JP2009185447A - Joint structure of precast concrete structural member, building, and construction method for building - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide a joint structure of a precast concrete structural member capable of reducing time and labor required by the work for joining a beam part of the structural member made of PCa and a beam member made of PCa mutually, to provide a building having the joint structure of the precast concrete structural member, and to provide a construction method for the building having the joint structure of the precast concrete structural member. <P>SOLUTION: Generally speaking, the bending moment generated in a beam due to load of earthquake becomes the maximum in a connection part of column and beam and is gradually reduced toward a central part of the beam. The beam part of the horizontal member and the beam member are mutually joined by using pins at a position where generated bending moment is small, namely, in an intermediate part of the beam except the connection part of column and beam where the bending moment becomes the maximum in accordance with the stress state of this beam. Since bending moment is not generated in, in particular, the central part of the beam and stress is not generated in beam reinforcing bars arranged in the central part, it is unnecessary to join the beam reinforcing bars mutually. As a result, it is possible to reduce the time and labor required by the work for joining the beam part of the horizontal member and the beam member mutually. <P>COPYRIGHT: (C)2009,JPO&INPIT

Description

  The present invention relates to a joint structure of a structural member made of precast concrete (hereinafter referred to as “PCa”), a building having a joint structure of a structural member made of PCa, and a construction method for a building having a joint structure of a structural member made of PCa. About.

  In modern architecture, a ramen structure is generally widely used because of its high degree of freedom in floor plans, etc. In addition, from the viewpoint of shortening the construction period, pillars and beams manufactured and processed at factories etc. are used on site. Many precast construction methods are used. A beam to be precast in a factory or the like is divided into a plurality of PCa beam members due to restrictions on weight, shape, etc. during transportation, and joined on site. However, joints between beam members made of PCa generally involve temporary work of formwork, rebar joining by means of rebar joint means, concrete placement, etc., further shortening the construction period and reducing construction costs. It was difficult.

  In order to simplify the joining work between such beam members made of PCa, as shown in FIG. 24, in Patent Document 1, a beam member 200 made of PCa and a beam member 202 made of PCa are connected to the central portion of the beam. A beam-to-column joint structure 204 is proposed which is joined together. In this column-beam joint structure 204, the beam member 202 placed on the upper end portion 210 </ b> A of the column 210 is moved in the horizontal direction with respect to the beam member 200 integrated with the column 206 and the column 208, thereby The beam main reinforcement 212 protruding from the end surface 202A of 202 is inserted into the mechanical joint 214 embedded in the end surface 200A of the beam member 200. The beam member 200 and the beam member 202 are integrated by injecting mortar (not shown) into the mechanical joint 214 and connecting the beam main reinforcement 212 and the beam main reinforcement 216. However, the column beam connection structure 204 does not require cast-in-place concrete, but requires connection work between the beam main bar 212 and the beam main bar 216, and embeds the mechanical joint 214 on the end surface 200A of the beam member 200. Therefore, the production cost of the beam member 200 is increased.

Patent Document 2 proposes a beam-to-column connection structure in which a beam end and a column are pin-connected by bolts in a steel structure building. However, this beam-column joint structure is designed to temporarily pin-join the beam end to the column joint until the concrete slab hardens in order to minimize the bending moment generated at the beam end. After hardening, the joint between the end of the beam and the column is welded to form a rigid joint. That is, it does not constitute a frame or a building using pin joints. In the first place, Patent Document 2 provides a joint structure between an end of a beam and a column, and does not disclose a joint structure between beam members made of PCa.
Japanese Patent Application Laid-Open No. 2004-346587 JP-A-8-218640

  In consideration of the above-mentioned facts, the present invention provides a precast concrete structural member joining structure and a precast concrete structural member joining structure that can reduce the labor of joining the beam portion of the PCa structural member and the PCa beam member. It is an object of the present invention to provide a method for constructing a building having a joint structure of a building having a precast concrete structure member.

  The invention according to claim 1 is a precast concrete structural member formed by integrating a column beam joint and a beam provided on a side of the column beam joint, and a precast supported by the column. A beam member made of concrete, and a pin joining means for pin-joining the beam part of the structural member and the beam member.

  According to said structure, the beam part and beam member of an adjacent structural member are pin-joined by a pin joining means. In general, the bending moment resulting from the seismic load generated on the beam is maximum at the joint of the column beam and gradually decreases toward the center of the beam. When a beam is formed by joining a beam part of a structural member and a beam member at a position where the bending moment generated in this way is relatively small, the necessity of joining the beam reinforcing bar to make a rigid joint is reduced due to structural mechanics. . In particular, no bending moment is generated in the central part of the beam (hereinafter, the point where such a stress state occurs is referred to as the “inflection point”), and no stress is generated in the beam reinforcement placed in that part. There is no need to join beam reinforcement. In the invention according to claim 1, in accordance with the stress state of the beam, a position where the bending moment generated in the beam is small, that is, an intermediate portion of the beam excluding the column beam joint where the bending moment is maximized. Then, the beam portion of the adjacent structural member and the beam member are pin-joined. Accordingly, there is no work for joining the beam portion of the adjacent structural member and the beam reinforcing bar of the beam member, and the reinforcing bar joint means and the like are not required, so that the workability can be improved and the cost can be reduced.

  According to a second aspect of the present invention, in the joint structure of precast concrete structural members according to the first aspect, the structural members are provided on at least one of the upper side and the lower side of the column beam joint part. It has the pillar part integrated with a part, It is characterized by the above-mentioned.

