JP5408595B1 - PC seismic joint structure and PC seismic joint method for columns and beams using steel pins - Google Patents

Abstract

PROBLEM TO BE SOLVED: Even in a case where a column and a beam have a steel structure, the beam end joint portion can sufficiently withstand a large earthquake exceeding the seismic design standard, and the column beam is not damaged and the beam falls even in the event of a large earthquake. To provide a building that can be used safely and safely by preventing the entire building from collapsing without causing damage and repairing and reusing minor damaged parts after an earthquake.
SOLUTION: A building structure including a column and a beam, and a space of a required length is provided between the column surface and the end of the beam, and a steel pin for connecting the column and the beam is installed within the space. In addition, PC steel material is provided to penetrate, and concrete is filled in the interval and hardened to form a joining interval portion. By applying tension introduction force to the PC steel material and fixing the tension, the concrete is prestressed and the joining interval portion. The column and the beam are joined together through the joint, so that the column and the beam are joined and connected by the steel pin and the PC steel in the joint interval part. Steel is elastically deformed without yielding due to the tension introduction force with a margin, and the steel pin absorbs seismic energy just by cracking or chipping at part of the joint interval due to tough rotation of the steel pin. However, it is possible to protect the building structure without damage, even if the column and beam are not damaged, and the beam does not fall even in the event of a major earthquake. Because it is possible, the building can be restored and reused, and a building that can withstand a huge earthquake is obtained.
[Selection] Figure 1

Description

  The present invention relates to a building structure composed of steel or PC buildings or columns / beams made of a combination thereof, and relates to a PC / seismic joint structure for columns and beams using steel pins and a PC seismic joining method. is there.

  A plurality of inventions (techniques) are known as prior art as a building structure using a joint structure of this type of column and beam. The first prior art according to the public knowledge is a building structure composed of columns and beams, and both ends are placed on the jaws provided on the columns with composite structural beams with PC members and the central part with steel members. Yes, the jaw bears the shearing force of the beam, and there are anchor plates for joining at both ends of the steel structure member. The PC structure member and the steel structure member are mechanical joints and the anchor plate for joining. In addition, a tension steel material is arranged on the PC structure member, one end of the tension steel material is tension-fixed to the anchor plate for joining the steel structure member, and the other end penetrates the column beam joint. The tension plate is fixed to the anchor plate or column of the steel member of the adjacent span beam, the tension steel material amount is determined to correspond to the bending stress, and the mechanical joint is part of the shear stress. Is a building structure using composite structural beams Patent Document 1).

  In this building structure, at the joint between the PC structure member and the steel structure member, in addition to sharing the amount of tension steel material to the joint portion of the column beam, it is to be joined to the steel structure member using a PC joint member's reinforced joint. By applying a part of the shear stress to the mechanical rebar joint, it is possible to reduce the amount of tension steel material required for joining, compared to the conventional composite beam in which PC members and steel members are joined. It can be designed economically.

  In addition, as a second related art that is publicly known, a precast concrete beam is installed between precast concrete columns standing on a foundation, and a joint end of the precast concrete beam is installed on a beam receiving jaw of the precast concrete column. The prestressed concrete structure is characterized in that the PC steel material wired between the precast concrete beam and the precast concrete column is tensioned with an effective tension of 30 to 60% of the yield strength of the PC steel material (Patent Document 2).

  According to this prestressed concrete structure, the connecting end portion of the beam is installed on the beam receiving jaw provided on the column, and the PC steel material provided through the column and the beam is 30 to 60% of the yield strength of the PC steel material. Because it is tensioned by effective tension, it responds as a rigidly connected PS structure to medium earthquakes and as an elastic structure to large earthquakes that exceed medium earthquakes. Does not come off the chin on the pillar.

  Further, as a third prior art which is publicly known, a precast reinforced concrete beam is joined to a projection for beam joining of a steel pipe column erected on a foundation by joining a joint material projecting at a joint end. PC steel wire is installed between the joint ends of the precast reinforced concrete beams that are installed between the steel pipe columns and the PC steel rod is fixed to the support material provided on the steel pipe columns. Then, concrete is cast in a mold formed around the steel pipe column to form a steel-framed reinforced concrete column, and then the PC steel wire and the PC steel bar are joined to each other in a column-beam connection structure (Patent Document) 3).

  According to this pillar-to-beam joint structure, the lower end portion is fixed to the support provided on the steel pipe column, so that the PC steel bars can be accurately arranged at equal intervals, and the concrete is placed in the form of the steel pipe column. The placement interval of the PC steel rods is not disturbed even if the is placed. Tensioning the PC steel wire and crimping the joint ends to the columns, and pre-stressing the steel reinforced concrete columns around the joint ends by the PC steel rod fixed at the lower end with a support provided on the steel pipe columns Is given.

