JP2008127941A - Structure and method for joining column and beam together - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide a structure and a method for joining a column and a beam together, which prevents damage and destruction of a connection section and the yield of a reinforcing bar of a beam-column joint, on the occurrence of a big earthquake, and a method for joining the column and the beam together, which makes a rigid frame excellent in deformation capacity and which enables a building to be returned to an original state even if it is tilted,. <P>SOLUTION: In this structure 1 for joining the column and the beam together, a joint end 7 of a precast concrete beam 3 is installed on the beam supporting cog of a precast concrete column 2. An upper through-hole 9, which penetrates from a top surface 13 of the precast concrete beam to the precast concrete column 2 through a butt end surface 14, a lower through-hole 10, and an intermediate through-hole 11 are formed; a high-strength steel material 8 is inserted into each of the upper and lower through-holes 9 and 10; an end of the high-strength steel material 8 in the upper through-hole 9 is arranged up to a top surface 13 of the precast concrete beam; the upper and lower through-holes 9 and 10 are filled with mortar 19; and a tension member 12 is inserted into the intermediate through-hole 11, so that a predetermined tension force can be imparted. <P>COPYRIGHT: (C)2008,JPO&INPIT

Description

  The present invention relates to a column-to-beam junction structure and a junction method thereof.

Conventionally, when a precast concrete column and a precast concrete beam are rigidly connected, a method in which the required connecting reinforcing bar protrudes from the precast concrete beam to the column joint, and the protruding connecting reinforcing bar is jointed. There is a method in which cast-in-place concrete is placed in the column joint after joining using metal fittings. As another method for joining a column and a beam, the invention of JP-A-2005-330657 is known.
Japanese Patent Laying-Open No. 2005-330657

  However, because the above-mentioned method of joining columns and beams is a cast-in-place concrete method, when a large earthquake occurs, the precast concrete beam and the concrete of the joint part deform and the joint part cannot be reused. In addition to severe damage, there was a problem that the reinforcing bars at the beam-column joint yielded.

  The present invention has been made in view of these problems. The purpose of the present invention is to prevent damage to the joints and yield of the reinforcing bars in the beam-to-column joints when a large earthquake occurs, and to deform the frame structure. The object is to provide a column-to-beam junction structure and a method for joining the column and beam that are excellent in ability and can return to the original state even when the building is tilted.

The column-beam joint structure for solving the above problems is a column-beam joint structure in which the joint end of the precast concrete beam is installed on the beam receiving jaw of the precast concrete column. The upper through-hole, lower through-hole and middle through-hole penetrating from the front through the mouth end to the precast concrete pillar are formed, and high-strength steel materials are inserted into the upper through-hole and lower through-hole, respectively. Ends of high-strength steel are placed up to the top surface of the precast concrete beam. The upper and lower through-holes are filled with mortar, and a tensile material is inserted into the middle through-hole to give a predetermined tension. It is characterized by that. In addition, the high-strength steel material arranged up to the top surface of the precast concrete beam includes the installation of friction dampers. In addition, the mortar of the upper through hole and the lower through hole includes being filled from the joint portion side of the column and the beam. Moreover, it includes that the slab connecting bar was arranged on the upper surface of the precast concrete beam on both sides of the precast concrete column so as to sandwich the precast concrete column. In addition, the high-strength steel material and the tension material include a PC steel stranded wire.
Also, the method of joining the column and beam is to install the joint end of the precast concrete beam on the beam receiving jaw of the precast concrete column, and to connect the upper through-hole penetrating from the upper surface of the precast concrete beam through the mouth end to the precast concrete column. A lower through hole and a middle through hole are formed, a high strength steel material is inserted into the upper through hole and the lower through hole, a tension material is inserted into the middle through hole, and a mortar is formed at the junction between the column and the beam. The upper through hole and the lower through hole are filled with mortar from this joint, and then the tension material of the middle through hole is tensioned and fixed with a predetermined tension force. In addition, the high-strength steel material and the tension material include a PC steel stranded wire.