  According to said structure, a column part is provided in at least one of the upper and lower sides of a column beam joint part, and it integrates with a column beam joint part. Accordingly, since the number of joints of the column beam joints at the site is reduced, workability is improved. Further, since the number of members is reduced by integrating the column beam joint portion and the column portion, the number of lifting operations can be reduced, and the construction period can be shortened.

  According to a third aspect of the present invention, there is provided the precast concrete structural member joining structure according to the first or second aspect, wherein the pin joining means includes an end face of the beam portion and an end face of the beam member that face each other. The cotter is formed on at least one side.

  According to the above configuration, the cotter formed on at least one of the end surface of the opposing structural member and the end surface of the beam member is filled with the filler such as mortar, and the beam portion and the beam member of the adjacent structural member are connected. Pin join. Accordingly, there is no work of joining the beam portions of the adjacent structural members and the beam reinforcing bars of the beam members, and the joining work is simplified. In addition, when a convex cotter formed on the other end surface is joined to a concave cotter formed on one end surface, a gap (play) is created between the concave cotter and the convex cotter. Installation errors can be absorbed by providing and filling fillers such as grout. Furthermore, by providing a cotter, the shearing force generated in the beam can be reliably transmitted.

  According to a fourth aspect of the present invention, there is provided the precast concrete structural member joining structure according to the first or second aspect, wherein the pin joining means is provided on an end surface of the beam portion and an end surface of the beam member of the opposing structural member. It is comprised from the formed hole part and the pin member inserted in the said hole part, It is characterized by the above-mentioned.

  According to the above configuration, by inserting the pin member into the end surface of the beam portion of the opposing structural member and the hole formed in the end surface of the beam member, the beam portion and the beam member of the adjacent structural member are pinned. Join. Therefore, the work of joining the beam portion of the structural member and the beam reinforcing bar of the beam member is eliminated, and the joining work is simplified. Moreover, the joining part which has the intensity | strength and rigidity according to a burden shear force can be obtained only by changing the material and magnitude | size which comprise a pin member.

  Invention of Claim 5 is a building which has a frame comprised from the joining structure of the precast concrete structural member of any one of Claims 1-4, Comprising: The said frame is the said structure member. It has a beam formed by joining a beam part and the beam member, and the beam part and the beam member are pin-joined by the pin joining means at a central part of the beam.

  According to said structure, the beam part and beam member of an adjacent structural member are pin-joined by the pin joining means in the center part of the beam of a frame. In the central part of the beam, no bending moment due to the seismic load is generated, and no stress is generated in the beam reinforcing bar arranged in the part, so there is no need to join the beam reinforcing bar. According to the fifth aspect of the present invention, the structural member and the beam member are pin-joined at the central portion of the beam that is most advantageous in terms of stress. Therefore, improvement in workability and cost reduction can be achieved.

  The invention according to claim 6 includes: a column beam joint portion; a beam portion provided on a side of the column beam joint portion; and a column portion provided on at least one of the upper and lower sides of the column beam joint portion; Is a building having a frame composed of a structural member made of precast concrete formed integrally, a beam member made of precast concrete supported by a column, and a column member, wherein the frame is the structural member A beam formed by joining the beam portion and the beam member, and a column formed by joining the column portion and the column member of the structural member, and the beam portion and the The beam member or the column portion and the column member are pin-joined by a pin joining means at the center portion of the beam or the center portion of the column.

  According to said structure, the beam part and beam member of an adjacent structural member, or the column part and column member of an adjacent structural member are the center part of the beam of a frame, or the center part of the column of a frame, by a pin joining means. Pin-joined. Similar to the stress state of the beam, the bending moment due to the seismic load that is generally generated in the column is maximized at the joint of the column beam and is zero (inflection point) at the center of the column. Therefore, in the central part of the column, no bending moment due to the seismic load is generated, and no stress is generated in the column reinforcing bar arranged in the part, so that it is not necessary to connect the column reinforcing bar. In the invention according to claim 6, in accordance with such a stress state of the column, the column portion of the structural member and the column member are pin-joined at the center portion of the column. Therefore, not only the work of joining the beam part of the adjacent structural member and the beam member, but also the work of joining the column reinforcing bar in the joining of the column part of the structural member and the column member is eliminated, and the work of joining work is reduced. be able to. Moreover, since a reinforcing bar joint means etc. becomes unnecessary, cost reduction can be aimed at.

  According to a seventh aspect of the present invention, in the building according to the fifth or sixth aspect, when the building of a plurality of layers composed of the frame is viewed in plan, every other column of the frame in the lowermost layer is arranged. It is characterized by being supported by the foundation.

  According to said structure, when the building which consists of two or more layers is planarly viewed, the pillar of the lowermost frame is supported by the foundation every other. That is, columns supported by the foundation and columns not supported by the foundation are alternately arranged. For this reason, the bending moment due to the constant load acting on the two beams projecting to the both sides from the column not supported by the foundation is maximized downward near the column not supported by the foundation, and at the middle part of each beam. It becomes zero. In other words, by designing the position where the bending moment caused by the constant load is zero so that it is approximately the center of each beam, not only the bending moment caused by the seismic load is constantly applied at the center of the beam. There is no bending moment due to load. By joining the beam portions of the adjacent structural members and the beam members at the central portion of the beam thus designed, a joint structure that matches the stress state can be realized.

  In the invention according to claim 8, the beam member made of precast concrete placed on the column is integrally formed with the column beam joint portion and the beam portion provided on the side of the column beam joint portion. A beam member transporting step disposed adjacent to each other so that an end surface of the structural member made of precast concrete and an end surface of the beam member face each other, and a beam portion of the structural member and the beam member after the structural member transporting step And a beam portion joining step for pin joining with a pin joining means.