Japanese Patent No. 4888915 Patent Publication JP 2003-13496 A Japanese Patent No. 2860294

  In the first prior art, in joining a PC column with a jaw and a steel beam, PC members are attached to both ends of the steel beam via anchor plates, and the PC member is attached to the column jaw. The column and the anchor plate are tensioned and fixed with a tension steel material, but the structure of the column bears the shearing force of the beam with the column jaws. In some cases, the largest bending and shearing stress concentrates on the end of the beam, damaging the column and the beam, and the beam falls.

  Also in the second prior art, the PC steel material in which the PC column with a jaw and the PC beam are inserted into the column and the beam is tensioned with an effective tension of 30 to 60% of the yield strength of the PC steel material. Because of the structure, there is room in the growth of PC steel, so in the event of a large earthquake exceeding the middle earthquake, the whole functions as an elastic building, and the beam does not fall due to the presence of the jaws, and the building collapses However, it cannot be applied to steel columns where the jaws cannot be formed on the columns, and in the event of a large earthquake, bending and shear stress concentrate on the ends of the beams and damage the columns and beams. , The beam falls and the building collapses.

  Furthermore, in the third prior art, since the lower end portion of the PC steel rod is fixed to the support material provided on the steel pipe column, since the joint portion is not a pin structure, not only does not have a rotating function, Because the tension of the PC steel wire is unknown, if the tension of the PC steel wire is not enough, the PC steel wire will yield at the time of a huge earthquake and cannot be restored after the earthquake. It is recognized as having problems.

In any case, the conventional S, RC, and SRC buildings with a length of about 31m are earthquake motions with an earthquake period of 0.5 to 1.5 seconds, and the earthquake lasts for a few minutes. It has been designed with a seismic standard that ends. In addition, the seismic design standard of the structure allows the structure to be damaged when the seismic intensity is about 5 or higher, and it is allowed to collapse if a design that ensures the safety of life is performed.
However, in the Great Hanshin Earthquake, it has been reported that in many buildings constructed with steel beams, the lower flange of the steel beam actually broke and the upper flange did not break. Based on the common sense of design, considering the beam's own weight and seismic force, the tensile force is maximum at the end of the upper part of the beam, so the upper flange should be broken (cut) first in the calculation, but the lower flange is It broke and the upper flange did not break. The reason for this is that the upper flange is subjected to a restraining force by the concrete slab, which suppresses the deformation of the upper flange and the stress is dispersed, but the lower flange has no restraining force from the surroundings. Therefore, it is presumed that it broke first.

By the way, after the earthquake, the current situation is that the steel structure member of the building has a structure in which residual deformation remains and cannot be repaired. In addition, it is predicted that there is a possibility that a huge earthquake exceeding seismic intensity 7 may occur from a large earthquake with seismic intensity 5 or higher in the seismic design standard. In this case, destruction of the beam end joint may lead to collapse of the entire building, making it impossible to use the building safely.
Furthermore, when the columns and beams are made of steel structures, the ends of the beams are often welded to the columns and joined, and if the welding is brittle and repeatedly subjected to seismic forces, the welded part of the steel beam in many buildings Breaks and breaks.

  Therefore, even when the column and beam have a steel structure, the present invention makes it possible to sufficiently withstand a huge earthquake exceeding the seismic design standard at the beam end joint, and the column beam is not damaged even in the event of a huge earthquake. A PC / seismic joint structure for pillars and beams that can be used safely and safely, preventing the entire building from collapsing without falling, and repairing and reusing minor damaged parts after an earthquake. The purpose is to provide a built-in building.

  As a specific means for solving the problems of the above-described conventional example, the first invention according to the present invention is a building structure composed of a column and a beam, and has a required length between the column surface and the end of the beam. A space is provided, a steel pin for connecting the column and the beam is installed in the space and the PC steel material is penetrated, and concrete is filled in the space and hardened to form a joint space portion. Provided is a PC / seismic joint structure of columns and beams, in which pre-stress is applied to the concrete by applying an introduction force and tension is fixed, and the columns and beams are integrally joined through a joint interval portion. Is.

  In the PC / seismic joint structure for pillars and beams according to the first invention, the steel pin comprises a combination of a female connector, a male connector, and a connection pin, and at least one set is installed within the joint interval. The tension introducing force applied to the PC steel is 40-60% of the yield load of the PC steel; if the building structure is steel, the beam is steel and the column is steel Or a concrete-filled steel pipe structure (CFT structure); and if the building structure is made of concrete, the beams and columns are made of precast concrete; a spiral reinforcement is placed in the joint interval; and The concrete filled in the space includes high-strength concrete as an additional requirement.

