seismic wall.

  FIG. 2 (2) is Example 3 showing the configuration 2 in the same manner. Although the support span of the unidirectional floor slab 71 can be considerably reduced by adopting the double beam 62 as shown in FIG. 2A, as long as the double beam 62 is directly supported by the independent column 51, the unidirectional floor slab 71 is used. The reduction of the 71 support span is constrained by the column width. FIG. 2 (2) eliminates this restriction. By taking out the cantilever beam 63 that receives the double beam 62 from the independent column 51, the support span of the one-way floor slab 71 can be greatly reduced. . The take-out length can be set to the most advantageous take-out length in consideration of both the decrease in the slab support span and the increase in the cross-section of the take-out beam. In addition, as for the coping with both ends, the pin joint beam may be added similarly to the second embodiment, or may be omitted. If an advantageous one is selected according to the conditions such as the span length of the end portion. Good.

FIG. 3 is an example showing a method of pin-joining an independent column and a beam of Configuration 3. FIG. 3 (1) shows a method in which a metal fitting for bonding is embedded in the independent pillar 51, a gusset plate is disposed on the metal, and the gusset plate and a beam end portion are bolted together. The gusset plate may be integrated with the embedded hardware in advance or may be retrofitted at the site. The column on the right side of the figure also shows a method for in-situ welding of the beam web to the surface of the embedded metal without the gusset plate. The length of the beam can be adjusted by combining one of the pin-bonded beams 61 with bolts and the other as field welding.
In FIG. 3, reference numeral 64 denotes a welded joint portion of the beam end web, 65 denotes an embedded bracket for mounting the beam, 66 denotes a bolt joint portion, 67 denotes a column penetration embedded hardware, and 7 denotes a floor slab.

  FIG. 3 (2) shows an embedded metal fitting (steel plate) 67 for a beam of a beam having a different shape from that of FIG. 3 (1). This is a method in which a steel plate corresponding to the web of the beam is embedded in the column and bolted to the web of the beam. Reference numeral 66 indicates a bolt joint. A stud bolt for transmitting a shearing force is disposed on the embedded steel plate 67.

FIG. 4 is an example showing a method of pin joining between a beam protruding portion of a beam-to-column rigid connection for beam connection shown in Configuration 3 and a beam. 4 (1) has a buried metal piece having the same shape as that of FIG. 3 (1) at the tip of the protruding portion of the beam, FIG. 4 (2) has a continuous embedded steel plate having the same shape as that of FIG. 3 (2). Is the case.
By providing the beam protruding portion, the pin joint position can be adjusted, so that the moment due to the long-term vertical load generated at the center of the beam and the column end can be freely adjusted. In the figure, reference numeral 52 is a column with a protrusion, 56 is a projection for connecting a beam, 61 is a pin joint beam, 65 is an embedded bracket for beam mounting, 66 is a bolt joint, and 67 is a through-hole embedded bracket. Show.

  FIG. 5 is an example showing Configuration 4, Configuration 5, and Configuration 6. FIG. 5 (1) shows the whole structure of the independent column 51 and the pin connection beam 61 by precast columns (including steel pipe-covered in-situ concrete columns) such as precast reinforced concrete structures and ready-made piles. (4) shows a method for joining column members to each other. In the present invention, first, the position where the generated stress at the time of the earthquake becomes small is selected with the joint position between the column members as the intermediate position of the floor height. In the figure, reference numeral 51 is an independent column, 53 is a column member joint, 54 is a weld joint of the column member, 55 is a column member connection hardware, 61 is a pin joint beam, 65 is a buried metal for beam mounting, and 66 is Reference numeral 67 denotes a bolt-through type embedded metal, and 7 denotes a floor slab.