  According to said structure, it has a beam member conveyance process and a beam part joining process. In the beam member conveying step, the structural members are arranged adjacent to each other so that the end surfaces of the beam portions of the structural members to be joined face each other. In the beam portion joining step, the beam portion and the beam member of the adjacent structural member are pin-joined by the pin joining means after the beam member conveying step. Therefore, the same effect as that of the first aspect of the invention can be obtained.

  Since this invention was set as said structure, in the construction method of the building which has the joining structure of the precast concrete structure member, the building which has the joining structure of the precast concrete structure member, and the joint structure of the precast concrete structure member, it is made of precast concrete. It is possible to reduce the labor of joining the beam portion of the structural member and the beam member made of precast concrete.

  The construction method of a precast concrete structural member joining structure, a building having a precast concrete structural member joining structure, and a building having a precast concrete structural member joining structure according to the present invention will be described below with reference to the drawings.

  First, a first embodiment of the present invention will be described. FIG. 1 is a perspective view of a horizontal member 12 constituting the building 10, and FIG. 2 is a schematic view showing the building 10.

  As shown in FIG. 1, the horizontal member 12 made of PCa protrudes from the column beam joint portion 18 made of PCa supported by the lower column member 16 (see FIG. 2) and the side surface of the column beam joint portion 18. The beam portions 28 and 34 made of PCa provided in this way are integrally formed. The column beam joint 18 is a joint that joins the horizontal member 12 and the lower pillar member 16, and supports and fixes the horizontal member 12 to the lower pillar member 16. Further, twelve sheath tubes 42 are embedded in the column beam joint 18 in the vertical direction of the column beam joint 18 so as not to protrude from the upper end surface and the lower end surface of the column beam joint 18. A grout discharge hole 44 communicating with the inside of the sheath tube 42 is formed on the side surface of the column beam joint portion 18. On the end face of the beam portion 28, a recess 32A constituting a cotter 32 described later is formed.

  Next, the building 10 constructed using the horizontal member 12 will be described. The building 10 has a horizontal member 12 in which a concave portion 32A constituting the cotter 32 is formed on the end face of the beam portion 28, and a convex portion 32B constituting the cotter 32 on the end face of the beam portion 28 as a beam member. A horizontal member 12 is used.

  As shown in FIG. 2, the column beam joint 18 of the horizontal member 12 is placed on the upper end surface of the lower column member 16 built on the base portion 14, and the horizontal member is interposed via the column beam joint 18. 12 and the lower column member 16 are joined to form three frames 20, 22, and 24. Further, a column main bar 60 protruding from the lower end surface of the upper column member 26A shown in FIG. 5B is inserted into the sheath tube 42 embedded in the column beam joint 18, and the column beam joint 18 is inserted through the column beam joint 18. The horizontal member 12 and the upper column member 26 are joined together.

  In the frame 22 positioned substantially at the center of the base portion 14, the convex portion 32B is inserted into the concave portion 32A at the beam joint portion 30 where the end faces of the beam portions 28 of the two adjacent horizontal members 12 face each other, and the beam portions 28 Are joined by a cotter 32 to form a beam 22A of the frame 22. Further, the beam portions 28 of the two adjacent horizontal members 12 are equal in length to each other, the beam joint portion 30 is located at the center portion of the beam 22A, and the beam portions 28 are pin-joined at the center portion of the beam 22A. ing. Note that the central portion of the beam 22A is not limited to a position where the beam 22A is strictly divided into two, and is a concept including a positional deviation due to an error in the installation of the lower column member 16, a manufacturing error in the horizontal member 12, or the like.

  On the other hand, in the frame 20 adjacent to the frame 22, the main beam 38 of the horizontal member 12 is connected by the mechanical joint 40 at the beam joint portion 36 where the end surfaces of the beam portions 34 of the two adjacent horizontal members 12 face each other. As a result, the beam portions 34 are rigidly joined to form the beam 20A of the frame 20. Similar to the frame 20, in the frame 24 adjacent to the frame 22, the main beam 38 is connected by the mechanical joint 40 at the beam joint portion 36 where the end surfaces of the beam portions 34 of the two adjacent horizontal members 12 face each other. As a result, the beam portions 34 are rigidly joined to form the beam 24A of the frame 24.

  In the frame 22, the two horizontal members 12 having the same length of the beam portion 28 are adjacent to each other so that the beam portions 28 are pin-joined at the center portion of the beam 22A, but the present invention is not limited thereto. The horizontal members 12 having different lengths of the beam portions 28 are adjacent to each other, the beam joint portion 30 is positioned at an intermediate portion of the beam 22A excluding the column beam joint portion 18, and the beam portions 28 are cottered at the intermediate portion of the beam 22A. Pin bonding may be performed by 32. Further, in the frames 20 and 22, the beam portions 34 of the two adjacent horizontal members 12 are rigidly joined, but the beam portions 34 may be pin-joined using the cotter 32.

  Here, the term “pin joint” as used in the present invention refers to joining two structural members made of PCa without connecting reinforcing bars such as beam main bars. That is, the structure which does not transmit the bending moment which arises in a structural member with the tensile force of a reinforcing bar. On the other hand, rigid joint refers to a structure that transmits a bending moment generated in a structural member by a tensile force of a reinforcing bar. In addition, when a structural member is joined by a cotter, a bearing pressure is generated by the fitting of the cotter, and a slight bending moment can be transmitted at the joined portion, but the structural member is not joined by joining a reinforcing bar. It belongs to the junction.