  Because the building has an excellent ability to deform elastically, it can return to its original state even if the building is tilted by a large earthquake. In addition, the use of precast concrete columns with beam receiving jaws eliminates the need for cast-in-place concrete in the column joints, and the precast concrete beams can be made into a simple beam structure, so that no support work is required during installation. Further, since prestress can be concentrated on the beam-column joint, it is possible to increase the efficiency of tension work and reduce the tension material. Moreover, in addition to the minimum design of the prestress amount to be introduced into the beam-column joint, it is a rigid joint method that eliminates the pre-stress of the pre-stress of the beam center section, so the elasticity shortening caused by the introduction of prestress during the formation of the frame structure The influence of constant secondary stress can be almost eliminated. By inserting a high-strength steel material into the lower through-hole instead of the lower end bar at the end of the precast concrete beam, the column joint can be made into a column-beam articulated joint without having a cast-in-place reinforced concrete structure. It is possible to construct an elastic earthquake-resistant building with a ramen structure that can handle large earthquakes.

  Hereinafter, embodiments of a column-beam junction structure (hereinafter referred to as a junction structure) and a column-beam junction method (hereinafter referred to as a junction method) according to the present invention will be described. First, the bonding structure will be described, and then the bonding method will be described. In each embodiment, the same components are described with the same reference numerals, and only different components are described with different reference numerals.

  In this joint structure 1, a precast concrete beam (hereinafter referred to as a PC beam) 3 is installed between precast concrete columns (hereinafter referred to as PC columns) 2 erected on the foundation at appropriate intervals. A plate (hereinafter referred to as a PC plate) 4 is continuously installed, and a top concrete 5 is placed on the PC plate 4. In addition, it can replace with said PC board 4 and can also be made into steel deck plates.

  1 and 2 show a joint structure 1 according to the first embodiment. In this joint structure 1, a joint end 7 of a PC beam 3 is installed on a beam receiving jaw 6 on four sides of a PC pillar 2, and a PC steel stranded wire in which the joint end 7 and the PC pillar 2 are high-strength steel wires. 8 is joined.

  An upper through hole 9, a lower through hole 10, and a middle through hole 11 are formed in the joint end portion 7, and PC steel stranded wires 8 and 12 are inserted into these through holes 9, 10, and 11. The upper through-holes 9 are formed in parallel, and penetrated from one PC beam upper surface 13 through the small edge surface 14 and the PC pillar 2 to the opposite opposite PC beam 3 from the small edge surface 14 to the PC beam upper surface 13. It is curved. Thus, since the upper through-hole 9 is formed at the joint end portion 7 of the PC beam 3 facing each other with the PC column 2 interposed therebetween, the PC column 2 overlaps in a vertical direction.

  The PC steel stranded wire 8 inserted into the upper through-hole 9 sews the joint end 7 of the PC beam and the PC pillar 2 and passes through the PC pillar 2 from the joint end 7 of one PC beam. The other PC beam is wired up to the joint end 7, and both ends are wired into the stirrup 15 on the PC beam upper surface 13.

  Further, as shown in FIG. 3, the PC steel stranded wire 8 is inserted with the upper surface side in contact with the upper surface of the upper through-hole 9, so that the frictional resistance is increased and the adhesion is improved. Even if only the wiring is provided on the PC beam upper surface 13, the upper through-hole 9 cannot be removed and the seismic energy is effectively absorbed by this friction. Moreover, the PC steel stranded wire 8 itself expands and contracts due to the PC steel wire being squeezed or loosened by vibration caused by a large earthquake, so that the deformability of the column-to-beam joint 18 is high and elastic. Become.

  Furthermore, a coating material 16 is coated on the PC steel stranded wire 8 extending from both ends of the PC steel stranded wire 8 wired on the PC beam upper surface 13 to the through hole 21 on the PC beam side to form a friction damper 17. Since the PC steel stranded wire 8 expands and contracts, the PC column 2 and the PC beam 3 are elastic joint joints having high deformation performance. In addition, the friction damper 17 by which only the both ends of the PC steel strand 8 wired on the PC beam upper surface 13 were coat | covered with the coating | coated material 16 may be sufficient.