  According to a second aspect of the present invention, there is provided a method for joining a column and a beam of a building structure, wherein a joining interval portion having a required length is provided between a pillar surface to be joined and an end portion of the beam, A steel pin and a PC steel material are arranged in the joint interval portion to connect the column and the beam, and at least a spiral reinforcing bar is arranged to fill and harden the concrete, and the PC steel material is made with a necessary tension introducing force. The present invention provides a PC / seismic joint method of columns / beams, which applies tension to the concrete and applies prestress to the concrete, and joins the columns and beams so that the steel pin can rotate tough.

In the PC seismic joining method for columns and beams according to the second invention, the required tension introducing force is 40 to 60% of the yield load of the PC steel material to which tension is fixed; and the building structure is a steel structure Or a precast concrete structure, or a combination thereof, as an additional requirement.
In the present invention, the above-described tension introducing force means an effective tension force applied to the PC steel after completion of tension fixation.

The column / beam PC seismic joint structure and PC seismic joint method according to the present invention have the following excellent effects (1) to (3).
(1) At all times (during long-term loading), the joint interval at the end of the beam is rigidly connected in the same way as a general PC structure. Because it is elastically deformed without yielding due to the force, and the steel pin rotates, only a small amount of cracking or chipping occurs at the part of the joint interval. Even when the beam does not fall, the building structure can be protected. And after an earthquake, since the crack of a junction space | interval part and the part of a chip | tip can be repaired, it can restore | restore and can reuse a building.
The rotating structure using the steel pin is a toughness rotating PC joint structure in which the toughness and the proof stress of the concrete are greatly improved by the confining effect in which the spiral reinforcing bars arranged in the joint interval portion restrain the concrete surrounding the steel pin. Formed as a kind of cushioning material with increased toughness, it has the effect of absorbing seismic energy while rotating toughness. In particular, since it is much more effective to use high-strength concrete, it is desirable that the concrete placed in the joint interval portion is high-strength concrete.
(2) Regarding the connection position of the steel pin at the joint interval between the column surface and the beam end, the neutral axis changes depending on the shape of the beam cross section, but it can be freely provided as the rotation axis to match the beam neutral axis Therefore, the greatest bending stress at the time of an earthquake acts on the upper and lower ends of the joint interval, but it rotates around the steel pin at the end of the beam, so in the joint interval due to the prestress applied to the concrete It is always a compression zone, and even when subjected to repeated seismic forces, it is possible to avoid weld fracture due to the maximum tensile force generated at the upper and lower ends of the joint interval part. Because it can be restored, it can be restored and reused.
(3) Furthermore, by installing one or more pairs of steel pins, for example, double (two sets), a stable state can be obtained even when the beam is temporarily installed, and it can be installed in a self-supporting state without using a support. The effect similar to the conventional jaw method is obtained, and the labor and cost of construction can be greatly reduced.
There are various excellent effects.

It is the sectional side view which abbreviate | omitted one part and showed only the principal part in the PC earthquake-resistant joining structure of the pillar and beam which concerns on the 1st Embodiment of this invention. It is the plane sectional view which abbreviate | omitted one part and showed only the principal part schematically in the PC earthquake-resistant joining structure of the pillar and beam concerning the embodiment. It is the sectional side view which expanded and showed schematically the one part principal part in the PCPC seismic-bonding structure of the pillar and beam which concerns on the embodiment. FIG. 4 is a schematic cross-sectional view taken along line AA in FIG. 3. It is the plane sectional view which expanded and showed roughly a part of principal part in the PC earthquake proof joint structure of the pillar and beam concerning the embodiment. The steel-frame pin used for the PC seismic joining structure of the pillar and beam which concerns on the embodiment is shown, (A) is a side view which shows 1st Example, (B) is a side view which shows 2nd Example (C) is a side view showing a third embodiment, (D) is a schematic plan view showing an enlarged main part. It is the sectional side view which abbreviate | omitted one part and showed only the principal part in the PC earthquake-resistant joining structure of the column and beam which concerns on the 2nd Embodiment of this invention. It is the plane sectional view which abbreviate | omitted one part and showed only the principal part schematically in the PC earthquake-resistant joining structure of the pillar and beam concerning the embodiment. It is the sectional side view which expanded and showed schematically the one part principal part in the PC seismic-bonding structure of the pillar and beam which concerns on the embodiment. FIG. 10 is a schematic cross-sectional view taken along line AA in FIG. 9. It is the plane sectional view which expanded and showed roughly a part of principal part in the PC earthquake proof joint structure of the pillar and beam concerning the embodiment. It is the top view which expanded and showed the steel pin used for the PC seismic joining structure of the pillar and beam which concerns on the embodiment. It is the sectional side view which abbreviate | omitted one part and showed only the principal part in the PC earthquake-resistant joining structure of the pillar and beam which concerns on the 3rd Embodiment of this invention. It is the plane sectional view which abbreviate | omitted one part and showed only the principal part schematically in the PC earthquake-resistant joining structure of the pillar and beam concerning the embodiment. It is the sectional side view which expanded and showed schematically the one part principal part in the PC seismic-bonding structure of the pillar and beam which concerns on the embodiment. FIG. 16 is a schematic cross-sectional view taken along line AA in FIG. 15. It is the plane sectional view which expanded and showed roughly a part of principal part in the PC earthquake proof joint structure of the pillar and beam concerning the embodiment. It is the top view which expanded and showed the steel pin used for the PC seismic joining structure of the pillar and beam which concerns on the embodiment.