  Next, an enlarged view of the beam joint portion 30 is shown in FIG. 3, and the cotter 32 as the pin joint means will be described. As shown in FIG. 3A, the cotter 32 is formed by inserting a convex portion 32B formed on the end surface of the other beam portion 28 into a concave portion 32A formed on the end surface of the opposite one beam portion 28. They are pinned together. In this case, the shearing force between the beam portions 28 is transmitted to each other by the fitting action of the concave portion 32A and the convex portion 32B. Further, as shown in FIG. 3B, the cotter 32 may absorb a construction error by filling a filler such as a grout 46 between the concave portion 32A and the convex portion 32B. Further, as shown in FIG. 3C, a plurality of recesses 32A may be formed on the end surfaces of the beam portions 28 facing each other, and a filler such as grout 46 may be filled between the recesses 32A to be pin-joined. . In addition, the shape and size of the concave portion 32A and the convex portion 32B, the number formed on the end face of the beam portion 28, and the like are not limited to those described above, and may be appropriately selected and changed according to the bonding strength.

  Further, instead of the cotter 32, a cylindrical steel pin member 50 is inserted and fitted into the hole portions 48 formed in the end surfaces of the facing beam portions 28 as shown in FIG. Thus, the beam portions 28 may be pin-joined. In this case, the gap between the beam portions 28 facing each other and the gap between the hole portion 48 and the pin member 50 may be filled with a filler such as the grout 46 to absorb construction errors. Further, as shown in FIG. 4 (B), the slot members 52 are respectively formed on the side surfaces of the opposed beam portions 28 and the end surfaces of the beam portions 28 are opposed to each other, and then the pin member 50 is formed from the side of the beam portions 28. May be inserted into the slot 52, the slot 52 may be filled with a filler such as grout 54, and the beam portions 28 may be pin-joined. Alternatively, the hole 48 may be formed only on one of the end surfaces of the opposing beam portions 28 and the pin member 50 may be integrally provided on the other end surface. Note that the number, shape, material, and the like of the pin member 50 are not limited to those described above, and may be appropriately selected and changed according to the bonding strength.

  Next, the example of the construction method of the building 56 using the horizontal member 12 is demonstrated. The building 56 using the horizontal member 12 is constructed by the construction method shown in FIGS. Note that the building 56 uses the horizontal member 12 in which the recesses 32 </ b> A and the protrusions 32 </ b> B are formed on the end face of the beam portion 28 and the end face of the beam portion 34. Further, for convenience of explanation, the lower column member 16 installed on the base portion 14 is referred to as lower column members 16A and 16B in order from the left side of the base portion 14, and the horizontal member 12 placed on the upper end surfaces of the lower column members 16A and 16B. Are the horizontal members 12A and 12B, and the upper column member 26 placed on the upper end surfaces of the horizontal members 12A and 12B is the upper column members 26A and 26B.

  First, as shown in FIGS. 5A and 5B, the column beam joint portion 18 of the horizontal member 12 </ b> A is placed on the upper end surface of the lower column member 16 </ b> A built on the left side of the foundation portion 14. A mechanical joint 62 is embedded in the upper end surface of the lower column member 16A to connect a column main bar 58 of the lower column member 16A and a column main bar 60 of the upper column member 26A described later. Also, female screws (not shown) are formed at the four corners of the upper end surface of the lower column member 16A, and the installation height of the column beam joint 18 is determined by the amount of bolt 64 screwed into the female screw. adjust. The bolts 64 are also provided at the four corners of the upper end surface of the column beam joint portion 18 of the horizontal member 12 and the upper end surface of the upper column member 26, and thereby the column beam joint portion 18 and the upper column member of the horizontal member 12. The installation height of the member placed on 26 is adjusted. A mechanical joint 62 is embedded in the upper end surface of the upper column member 26 in the same manner as the lower column member 16.

  Next, as shown in FIGS. 5 (B) and 6 (A), a column main reinforcement 60 protruding from the lower end surface of the upper column member 26A to the sheath tube 42 provided in the column beam joint 18 of the horizontal member 12A. And is inserted into the mechanical joint 62 embedded in the upper end surface of the lower column member 16A. A grout filling hole (not shown) communicating with the inside of the mechanical joint 62 is formed on the side surface of the lower column member 16A. The grout (not shown) is injected from the grout filling hole, and the mechanical joint 62 and the sheath tube are injected. The inside of 42 is filled with grout, and the column main reinforcement 58 and the column main reinforcement 60 are fixed and connected. The confirmation that the grout is filled is performed by a grout discharge hole 44 (see FIG. 1) formed on the side surface of the column beam joint portion 18 of the horizontal member 12. After the horizontal member 12A is placed on the upper end surface of the lower column member 16A in this way, the column main bar 58 of the lower column member 16A and the column main bar 60 of the upper column member 26A are connected, so that the column beam finish of the horizontal member 12 is reached. The horizontal member 12 can be moved in the horizontal direction or the horizontal direction until the upper column member 26 is placed on the upper end surface of the mouth portion 18.