  On the other hand, two lower through-holes 10 are also formed in the same manner as the upper through-hole 9 described above, and pass through the small face 14 and the PC pillar 2 from the upper surface 13 of one PC beam, and the small face 14 of the other opposing PC beam. It has a curved shape penetrating from the PC beam upper surface 13. Since the lower through hole 10 is formed below the upper through hole 9, it is longer than the upper through hole 9. However, as described above, the PC beams facing each other with the PC pillar 2 interposed therebetween are joined. In addition to being formed at the end 7, the PC pillar 2 overlaps vertically in an intersecting state. Accordingly, the PC steel stranded wire 8 wired in the lower through-hole 10 is also inserted in contact with the upper surface of the lower through-hole 10 and expanded and contracted as described above.

  The upper through hole 9 and the lower through hole 10 are filled with a mortar 19 from a column-to-beam joint 18. When the joint mortar 19 is filled in the pillar-to-beam joint 18, the PC pillar-side through hole 20 and the PC beam-side through hole 21 are filled from here to reach the entire length of the upper through-hole 9 and the lower through-hole 10. Go around. This is because the through hole 20 on the PC column side and the through hole 21 on the PC beam side are formed below the upper surface 13 of the PC beam, and the filling port 22 is located at the junction 18 between the column and the beam. . Therefore, the PC column 2 and the PC beam 3 are provided with the PC steel stranded wire 8 instead of the upper main bar of the beam in the upper through hole 9 and the PC steel stranded wire 8 instead of the lower end main bar of the beam is connected to the lower through hole 10. Wired to

  Further, the two middle through holes 11 formed between the upper through hole 9 and the lower through hole 10 are also opposed to each other through the small facet 14 and the PC pillar 2 from one PC beam upper surface 13 in the same manner as described above. The other PC beam has a curved shape penetrating from the small face 14 of the PC beam to the PC beam upper surface 13, and the sheath 23 is inserted over the entire length. Then, a PC steel stranded wire 12 as a tensile material is inserted into the sheath 23, and this is fixed by applying a predetermined tension, whereby the PC beam 3 is applied with a predetermined prestress and the PC column 2 It is joined to.

  The sheath 23 is filled with a grout 24, which is filled from the sheath end 25 on the PC beam upper surface 13, and is filled from the column-beam joint 18 as described above. Not a thing. This is because the sheath 23 is installed through the column-to-beam joint 18 and the grout 24 cannot be filled from here. As described above, since the middle through hole 11 is formed at the joint end 7 of the PC beam opposed across the PC pillar 2, the PC pillar 2 is vertically overlapped with the PC pillar 2 in the same manner as described above.

  As described above, the joining structure 1 has large elongation and yield point strength of the PC steel stranded wire 8 wired to the upper through-hole 9 and the PC steel stranded wire 8 wired to the lower through-hole 10, and is repeatedly deformed positively and negatively. Since the adhesive property with the mortar 19 is not deteriorated even if it receives, it becomes a hinge structure centering on the PC steel stranded wire 12 in the middle through-hole 11. Therefore, this joining structure 1 is excellent in deformability and can be restored to its original state even if the building is tilted by a large earthquake.

  The upper through hole 9 and the lower through hole 10 may be a through hole with a sheath having a synthetic resin sheath on the inner surface thereof.

  Further, a slab connecting bar 26 is arranged between the PC beam upper surface 13 and the PC beam upper surface 13 on both sides of the PC column 2 with the PC column 2 interposed therebetween. The slab connecting bars 26 form a set of two, and are arranged from one PC beam 3 to the other PC beam 3 across the PC column 2 and from one PC plate 4 to the other PC plate 4. It has been laid out. A top concrete 5 is cast on the PC beam 3 and the PC plate 4 to form a slab 27.

  4 and 5 show a joint structure 28 in which the PC beam 3 is joined to the three side surfaces of the PC column 2, and the slab connecting bars 26 are arranged in the same manner except that one end side is bent at the PC beam upper surface 13. This is the same configuration as the junction structure 1 of the first embodiment. That is, the bonding structure 1 of the first embodiment is a planar cross shape, whereas the bonding structure 28 is a planar T-shape. One end of the PC steel stranded wire 8 in the joint structure 28 is fixed to the PC pillar 2, and the other end is wired to the PC beam upper surface 13.