  The present invention will be described in detail based on a plurality of illustrated embodiments. First, in the PC / seismic joint structure of columns and beams according to the first embodiment shown in FIGS. 1 to 6, the structure is a steel structure composed of columns 1 and beams 2, and the column 1 is a steel structure or concrete. A filled steel pipe structure (CFT structure) is used, and the beam 2 is a steel structure. As for the connection between the column 1 and the beam, a distance d of a required length is provided between the surface of the column 1 and the end of the beam 2, and at least one set, preferably a plurality (two sets) is provided in the interval d. The steel pin 3 is disposed, and the column 1 and the beam 2 are connected by the steel pin 3, and a plurality of PC steel materials 4 penetrating the column 1 and reaching the end of the beam 2 are provided. Concrete is provided by arranging an axial reinforcing bar 5 and a spiral reinforcing bar 6, filling concrete 7 in the interval d and hardening it to form a joining interval part 8, and applying tension introduction force to the PC steel material 4 to fix the tension. 7 is prestressed, and the column 1 and the beam 2 are integrally bonded via the bonding interval portion 8.

  In this case, the tension-introducing force applied to the PC steel material 4 is 40 to 60% of the yield load of the PC steel material 4, and not only the tension between the column 1 and the beam 2 but all the PCs. It is a tension introducing force applied to the steel material 4. In addition, the joining interval portion 8 is formed at the end portion of all the beams 2 joined to the column 1, and in the illustrated embodiment, the three directions and the four directions are shown, but the present invention is not limited to this. The configuration is the same in both directions.

  The interval d in the joint interval portion 8 is preferably in a range of about 1/2 h to 1 h of the beam h depending on economy, workability, etc., but is not limited to this. It can be arbitrarily determined by the size (size and length of the cross section) and the maximum seismic stress generated in the joint. In short, the section of the maximum bending moment that occurs during an earthquake becomes a column surface, but the length of the interval d is reduced to a column surface because it decreases in proportion to the length from the column surface toward the beam center section. The length may be such that the weld fracture due to the maximum tensile force can be avoided by separating from the high stress region. Further, when the beams 2 on both sides of the column 1 have unequal spans, the length of the interval d on both sides of the columns can be made different depending on the span.

  Next, the detailed views shown in FIGS. 3 to 6 will be described in detail. As the first embodiment, the column 1 uses a square steel pipe having a rectangular cross section, and a reinforcing diaphragm 10 having a placement hole 10a for placing concrete 9 inside the position where the beam 2 is joined is provided. A steel pipe sheath 11 into which the PC steel material 4 is inserted is arranged so as to penetrate the pillar 1 and protrude from the pillar surface for a required length, and concrete is placed in the pillar 1. This is a CFT structure. In addition, although illustration is abbreviate | omitted, the steel column can also be made into the steel pipe of a circular cross section or a polygonal cross section other than a square steel pipe. Further, the reinforcing diaphragm 10 is not limited to the inside of the steel pipe but can be attached to the outside.

  The beam 2 is an H-shaped steel having an upper flange 12 and a lower flange 13, and a connecting plate 14 is integrally attached to the end of the beam 2 by welding means or the like. The reinforcing steel material 15 is integrally attached to the steel beam 2 by welding means or the like, so that the steel beam 2 is firmly integrated. The steel pipe sheath 16 having the same quality and the required length is integrally formed by welding at the position corresponding to the steel pipe sheath 11 on the outer side of the connecting plate 14, that is, the joining side.