  Next, as shown in FIGS. 6A and 6B, the horizontal member 12B placed on the lower column member 16B built in the approximate center of the base portion 14 is laterally directed toward the horizontal member 12A. Or it moves to a horizontal direction, the end surface of the beam part 28 of the horizontal member 12A and the end surface of the beam part 28 of the horizontal member 12B as a beam member are made to oppose (beam member conveyance process), and the beam part 28 of the horizontal member 12A The convex portion 32B formed on the end surface of the beam portion 28 of the horizontal member 12B is inserted into the concave portion 32A formed on the end surface. Then, after placing a sponge-like foamable material or the like along the joint formed between the concave portion 32A and the convex portion 32B and sealing the joint, the joint is filled with a filler such as grout 46. Then, the beam portion 28 of the horizontal member 12A and the beam portion 28 of the horizontal member 12B are pin-joined (beam portion joining step).

  Next, the lower column member 16B and the column beam joint 18 of the horizontal member 12B and the upper column member 26B are joined by the same method as the joining method of the lower column member 16A, the horizontal member 12A, and the upper column member 26A. Thus, the work of FIG. 6 (A) and (B) is repeated and the one layer part of the building 56 is constructed | assembled. Furthermore, the horizontal member 12 is arranged on the upper end surface of the upper pillar member 26, and the building 56 composed of a plurality of layers is constructed by repeating the operations shown in FIGS.

  Depending on the configuration of the pin joining means, it is not always necessary to move the horizontal member 12B in the horizontal direction or the horizontal direction. For example, as shown in FIG. 3C, when a plurality of recesses 32A are respectively formed on the end surfaces of the facing beam portions 28 and the grout 46 is filled between the facing recesses 32A and pin-joined, the horizontal member 12B may be lowered from above and placed on the upper end surface of the lower column member 16B so that the end surfaces of the beam portions 28 face each other. Also, as shown in FIG. 4B, when the pin member 50 is inserted from the side of the beam portion 28 and the beam portions 28 are connected to each other, the horizontal member 12B needs to be moved in the horizontal direction or the horizontal direction. There is no. Such pin joining means is particularly effective when the horizontal or horizontal movement range of the horizontal member 12B is limited. For example, when the horizontal members 12 are sequentially installed along the outer periphery of the building, the horizontal members 12 are already installed on both sides of the horizontal member 12 to be installed last. Cannot be moved horizontally or horizontally. In such a case, if the pin joining means is shown in FIGS. 3C and 4B, the end surfaces of the beam portions 28 can be made to face each other by lowering the horizontal member 12 from above.

  Moreover, the joining method of the lower pillar member 16, the horizontal member 12, and the upper pillar member 26 is not restricted to what was mentioned above. It is sufficient that the horizontal member 12 and the lower column member 16 or the upper column member 26 are integrated, and according to the configuration of the pin joining means (whether the horizontal member 12 can be moved in the lateral direction or the horizontal direction), various joinings are possible. The method can be adopted. For example, the column main reinforcement 58 is protruded from the upper end surface of the lower column member 16, and a mechanical joint is embedded in the lower end surface of the upper column member 26. Then, the column main reinforcement 58 of the lower column member 16 is passed through the sheath tube 42 embedded in the column beam joint 18 of the horizontal member 12 and inserted into the mechanical joint of the upper column member 26, and the filler is filled. The column main bars 58 and 60 may be fixed and connected. Further, column main bars 58 and 60 are projected from the upper end surface of the lower column member 16 and the lower end surface of the upper column member 26, respectively, and columns are formed from both ends of the sheath tube 42 embedded in the column beam joint portion 18 of the horizontal member 12. The main bars 58 and 60 may be inserted, the sheath pipe 42 may be filled with a filler, and the column main bars 58 and 60 may be fixed and connected.

  Further, in joining the horizontal member 12 and the lower column member 16, a column main bar protruding from the lower end surface of the column beam joint 18 is provided and inserted into a mechanical joint 62 embedded in the upper end surface of the lower column member 16. And may be joined. Alternatively, a mechanical joint may be embedded in the lower end surface of the column beam joint 18 and the column main bars 58 protruding from the upper end surface of the lower column member 16 may be inserted into the mechanical joint for joining. Further, the column main reinforcement protrudes from the lower end surface of the column beam joint portion 18 and the upper end surface of the lower column member 16, respectively, and concrete is placed between the column beam joint portion 18 and the lower column member 16 so as to be horizontal. The member 12 and the lower column member 16 may be joined. These joining methods can also be applied to joining the horizontal member 12 and the upper column member 26.

  In addition, the bolts 64 provided on the upper end surfaces of the horizontal member 12, the lower column member 16, and the upper column member 26 may be eliminated so that the end surfaces of the members to be bonded are in close contact with each other. It is preferable to provide a gap of about 20 mm between the end faces of the members. Moreover, in this embodiment, although the lower pillar member 16 was installed on the base part 14, it is not restricted to the base part 14. FIG. The lower column member 16 only needs to be supported and fixed to the structural housing such as the base portion 14, and instead of the base portion 14, the lower column member 16 is installed on the structural housing such as the floor slab or the column member and integrally joined thereto. Also good.

  Next, the operation and effect of the first embodiment of the present invention will be described.

  First, FIG. 7A shows a frame 66 that adopts a general ramen structure. The frame 66 includes left and right columns 68A and 68B and a beam 70. FIG. 7B is a schematic diagram of a bending moment diagram due to a constant load generated in the beam 70, and FIG. 7C is a schematic diagram of a bending moment diagram due to an earthquake load generated in the beam 70. . Note that the bending moment diagrams do not consider bending back by the columns 68A and 68B for the sake of simplicity.