Fig. 5 (2) shows a method of placing a coated steel pipe at the joining position and welding it at the site. Since there is almost no moment generated during an earthquake, the rebar inside the column does not have to be continuous. There are features.
FIGS. 5 (3) and (4) are methods using the column connection hardware shown in Configuration 6. FIG. 5 (3) shows the connection hardware when the cross-sectional dimensions of the upper and lower pillar members are equal, and the connection hardware is completed by placing the connection hardware on the upper surface of the lower pillar and inserting the lower end of the upper pillar into this. is there.
FIG. 5 (4) is the same as FIG. 5 (3), but since the upper and lower column cross-sectional dimensions are different, it is a connection fitting adapted to the dimensions. In both cases, the method of injecting the grout material into the gap between the pillar and the metal can be combined during or after the pillar insertion.

  FIG. 6 is a diagram illustrating an example of configuration 7. In FIG. In FIG. 6 (1), first, the seismic wall 81 is arranged on the upper surface of the floor slab 7 on the lower floor, the surrounding dams are arranged, and the concrete of the seismic wall 81 is placed in a horizontal state. Especially when the floor height is high, this concrete placing method is very easy and effective. After the strength of the concrete is developed, the seismic wall 8 is completed by building up the seismic wall 81 and integrating it with the upper and lower beams 6 and the floor slab 7.

In order to build up the earthquake-resistant wall 81, it is pulled with a crane or other heavy lifting machine. As shown in the round frame of FIG. 6 (1), the legs of the earthquake-resistant wall 81 do not slide and the corners are not damaged. In addition, measures such as arranging a corner hardware 82 and arranging a non-slip hardware 73 on the floor are taken.
Further, after the earthquake-resistant wall 81 is erected, safety measures such as arranging a hypothesis support 85 for preventing a fall as shown in FIG. 6 (2) are necessary until it can be integrated with the upper and lower beams and the floor.
Welding or grout is used to join the seismic wall 8 and the lower floor, and the upper floor is joined by a method of integrating the upper floor beam by cocrete as shown in FIG. As shown at 84 in 2), there is a method of integrating with the upper floor beam by post-cast concrete or grout.
Further, when the seismic wall 8 is too large to be erected, the seismic wall 8 can be divided and joined by post-cast concrete after erection (see 86 in FIG. 7). In the figure, reference numeral 6 is a beam, 7 is a floor slab, 73 is a hardware embedded on the top surface of the slab, 81 is a earthquake resistant wall manufactured on the slab, 82 is an embedded hardware in the lower corner of the earthquake resistant wall, and 83 is a shear wall for connecting the earthquake resistant wall. Reference numeral 84 denotes a connection portion at the upper part of the earthquake-resistant wall, and 85 denotes a temporary support for the earthquake-resistant wall.

FIG. 7 shows an example of configuration 8. That is, it is an example in which the building structure frame according to the present invention is adopted as the upper structure of a base-isolated structure building. FIG. 7 (1) is an example in which the seismic walls 8 that can bear the horizontal force required on each floor are arranged on all floors, and FIG. 7 (2) cannot be arranged on the first floor due to the architectural plan. Therefore, this is a case where the first floor portion (up to the second floor floor beam) is a rigid-framed frame structure and the seismic walls 8 are used on the second floor and above. In this case, the first floor will be a so-called piloti structure system, and the structure will be a structure plan in which the rigidity changes suddenly. Therefore, as long as resistance beyond that is secured, there is no problem in safety even with the piloti structure plan.
In addition, the code | symbol 1 of FIG. 7 is a ground, 2 is a pile and foundation ground industry, 3 is a seismic isolation device, 4 is a foundation footing of the upper part of a seismic isolation device, 5 is a pillar, 6 is a beam, 7 is a floor slab, 86 is a slab The connection parts of the seismic walls that were separately manufactured above are shown.

  Seismic isolation structures began to be built in Japan in 1985, and the number of buildings used for seismic isolation has increased since the 1995 Great Hanshin-Awaji Earthquake. Since then, less than 1% has continued. The cause is that the initial construction cost is rather higher than that of conventional seismic structures. In the past, in order to reduce this cost increase, improvements such as seismic isolation devices and double foundations have been proposed, but groundbreaking improvement proposals have been made for the superstructure framework itself. It wasn't.