  6 and 7 show the joint structure 29 according to the second embodiment. This joint structure 29 is such that the lower through hole 10 is formed through the beam receiving jaw 6 of the PC column, and the other structure is the same as that of the connection structure 1 of the first embodiment and has the same effects. Is.

  FIG. 8 shows a joint structure 33 according to the third embodiment. This joining structure 33 is a structure in which the PC pillars 2 are joined directly without the top concrete 5, and the other structure is the same as that of the connection structure 1 of the first embodiment and has the same effects. is there. In this case, the slab connecting bars 26 are not arranged on the PC beam upper surface 13 straddling the PC pillar 2.

  In the above embodiment, the PC steel stranded wire 8 on which the friction damper 17 is installed is described. However, the PC steel stranded wire 8 on which the friction damper 17 is not installed may be used. it can.

  Next, the bonding method will be described with respect to the bonding structure 1 according to the first embodiment. First, the PC pillar 2 and the PC beam 3 are manufactured in a factory and transported to the site. Beam receiving jaws 6 are formed on the four side surfaces of the PC pillar 2, and are formed so as to overlap each other in a state where the through holes 20 constituting the upper through hole 9, the lower through hole 10 and the middle through hole 11 intersect each other. . Accordingly, there are four upper through holes 20, four lower through holes 20, and four middle through holes 20.

  On the other hand, through holes 21 that form the upper through hole 9, the lower through hole 10, and the middle through hole 11 are also formed in the upper and lower portions of the joint end portion 7 of the PC beam. A total of six through-holes 21 penetrating from the small edge surface 14 at the joint end to the PC beam upper surface 13 are also formed here. Then, as shown in FIG. 9, when the PC pillar 2 is erected at the column building position on the concrete foundation, the PC pillar 2 is erected at an appropriate interval.

  Next, as shown in FIG. 10, a PC beam 3 is installed between the PC pillars 2, and the joint end portion 7 is installed on the beam receiving jaw 6. And when this joint end part 7 is installed in the beam receiving jaw 6 so that the through holes 20 and 21 of the PC column 2 and the PC beam communicate with each other, the PC column 2 passes through the PC column 2 and the other An upper through hole 9, a lower through hole 10 and a middle through hole 11 penetrating the PC beam 3 are formed. In order to match the through holes 20 and 21 with each other in this way, as shown in FIG. 12, marks 30 are respectively provided on the upper surface of the PC pillar 2 in which the through holes 20 and 21 are formed and the upper surface of the joint end portion of the PC beam 3. And install them so that they match.

  Next, as shown in FIG. 11, a PC steel stranded wire 8, which is a high strength steel material, is inserted into the upper through hole 9, and both ends thereof are wired in the stirrup 15 on the PC beam upper surface 13 and the lower through hole When the same PC steel stranded wire 8 as described above is inserted into the hole 10, the PC steel stranded wire 8 is wired with the PC pillar 2 sandwiched between the joint ends 7 installed on the beam receiving jaw 6. In addition, the friction damper 17 is installed in the both ends of the PC steel strand 8 wired in the stirrup 15. FIG. Further, a plastic sheath 23 is inserted into the middle through hole 11, a PC steel stranded wire 12 as a tension material is inserted into the sheath 23, and both ends are led out from the fixing holes 31 on the PC beam upper surface 13.

  Next, as shown in FIG. 12, the PC plate 4 is continuously installed between the PC beams 3, and the slab connecting bars 26 with the PC columns 2 sandwiched between the PC beam upper surfaces 13 on both sides of the PC columns 2. Arrange the bars. The slab connecting bars 26 form a pair, and are arranged from one PC board 4 to the other PC board 4 across the PC pillar 2.

  Next, as shown in FIG. 11, when the joint mortar 19 is filled into the column-to-beam joint 18, the mortar 19 is filled into the upper through hole 9 and the lower through hole 10 from here. This is because the PC column side through hole 20 and the PC beam side through hole 21 are formed below the PC beam upper surface 13 and the filling port 22 is located at the junction 18 between the column and the beam. A mortar 19 extends from the column-to-beam joint 18 over the entire length of the upper through hole 9 and the lower through hole 10. Accordingly, the mortar 19 is filled in the upper through hole 9 and the lower through hole 10 by the same work as the filling work of the joint mortar 19, but the sheath 23 of the middle through hole 11 is not filled (at the column-beam joint). Because there is no filling port for the sheath).