  As can be seen from FIG. 7B, the bending moment due to the constant load generated in the beam 70 is maximum upward at the joint between the beam 70 and the columns 68A and 68B, and downward at the center of the beam 70. Maximum. On the other hand, as can be seen from FIG. 7C, the bending moment caused by the seismic load generated in the beam 70 becomes maximum at the joint between the beam 70 and the columns 68A and 68B, and as it goes toward the center of the beam 70. Gradually get smaller. Then, the bending moment becomes zero (the inflection point) at the center of the beam 70.

  In the present embodiment, the beam portion 28 of the horizontal member 12 and the beam portion 28 (beam member) of the horizontal member 12 adjacent thereto are cotter 32 in accordance with the stress state of the beam 70 shown in FIG. The pins are joined together. That is, the bending moment generated in the beam 22A (see FIG. 2) is relatively small, that is, by forming the horizontal member 12 by integrating the beam portion 28 and the column beam joint portion 18, the bending moment is reduced. The beam portions 28 of the adjacent horizontal members 12 are pin-joined at an intermediate portion of the beam 22A excluding the largest column beam joint portion 18. Therefore, the beam portions 28 can be pin-joined by the cotter 32 at the intermediate portion of the beam 22A which is advantageous in terms of stress. In particular, the bending moment due to the seismic load is not generated in the central portion of the beam 22A, and no stress is generated in the beam reinforcing bar arranged in the portion. Therefore, the beam main reinforcement between the beam portions 28 of the adjacent horizontal members 12 is not generated. There is no need to succeed 38. Therefore, it is most advantageous in terms of stress to pin-join the beam portions 28 at the center of the beam 22A. In this way, by joining the beam portions 28 of the two adjacent horizontal members 12 in accordance with the stress state of the beam 70, there is no work to join the beam reinforcing bars between the beam portions 28, and the reinforcing bar joint Since no means or the like is required, it is possible to improve workability and reduce costs.

  Next, examples in which the frames 72, 74, 76, and 78 are configured using a plurality of horizontal members 12 are shown in FIGS. Each of the frames 72, 74, 76, 78 has equal spans of the lengths of the beams 72A, 74A, 76A, 78A, and adjacent to each other at the center of each of the beams 72A, 74A, 76A, 78A. The beam portions of the horizontal member 12 are joined together. In each of FIGS. 8 to 10, (B) is a schematic diagram of a bending moment diagram caused by a constant load generated in each beam 72A, 74A, 76A, 78A, and (C) is a diagram of each beam 72A, 74A, 76A, It is the schematic of the bending moment figure resulting from the earthquake load which generate | occur | produces in 78A. In addition, the black circle in a figure has shown that the beam junction part is rigid junction, and the white circle has shown that the beam junction part is pin junction. In addition, each bending moment diagram is simple and does not consider bending back by a column.

  As can be seen from FIG. 8C, FIG. 9C, and FIG. 10C, no bending moment due to the seismic load is generated in the central portion of the beams 72A, 74A, 76A, 78A. Therefore, the central portion of each beam 72A, 74A, 76A, 78A is the most advantageous in terms of stress, regardless of whether the beam joint portion of the adjacent frame is a rigid joint or a pin joint. Suitable for pin-joining beam parts. On the other hand, as can be seen from FIGS. 8B, 9B, and 10B, the bending moment caused by the constant load depends on whether the beam joint is a pin joint or a rigid joint. The magnitude of the bending moment generated near the columns on both sides of the joint is different. Therefore, it is desirable to design the beam end in accordance with such a stress state.

  Moreover, you may apply this embodiment to the building 80 which employ | adopted what is called a mega structure. FIG. 11 is a plan view showing one layer of a building 80 having a plurality of layers. Each frame of the building 80 is configured by combining a plurality of horizontal members 12 (see FIG. 12) having different numbers and arrangements of beam portions as will be described later. Each frame has an equal span in which the lengths of the beams are equal to each other, and the beam portions of the adjacent horizontal members 12 are joined at the center of each beam. In addition, the black circle in a figure has shown that the beam junction part is rigid junction, and the white circle has shown that the beam junction part is pin junction.

  The beam joints in the frames 82A to 82H facing the outside of the building 80 are all rigidly connected, and the frames 82A to 82H constitute one large frame 82 that forms the outer periphery of the building 80. That is, the building 80 is constituted by a mega structure having a main frame as a frame 82 having high rigidity and strength. In this case, the seismic load is concentrated on the frame 82, and the frames 84 </ b> A to 84 </ b> D inside the frame 82 are mainly used to bear a vertical load (normal load). Therefore, the seismic load borne by the frames 84A to 84D becomes relatively small, and the frames 84A to 84D can easily employ pin bonding for bonding the beam portions of the adjacent horizontal members 12.

  Further, in the present embodiment, the example in which the horizontal member 12 is configured by the column beam joint portion 18 and the two beam portions 28 and 34 projecting from the side surface of the column beam joint portion 18 has been described. It is only necessary that the mouth portion 18 and the beam portion 28 are integrally formed, and the number and arrangement of the beam portions integrated with the column beam joint portion 18 are not limited thereto. For example, as shown in FIGS. 12A to 12E, horizontal members 12 having various shapes in which beam portions 86A to 86D are integrally formed on the side surface of the column beam joint portion 18 can be employed. . In this case, it is only necessary that pin joining means is formed on at least one end face of the beam portions 86A to 86D.

  Next, a second embodiment of the present invention will be described. In addition, the thing of the same structure as 1st Embodiment attaches | subjects the same code | symbol, and abbreviate | omits suitably and demonstrates.