A connecting plate 17 is attached to the surface of the column 1 where the beam 2 is joined by welding means or the like, and the steel pin 3 is disposed between the connecting plate 14 at the end of the beam. As shown in FIGS. 6A to 6C, the steel pin 3 can be used in a plurality of shapes and configurations. For example, in the steel pin 3 of (A) showing the first embodiment, the end side attached to the connecting plate is formed wide and the pin connection side is formed narrow. Contrary to the first embodiment, the steel pin 3 of (B) showing the second embodiment has a narrow end portion attached to the connecting plate and a wide pin connection side. The steel pin 3 of (C) which shows a 3rd Example is formed with the same width | variety on the edge part side attached to a connection plate, and the pin connection side. By configuring in this manner, the steel pin 3 can be appropriately selected depending on the stress caused by the load, the length d of the joining interval portion 8, the accommodation of the steel pin 3, and the like. For example, when the length d of the joining interval portion 8 is long, the bending moment generated at the end of the steel pin 3 due to the shearing force increases, and therefore it is preferable to use the steel pin 3 of the first embodiment. . On the other hand, when the shearing force is relatively large and the length d of the joint interval portion 8 is short, the cross section of the connection pin 20 becomes large, so that the connection pin 20 of the female / male connector 18, 19 is inserted. Since the hole diameter of the hole is also increased, it is preferable to use the steel pin 3 of the second embodiment as a reinforcement of the cross-sectional defect. In the middle case, the steel pin 3 of the third embodiment is adapted.
Hereinafter, the usage example of the steel pin 3 of 1st Example is demonstrated.

  One of the steel pins 3 is a female connector 18 and the other is a male connector 19. One female connector 18 is attached to the connecting plate 17 by welding or the like, and the other male connector 19 is attached. Are attached to the connecting plate 14 by welding or the like, and the two are connected by inserting the connecting pins 20 therethrough. In this case, the elastic packing 21 is sandwiched between the two so that the male connecting body 19 can be rotated with respect to the female connecting body 18 so that no concrete is inserted. The hole diameter of the insertion hole for inserting and connecting the connection pin 20 to the female and male connection bodies 18 and 19 is formed to be large, and required between the connection pin 20 and the female and male connection bodies 18 and 19. The clearance a is set to be larger than the amount of elastic deformation caused by the tension of the PC steel material 4 at the joining interval 8 so that the rotation function of the steel pin 3 is ensured even after the tension. This connection configuration is the same in the steel pin 3 of the second and third embodiments.

  As described above, for the joining of the column 1 and the beam 2, one column 1 has a CFT structure in which a plurality of steel pipe sheaths 11 are attached and concrete 9 is filled therein. The connecting plate 17 to which the beam 18 is attached is previously attached to the surface to which the beam 2 is attached by welding means or the like, and the other beam 2 has a plurality of steel pipe sheaths 16 and two sets of male connectors 19 at its end. The connecting plate 14 and the reinforcing steel material 15 to which the beam 2 is attached are attached in advance by welding means or the like. For example, the beam 2 is suspended by a crane, and the connecting plate 14 at the end of the beam 2 is attached to the connecting plate 17 of the column 1. At the same time, the female connector 18 and the male connector 19 of the two steel pins 3 are fitted to each other with the elastic packing 21 interposed therebetween, and the connection pins 20 are respectively mounted. Then, by connecting or connecting the nuts 22 by screwing them, the beams 2 can be self-supported with respect to the columns 1 at the time of temporary installation without using a support or support, and labor saving and cost reduction can be achieved. It is.

  The joint cover 23 is attached to the joint between the steel pipe sheaths 11 and 16 while maintaining the state, and a plurality of axial reinforcing bars 5, spiral reinforcing bars 6 and other necessary required distances within a distance d of the required length. Reinforcing bars (not shown) are arranged, a mold is formed, concrete 7 is filled in the space d and hardened, and the PC steel material 4 is inserted into the steel pipe sheaths 11 and 16, respectively. The fixing tool 24 is disposed in the section, and a tension introducing force of 40 to 60% of the yield load of the PC steel material 4 is applied to the PC steel material 4 to fix it, and a high-strength grout material is placed in the steel pipe sheaths 11 and 16. A bond type PC steel material that is filled and has adhesive strength is formed, and a joint interval portion 8 in which prestress is applied to the concrete 7 is formed. Is laid in .