  Next, after the mortar 19 is cured, the PC steel stranded wire 12 in the middle through hole 11 is tensioned by applying a predetermined tension, and fixed on the fixing plate 32 in the fixing hole 31. The pre-stress is applied to the PC pillar 2. Then, the grout 24 is filled into the sheath 23 of the middle through-hole 11 from both ends.

  Next, as shown in FIG. 1, when the slab 27 is constructed by placing the top concrete 5 on the PC board 4, the joint structure 1 having excellent deformation capability can be constructed.

  This joining method is performed by the same method for the joining structures 29 and 33 of the second and third embodiments, and the same effect can be achieved.

It is sectional drawing of the junction structure of 1st Embodiment. It is a top view of FIG. It is sectional drawing of an upper through-hole. It is sectional drawing of another junction structure. FIG. 5 is a plan view of FIG. 4. It is sectional drawing of the junction structure of 2nd Embodiment. It is sectional drawing of the junction structure of 2nd Embodiment. It is sectional drawing of the junction structure of 3rd Embodiment. It is sectional drawing of the joining method which erected PC pillar on the foundation. It is sectional drawing of the joining method which installed the joint edge part of the PC beam in the beam receiving jaw of PC pillar. It is sectional drawing of the joining method which filled the upper through-hole and the lower through-hole with mortar. It is a top view of FIG.

Explanation of symbols

DESCRIPTION OF SYMBOLS 1, 28, 29, 33 Joint structure 2 PC pillar 3 PC beam 4 PC board 5 Top concrete 6 Beam receiving jaw 7 Joint end part 8, 12 PC steel strand 9 Upper through-hole 10 Lower through-hole 11 Middle through-hole 13 PC Beam upper surface 14 Small edge surface 15 Stirrup 16 Coating material 17 Friction damper 18 Joint between column and beam 19 Mortar 20, 21 Through hole
22 Filling Port 23 Sheath 24 Grout 25 Sheath End 26 Slab Linkage 27 Slab 30 Marking 31 Fixing Hole 32 Fixing Plate

Claims (7)

  A column-to-beam joint structure in which the joint end of the precast concrete beam is installed on the beam receiving jaw of the precast concrete column, and an upper through-hole penetrating from the upper surface of the precast concrete beam through the mouth end surface to the precast concrete column A lower through hole and a middle through hole are formed, and a high strength steel material is inserted into each of the upper through hole and the lower through hole, and the end of the high strength steel material in the upper through hole is arranged up to the upper surface of the precast concrete beam. The column-beam joint structure is characterized in that the upper through hole and the lower through hole are filled with mortar, and a tensile material is inserted into the middle through hole to give a predetermined tension.   2. The column-beam joint structure according to claim 1, wherein a friction damper is installed in the high-strength steel material arranged up to the upper surface of the precast concrete beam.   3. The column / beam joint structure according to claim 1 or 2, wherein the mortar of the upper through hole and the lower through hole is filled from the joint portion side of the column / beam.   The slab connecting bar is arranged on the upper surface of the precast concrete beam on both sides of the precast concrete column so as to sandwich the precast concrete column.   The column-beam joint structure according to any one of claims 1 to 4, wherein the high-strength steel material and the tension material are PC steel stranded wires.   The joint end of the precast concrete beam is installed on the beam receiving jaw of the precast concrete column, and the upper through hole, the lower through hole, and the middle through hole that penetrate from the upper surface of the precast concrete beam through the end of the precast concrete beam to the precast concrete column. The high-strength steel material is inserted into the upper through-hole and the lower through-hole, and the tension material is inserted into the middle through-hole, and the joint between the column and the beam is filled with mortar. A method of joining a column and a beam, wherein after the upper through hole and the lower through hole are filled with mortar, the tension material of the middle through hole is tensioned and fixed with a predetermined tension force.   The method for joining columns and beams according to claim 6, wherein the high-strength steel material and the tension material are PC steel stranded wires.

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