  In the second embodiment, instead of the horizontal member 12 shown in FIG. 1, a column portion is provided at least above and below the column beam joint portion 18 of the horizontal member 12, and is integrated with the column beam joint portion 18. The structural member 92 made of PCa is used. As shown in FIG. 13, the structural member 92 includes a column beam joint portion 94, beam portions 96A, 96B, 96C, and 96D provided so as to project from the side surface of the column beam joint portion 94, and a column beam. An upper column portion 98A and a lower column portion 98B provided above and below the joint portion 94 are integrally formed. Concave portions 32A constituting the cotter 32 are formed on the end surfaces of the beam portion 96A and the beam portion 96C, respectively.

  The structural member 92 is placed on the upper end surface of the column member 102, and the column main bars projecting from the lower end surface of the lower column portion 98B at the column joint portion 104 where the end surface of the lower column portion 98B and the end surface of the column member 102 face each other. 100 is inserted into a mechanical joint 106 embedded in the upper end surface of the pillar member 102, and the mechanical joint 106 is filled with a filler such as grout, whereby the lower pillar portion 98B and the pillar member 102 are joined. A mechanical joint 108 into which a beam main bar protruding from the lower end surface of a column member (not shown) placed on the upper end surface of the upper column portion 98A is embedded is embedded in the upper end surface of the upper column portion 98A. And can be joined. In addition, the joining method of the lower pillar part 98B and the pillar member 102 is variously joined similarly to the joining method of the column beam joint part 18 and the lower pillar member 16 or the upper pillar member 26 in the first embodiment. Can be adopted. Further, the upper column portion 98A of the structural member 92 is used as the column member 102, the two structural members 92 are adjacent in the vertical direction, and the upper end surface of the upper column portion 98A of the structural member 92 as the column member 102 is positioned upward. It may be placed and joined to the lower column portion 98B of the structural member 92 arranged.

  FIG. 14 shows an example in which the two structural members 92 configured as described above are arranged adjacent to each other to configure the frame 110. Note that the frame 110 has a structural member 92 in which a concave portion 32A constituting the cotter 32 is formed on the end face of the beam portion 96A and a structural member 92 in which a convex portion 32B constituting the cotter 32 is formed on the end face of the beam portion 96A. Is used.

  The lower column portion 98B of the structural member 92 is placed on the upper end surface of the column member 102 built in the foundation portion 14, and the structural member 92 and the column member 102 are integrally bonded at the column joint portion 104, A column 111 of the frame 110 is formed. Further, the lower column portion 98B and the column member 102 of the structural member 92 are equal in length to each other, the column joint portion 104 is located at the center portion of the column 111, and the lower column portion 98B and the column member are formed at the center portion of the column 111. 102 is joined. Then, at the beam joint portion 112 where the end surfaces of the beam portions 96A of the adjacent structural members 92 are opposed to each other, the convex portion 32B is inserted into the concave portion 32A, and the beam portions 96A are pin-joined by the cotter 32 to be beam 110A of the frame 110. Is formed. Further, the beam portions 96A of the two adjacent structural members 92 are equal in length to each other, the beam joint portion 112 is located at the center portion of the beam 110A, and the adjacent beam portions 96A are located at the center portion of the beam 110A. Pin-joined.

  Next, a modification of the second embodiment of the present invention will be described.

  In this modification, in place of the configuration shown in FIG. 13, in the column joint portion 104 where the lower end surface of the lower column portion 98 </ b> B and the upper end surface of the column member 102 face each other in the structural member 92. Are joined by a pin member 50 as a pin joining means. As shown in FIG. 15, a hole 48 for inserting the pin member 50 shown in FIG. 4A is formed in the lower end surface of the lower column portion 98 </ b> B of the structural member 92. Then, after inserting the pin member 50 into the hole 48 formed in the upper end surface of the column member 102, the structural member 92 is lowered from above the column member 102 to form the hole 48 formed in the lower end surface of the lower column portion 98B. The pin member 50 is inserted into the lower column part 98B and the column member 102 are pin-joined. Similar to the lower column portion 98B, a hole 48 is formed in the upper end surface of the upper column portion 98A, and can be pin-joined with a column member (not shown) placed on the upper end surface of the upper column portion 98A. . The pin joining means is not limited to the hole 48 and the pin member 50 described above, and various pin joining means shown in FIGS. 3 and 4 can be employed.

  Further, in this embodiment, the lower column part 98B and the column member 102 are joined to each other at the center of the column 111 of the frame 110 by using the lower column part 98B and the column member 102 having the same length. Not limited to. Using the lower column portion 98B and the column member 102 having different lengths, the column joint portion 104 is positioned at an intermediate portion of the column 111 excluding the column beam joint portion 94, and at the intermediate portion of the column 111, the lower column portion 98B The column member 102 may be joined. Similar to the column joint portion 104, the beam joint portion 112 is positioned at the middle portion of the beam 110A except for the column beam joint portion 94 using the structural member 92 having a different length of the beam portion 96A. The beam portions 96 </ b> A may be pin-joined by the cotter 32.

  Next, the operation and effect of the second embodiment of the present invention will be described.

  First, FIG. 16 shows a schematic diagram of a bending moment diagram resulting from a seismic load generated in a frame 114 employing a general rigid frame structure. The frame 114 includes left and right columns 116A and 116B and upper and lower beams 118A and 118B. Note that each bending moment diagram is simple and does not consider bending back by the columns 116A and 116B.

  As described in the first embodiment, the bending moment due to the seismic load generated on the beams 118A and 118B is zero (the anti-curvature point) at the center of each beam 118A and 118B. On the other hand, as can be seen from FIG. 16, the bending moment caused by the seismic load generated on the columns 116A and 116B is the largest at the joints of the columns 116A and 116B and the beams 118A and 118B, and is at the center of the columns 116A and 116B. It gets smaller gradually as you go. Then, the bending moment becomes zero (the inflection point) at the center of each column 116A, 116B.