  In the PC / seismic joint structure of columns / beams constructed in this way, the concrete 7 is always maintained in a compressed state in the joint interval portion 8 by fixing the PC steel material 4 in tension. The bending moment generated at the end of the beam 2 due to seismic force is not only due to the possibility of welding breakage with the male connectors 18 and 19 but also because the sheath through which the PC steel material 4 is inserted is the steel pipe sheaths 11 and 16. On the other hand, since it does not buckle, the tension of the PC steel material 4 effectively resists the bending moment. Regarding the welding of the end portion of the beam 2 and the connecting plate 14, since the stress is reduced by a certain distance d from the high stress region of the column surface via the joint interval portion 8, welding fracture is avoided. be able to. In addition, by providing the spiral reinforcing bar 6 in the joint interval portion 8, the concrete around the steel pin 3 can be firmly restrained, and the axial compression strength, bending strength and toughness of the concrete can be increased by the confining effect. It is formed into a rotating PC joint structure. The joint interval 8 itself may be cracked or partially chipped due to a large earthquake, but the column 1 and the beam 2 are not damaged, and are tough as a kind of cushioning material with increased toughness. It has the effect of absorbing seismic energy while rotating, and acts like a damping damper. Even if a crack or chip occurs, it can be repaired easily after an earthquake.

  As said toughness rotation PC joining structure, since the confining effect is notably obtained by high-strength concrete, it is preferable that the concrete to be filled is high-strength concrete. The PC steel material 4 is basically a bond type in which the steel pipe sheaths 11 and 16 are filled with a grout material after the tension is fixed, but it can also be an unpound type. In the case of the unbonded type, it is desirable to fill the grout material from the fixing end part to a certain length range and to make only the end part a bond type. By doing so, the fixing tool is protected by the hardened grout, and there is no possibility of being destroyed even when subjected to repeated seismic forces. Further, when the pillar 1 is made of steel (without concrete filling), the PC steel material inserted into the pillar 1 is in the form of an external cable. A steel material may be used, and a refractory sheath such as steel pipe sheaths 11 and 16 may be wound around the outer periphery of the PC steel material, and a grout material may be filled in a gap between the steel pipe sheaths 11 and 16, or It is also possible to use an ampere steel material by winding a non-fireproof or fireproof sheath around the steel material outer periphery and covering the outer periphery of the sheath with a nonflammable fireproof coating material or the like.

Next, a second embodiment of the present invention will be described with reference to FIGS.
The column / beam PC seismic joint structure according to the second embodiment is substantially the same as the first embodiment in the basic technical idea of the PC seismic joint structure, and the materials and sizes used are the same. -Since only the length and the locking position relationship are different, the same parts are denoted by the same reference numerals, and detailed description will be omitted because they are duplicated.
In the PC / seismic joint structure of columns / beams according to this embodiment, the columns 1 and 2 are made of concrete, and may be any of RC, PC, or SRC. It is desirable to use a precast concrete structure (referred to as precast structure).

  In the precast column 1, the other two male connectors 19 constituting the steel pin 3 and a plurality of steel pipe sheaths 11 through which the PC steel material 4 is inserted are embedded at the position where the beam 2 is joined. Each end is protruded by a required length and formed integrally. In addition, the precast beam 2 is previously provided with two female connectors 18 constituting the same steel pin 3 and a plurality of steel pipe sheaths 16 through which the PC steel material 4 is inserted on both ends. It is embedded, and each end is protruded by a required length and formed integrally.

  In this case, with regard to the pillar 1, any member of which the beam 2 is bonded to both sides is formed to have a required length protruding on both sides and the beam 2 is bonded to one side. It is formed so as to project a required length on one side surface, and the rear end portion is embedded via fixing plates 27 and 28, respectively. The beam 2 is embedded at both ends by projecting the required length, so that each female connector 18 is embedded through the fixing plate 29 and the anchor bar 30, and the steel pipe sheath 16 is embedded. The rear end portion side of the steel pipe sheath 16 embedded in the upper surface side of the beam 2 is connected to a fixing plate 32 provided on the side wall in the fixing box punching portion 31 formed at a position retracted by a required length from the end portion of the beam 2. Arranged. For the steel pipe sheath 16 embedded in the lower surface side, a beam end haunch (vertical haunch) 33 extending over a required length is provided on the lower surface on the end side of the beam 2, and the fixing plate provided at the end of the beam end haunch 33 34 is disposed in a connected manner.

  As for the joint structure between the precast column 1 and the beam 2, as described in the first embodiment, the structure of the joint interval portion 8, that is, the axial reinforcing bar 5 and the spiral reinforcing bar 6 The PC steel material 4 inserted into the steel pipe sheaths 11 and 16 and the connection of the female / male connecting bodies 18 and 19 of the steel pin 3 is applied with a tension introducing force of 40 to 60% of the yield load. It is fixed and connected with. In addition, the operation of each member after joining is substantially the same as the matter described in the first embodiment. The sheath driven into the concrete column and beam need not be a steel pipe sheath. That is, it is preferable to use a steel pipe sheath only in the joining interval portion 8.