The present invention shows a method that can dramatically improve and rationalize the construction method of the upper structure frame, which occupies a large proportion of the seismic isolation structure building, greatly increasing the construction cost of the upper structure frame of the base isolation building. Since the cost can be reduced, seismic isolation buildings can be constructed at a lower cost than conventional seismic structures.
The present invention can be expected to greatly contribute to the construction of a safe urban society by eliminating the existing seismic isolation building dilemma of “not being popular despite being able to provide excellent seismic safety performance”.

1 is a beam plan view showing a building structure framework of Example 1. FIG. (1) A beam plan showing an example of arrangement of rigid-jointed rigid frame frames and pin-joined beams in a small-scale building composed of six columns. (2) Beam plan of a plate-like structure building with one span in the short side direction. (3) Beam profile in the case of large structures with multiple spans in both directions. FIG. 10 is a beam plan view showing a floor assembly structure showing Example 2 and Example 3 according to Configuration 2; (1) A frame configuration diagram in which a double beam is pin-joined to a column, and an orthogonal large beam is omitted. (2) A frame configuration diagram in which the distance between the double beams is expanded beyond the column width and the beams are supported from the columns taken out from the columns. It is explanatory drawing which shows the method of pin-joining the beam of Example 4 in a column surface position, and the embedded metal fitting for it, and all are sectional views and a lower side figure is a top view. (1) Explanatory drawing of the method of attaching an embedded hardware to a pillar and joining the web of a beam by bolt joining or field welding. (2) Explanatory drawing of the method of attaching the embedded metal fitting which penetrates a pillar, and bolting this and a beam. In the method of providing a rigid joint protrusion on the column of Example 5 and pin-joining the beam at the tip, the upper view is a cross-sectional view, and the lower view is a plan view. (1) Explanatory drawing of the method of attaching an embedded metal fitting to the front-end | tip of the protrusion part of a pillar, and pin-joining the web of a beam by bolt joining. (2) Explanatory drawing of the method of attaching the embedded hardware which penetrates a pillar including a protrusion part, and bolting this and a beam. It is explanatory drawing which shows the structure of the joining method of the pillar of Example 6, and its connection metal fitting. (1) The cross-sectional block diagram which shows the joining position of a floor height, a floor position, and a pillar member. (2) It is a figure which shows column joining by the field welding of a covering steel pipe, an upper figure is a sectional view and a lower figure is a top view. (3) It is explanatory drawing of the column joining method by joining metal hardware when the upper and lower pillar sizes are the same, an upper figure is sectional drawing and a lower figure is a top view. (4) In the column joining method using the joining hardware when the upper and lower pillar sizes are different, the upper diagram is a cross-sectional view, and the lower diagram is a plan view. It is explanatory drawing which shows the construction method (configuration 7) of the earthquake-resistant wall of Example 7. (1) Sectional drawing which shows the state which puts a seismic wall in concrete on a floor slab. (2) Sectional drawing which shows the situation where the same seismic wall is built up, joined to the beam on the upper floor, and the next seismic wall is created on the upper floor. It is sectional drawing which shows the whole structure of the seismic isolation structure building which employ | adopted the architectural structure frame of this invention. (1) Cross-sectional view of a frame that resists horizontal seismic force by a seismic wall on each floor. (2) A cross-sectional view in which the second floor or more is a seismic wall, and only the first floor is a frame structure that resists horizontal force by a rigid-framed frame structure.