Furthermore, a third embodiment of the present invention will be described with reference to FIGS.
The column / beam PC seismic joint structure according to the third embodiment is substantially the same as the first embodiment in the basic technical concept of the PC seismic joint structure. -Since only the length and the locking position relationship are different, the same parts are denoted by the same reference numerals, and detailed description will be omitted because they are duplicated.
In the column / beam PC earthquake-resistant joint structure according to this embodiment, the column 1 and the beam 2 are made of concrete as in the second embodiment, and any of RC, PC, or SRC is used. However, it is preferable that the columns and beams are precast concrete (referred to as precast).

  In the precast column 1, the other male connector 19 constituting the steel pin 3 and a plurality of steel pipe sheaths 11 through which the PC steel material 4 is inserted are embedded in a position where the beam 2 is joined. Each end is protruded by a required length and formed integrally. In addition, the precast beam 2 is provided with one female connector 18 constituting the same steel pin 3 and a plurality of steel pipe sheaths 16 through which the PC steel material 4 is inserted in advance at both ends thereof. It is embedded, and each end is protruded by a required length and formed integrally.

In this case, with regard to the pillar 1, any member of which the beam 2 is bonded to both sides is formed to have a required length protruding on both sides and the beam 2 is bonded to one side. It is formed so as to project a required length on one side surface, and the rear end portion is embedded via fixing plates 27 and 28, respectively. With respect to the beam 2, each member protrudes at both end portions and is embedded, so that the female connector 18 is embedded via the fixing plate 29 and the anchor bar 30, and the steel pipe sheath 16 is embedded. , Beam end hunches (horizontal hunches) 33 are provided on both sides of the beam 2 over the required lengths at both ends, and the steel pipe sheath 16 is embedded in the beam end hunches 33 vertically with a required interval. The rear end portion of the steel pipe sheath 16 is connected to a fixing tool 24 provided on the rear end surface of the beam end haunch 33.
In the joining of the column 1 and the beam 2, if the column 1 and the beam 2 are precast, it is basically preferable to make two sets of the steel pin 3 as in the second embodiment. As shown in the figure, in the case of one set, the beam 2 may be supported using a support. Moreover, the pillar 1 and the beam 2 are good also as a spot cast concrete structure. In this case, the steel pin may be a set.

Next, as for the joint structure between the precast column 1 and the beam 2, as described in the first embodiment, the structure of the joint interval portion 8, that is, the axial reinforcing bar 5 and the spiral reinforcing bar 6. The PC steel material 4 inserted into the steel tube sheaths 11 and 16 and the connection of the female / male connectors 18 and 19 of the steel pin 3 and the tension introducing force of 40 to 60% of the yield load are provided. 24 is fixed and connected. In addition, the operation of each member after joining is substantially the same as the matter described in the first embodiment. The PC steel material 4 is basically a bond type in which the grout material is filled in the steel pipe sheaths 11 and 16 after the tension is fixed, but it can also be an unpound PC steel material 4.
As described above, in the second and third embodiments, the beam end haunch is described. However, the present invention is not limited to this. For example, when there is no beam end haunch (vertical or horizontal), PC steel stranded wire as a tension material provided on the upper and lower tiers may be provided with a box opening on the upper surface side of the beam and fixed to the box opening.

  As described above, as a common matter in the column / beam PC earthquake-resistant joint structure according to any embodiment, the joint interval portion 8 is provided in the joint portion between the column 1 and the beam 2, and the joint interval portion 8 It is to connect or connect the pillar 1 and the beam 2 with the steel pin 3 and the PC steel material 4, and the pillar 1 and the beam 2 may be either steel or concrete, or a combination of both. Can also be built. When the column and beam are made of steel and precast concrete, basically two pairs of steel pins are used to make the beam stable and independent during temporary construction. Since only one set of the steel pin 3 is sufficient, one set may be used.

Although detailed illustration is omitted, when the beam 2 is a steel structure, an undesirable tensile force is generated in the central portion of the beam 2 due to the tension fixation of the PC steel material 4 at the joint interval portion 8 at both ends of the beam 2. In order to cancel out the tensile force, as shown by the phantom line over one span between the columns 1, the PC steel wire 34 is continuously provided to fix the tension, and the steel beam 2 It is preferable to prestress the cross section at the center so that the cross section of the steel beam 2 can be fully utilized. When the beam 2 is made of concrete, the primary PC steel material may be arranged by the pre-tension method or the post-tension method. 34 may be provided continuously.
The building described above is the superstructure of the building, but the foundation is not explained, but it goes without saying that the foundation is necessary. There are no particular limitations on the type of foundation structure, and either a direct foundation or a pile foundation may be used.
Further, the column / beam PC seismic joint structure according to the present invention has a more remarkable seismic effect when combined with a base seismic isolation, a pile head seismic isolation or an intermediate layer seismic isolation using a seismic isolation device.

  The column / beam PC seismic joint structure according to the present invention is a building structure composed of a column 1 and a beam 2, and a required distance d is provided between the surface of the column 1 and the end of the beam 2. A steel pin 3 for connecting the column 1 and the beam 2 within the interval d is installed and provided through the PC steel material 4, and concrete is filled in the interval d and hardened to form a joint interval portion 8. By applying a tension introducing force to 4 and fixing the tension, the prestress is applied to the concrete, and the column 1 and the beam 2 are integrally joined via the joint interval portion 8. Are joined and connected by the steel pin 3 and the PC steel 4 within the joint interval portion 8, and the state of the rigid joint is maintained substantially in the mid-earthquake level. 4 is elastically deformed, and is provided at the junction interval 8 between the column 1 and the beam 2. When the bone pin 3 rotates toughness, cracks and chips are generated in a part of the joint interval 8 and the seismic energy is absorbed, so that minor damage is caused. The column 1 and the beam 2 are not damaged, and are greatly deformed. Sometimes the beam structure can be protected without the beam 2 falling, and after the earthquake, the cracked or chipped portion of the joint interval 8 can be repaired, so that the building can be restored and reused. It is possible to obtain a building that can withstand a huge earthquake and can be widely used for this kind of building.

1 Column 2 Beam 3 Steel Pin 4 PC Steel 5 Axial Reinforcement 6 Spiral Reinforcement 7, 9 Concrete 8 Joint Space
DESCRIPTION OF SYMBOLS 10 Diaphragm 10a Casting hole 11, 16 Steel pipe sheath 12 Upper flange 13 Lower flange 14, 17 Connection plate 15 Reinforcement steel material 18 Female coupling body
DESCRIPTION OF SYMBOLS 19 Male type | mold coupling body 20 Connection pin 21 Elastic packing 22 Nut 23 Joint cover 24 Fixing tool 26 Composite slab 27, 28, 29, 32, 34 Fixing plate 30 Anchor reinforcement 31 Fixing box extraction part 33 Beam end haunch 34 As tension steel material PC steel strand

Claims (10)

A building structure consisting of columns and beams,
Provide the required length of space between the column surface and the end of the beam,
Install the steel pin that connects the column and the beam within the interval and provide through the PC steel material,
Fill and harden the concrete in the gap to form a joint gap,
PC earthquake resistance of columns and beams, wherein pre-stress is applied to the concrete by applying a tension introducing force to the PC steel material to fix the tension, and the columns and beams are integrally bonded via a joint interval portion. Junction structure. The steel pin is
It consists of a combination of a female connector, a male connector, and a connection pin.
2. The PC / seismic joint structure for columns and beams according to claim 1, wherein at least one set is installed in the joint interval portion. The tension introducing force given to the PC steel is
3. The column / beam PC earthquake-resistant joint structure according to claim 1, wherein the yield load is 40 to 60% of the yield load of the PC steel material. When the building structure is a steel structure, the beam is a steel structure, and the column is a steel structure or a concrete-filled steel pipe structure (CFT structure). PC seismic joint structure of beams. 4. The PC / seismic joint structure for columns and beams according to claim 1, wherein when the building structure is made of concrete, the beams and columns are made of precast concrete. 5. 6. The column / beam PC earthquake-proof joint structure according to claim 1, wherein at least a spiral reinforcing bar is disposed in the joint interval portion. The concrete filled in the space is high-strength concrete. The PC / seismic joint structure of columns and beams according to any one of claims 1 to 6. A method of joining columns and beams of a building structure,
Between the column surface to be joined and the end of the beam, a joining interval part of the required length is provided,
A steel pin and a PC steel material are arranged in the joint interval portion to connect the column and the beam, and at least a spiral reinforcing bar is arranged to fill and harden the concrete,
PC earthquake resistance of a column / beam, wherein the PC steel material is tension-fixed with a required tension introduction force, prestress is applied to the concrete, and the column and the beam are joined so that the steel pin can be toughly rotated. Joining method. The method for PC earthquake-proof joining of columns and beams according to claim 8, wherein the required tension introducing force is 40 to 60% of the yield load of the PC steel material to which tension is fixed. 10. The method for PC earthquake-proof joining of columns and beams according to claim 8, wherein the building structure is a steel structure, a precast concrete structure, or a combination thereof.

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