Explanation of symbols

1: Ground 2: Pile / foundation groundwork 3: Seismic isolation device 4: Foundation footing at the top of the seismic isolation device 5: Column 51: Independent column 52: Independent column with protrusion 53: Column member joint 54: Welding of column member Joint part 55: Column member connection hardware 56: Projection part for beam connection 6: Beam 60: Rigid joint beam 61: Pin joint beam 62: Double beam 63: Cantilever beam for receiving double beam 64: Weld joint of beam end web Part 65: Embedded metal for beam mounting 66: Bolt joint part 67: Pillar penetration type embedded metal 7: Floor slab 71: One-way floor slab 72: Main axis direction of one-way floor slab 73: Slab upper surface embedded metal 8: Earthquake resistant wall 81 : Seismic wall manufactured on the slab 82: Embedded metal in the lower corner of the seismic wall 83: Shear connector for connecting the seismic wall 84: Connection part on the upper part of the seismic wall 85: Temporary support for the seismic wall 86: On the slab The connecting portion of the fabricated shear walls

Claims (11)

In an architectural structure with five or more pillars on one floor,
It has either a rigid frame of columns and beams that can resist the horizontal force acting in two horizontal directions of X and Y directions, a rigid frame of a beam, a seismic wall, a bracing element, or a combination thereof.
An architectural structure frame characterized in that at least one direction of the remaining pillars (hereinafter referred to as “independent pillars”) is pin-joined with a beam connected to the pillar, or a beam connected to the pillar is omitted. In the architectural structure framework according to claim 1,
A beam in one direction connected to the independent column is composed of one parallel beam or two parallel to the independent column, and the beam is pin-connected to the independent column or taken out from the independent column in the orthogonal direction. An architectural structural framework characterized by being supported by cantilever beams. In the architectural structure framework according to claim 1 or 2,
The whole of the independent pillar or the vicinity of the joint with the beam is composed of a reinforced concrete structure or a steel pipe covered reinforced concrete structure constructed on the spot,
A building structural frame characterized in that an embedded metal for connection is disposed at a connection portion with the pin-connected beam or a beam protruding portion of a column-beam rigid connection for connecting the beam. In the architectural structure framework according to any one of claims 1 to 3,
The whole or a part of the independent pillar is composed of any one of precast reinforced concrete structure, steel pipe covered reinforced concrete structure, steel frame, various ready-made concrete piles, steel pipe covered concrete piles, and steel pipe piles. framework. In the architectural structure framework according to any one of claims 1 to 4,
The joint between the upper and lower column members of the independent column is provided not in the floor level of each floor but in the middle part of the floor,
A building structure frame characterized in that a surface of a pillar member corresponding to a connection portion with the pin joint beam is made of a steel material or is provided with an embedded fitting for connection. In the architectural structure framework according to claim 4 or claim 5,
A building structure frame characterized in that upper and lower column members are joined by fitting connection fittings matching the outer dimensions of the lower and upper columns to the joints of the upper and lower column members of the independent columns. The earthquake-resistant wall in the building structural framework according to any one of claims 1 to 6,
First, the bar arrangement and concrete placement are performed horizontally on the floor slab to which the lower end of the seismic wall is connected,
After the strength expression, the seismic wall is erected vertically,
A method for constructing a seismic wall for a building structure, wherein the seismic wall is constructed by integrating a lower end and an upper end of a lower floor side and an upper floor side beam or floor slab, respectively.   A building structure frame according to any one of claims 1 to 6 is supported by a supporting device so as to be relatively movable in two horizontal directions with respect to the ground or a lower structure constructed integrally with the ground. A building structure characterized by being used as a framework constituting the upper structure.   The building structure frame comprising the earthquake-resistant wall constructed by the building structure frame earthquake-resistant wall construction method according to claim 7 is horizontally supported by the support device with respect to the ground or the lower structure constructed integrally with the ground. A building structure characterized in that it is used as a framework constituting an upper structure of a structure supported so as to be relatively movable. In the building structure according to claim 8 or 9,
The building structure is characterized in that the support device is a seismic isolation device. In the building structure according to claim 8 or 9,
The building structure is characterized in that the support device is a pile head joining device.

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