  In the present embodiment, the beam portions 96A of the two adjacent structural members 92 are pin-joined by the cotter 32 in accordance with the stress state of the beams 118A and 118B shown in FIG. That is, the bending moment generated in the beam 110A (see FIG. 14) is relatively small, that is, by forming the structural member 92 by integrating the beam portion 96A and the column beam joint portion 94, the bending moment is reduced. The beam portions 96 </ b> A of the adjacent structural members 92 are pin-connected by the cotter 32 at the intermediate portion of the beam 110 </ b> A excluding the largest column beam joint 94. Therefore, as in the first embodiment, since the beam portions 96A are pin-joined at the intermediate portion of the beam 110A, which is advantageous in terms of stress, there is no work to join the beam reinforcing bars between the beam portions 96A, and the reinforcing bar joint means Therefore, it is possible to improve workability and reduce costs.

  In the configuration shown in FIG. 15, the lower pillar portion 98 </ b> B of the structural member 92 and the pillar member 102 are pin-joined by the pin member 50 in accordance with the stress state of the pillars 116 </ b> A and 116 </ b> B shown in FIG. 16. That is, the bending moment generated in the column 111 (see FIG. 14) is relatively small, that is, by forming the structural member 92 by integrating the column beam joint portion 94 and the lower column portion 98B, the bending moment is reduced. The lower column portion 98B of the structural member 92 and the column member 102 are pin-connected by the pin member 50 at the intermediate portion of the column 111 excluding the largest column beam joint portion 94. Therefore, the lower column portion 98B and the column member 102 can be pin-bonded at the intermediate portion of the column 111 which is advantageous in terms of stress. In particular, the bending moment due to the seismic load is not generated in the central portion of the column 111, and no stress is generated in the column reinforcing bar arranged in the portion. Therefore, the lower column portion 98B of the structural member 92 and the column member 102 There is no need to connect column reinforcement. Therefore, it is most advantageous in terms of stress to pin-join the lower column portion 98B and the column member 102 at the center portion of the column 111. In this way, by adopting pin bonding in accordance with the stress state of the column 111, there is no work to join the column reinforcing bar, and the reinforcing bar joint means and the like are not required, so that the workability is improved and the cost is reduced. be able to. The central portion of the column is not limited to a position where the column is strictly divided into two equal parts as in the central portion of the beam, and is a concept including a positional shift due to a manufacturing error of the structural member 92 or the like.

  In addition, as shown in FIGS. 13 and 15, the upper and lower column portions 98 </ b> A and 98 </ b> B are integrally provided in the column beam joint portion 94, so that the column beam joint portion 94 and the beam member at the site can be connected. Since the number of joints is reduced, workability is improved. Moreover, since the number of lifting operations is reduced by reducing the number of members, the construction period can be shortened.

  In the present embodiment, the column beam joint portion 94, the four beam portions 96A to 96D projecting from the side surface of the column beam joint portion 94, and the upper and lower portions provided above and below the column beam joint portion 94 are provided. The example in the case where the structural member 92 is configured by the column portion 98A and the lower column portion 98B has been described. However, the number and arrangement of the beam portions and the column portions integrated with the column beam joint portion 94 are illustrated in FIGS. However, the configuration is not limited to this. For example, as shown in FIGS. 17A to 17E, the beam portions 96A to 96D are integrally formed on the side surface of the column beam joint portion 94, and the upper portion is located above or below the column beam joint portion 94. Various shapes of the structural member 92 formed by integrating the column portion 98A and the lower column portion 98B can be employed. In this case, pin joining means may be formed on at least one of the end faces of the beam portions 96A to 96D. It is also possible to form a PCa structural member by integrally forming a plurality of structural members 92. For example, as shown in FIG. 18, a structural member 120 made of PCa having a beam 122 formed by integrally joining the beam portion 96A and the beam portion 96B of the two structural members 92 may be configured.

  Next, a third embodiment of the present invention will be described. In addition, the thing of the same structure as 1st, 2 embodiment attaches | subjects a same sign, and abbreviate | omits suitably and demonstrates. FIG. 19 is an elevation view showing a building 124 formed by adjoining a plurality of structural members 92 vertically and horizontally, and FIG. 20 is a plan view showing a layer of the lowermost layer of the building 124.

  The building 124 includes a beam 128 formed by pin-joining the beam portions 96A or the beam portions 96B of the structural members 92 adjacent on the left and right with a cotter, and a lower column portion 98B and an upper column of the structural member 92 adjacent vertically. The portion 98A is composed of a pillar 130 formed by pin-joining with a pin member, and the lengths of the beams 128 are equal spans. Further, the beam portions 96A or the beam portions 96B of the structural members 92 adjacent to each other on the left and right are pin-joined at the center portion of the beam 128, and the lower column portion 98B and the upper column portion 98A of the structural members 92 adjacent to each other vertically. The pin 130 is pin-joined at the center. In the lowermost layer of the building 124, the structural members 92 in which the lower pillar portion 98B is supported and fixed on the base portion 132 and the structural members 92 in which the lower pillar portion 98B is not supported on the base portion 132 are alternately arranged. . In addition, the white circle in a figure has shown that a beam junction part or a column junction part is pin junction.

  As shown in FIG. 20, when the lowermost layer of the building 124 is viewed in plan, the structural member 92 in which the lower column part 98 </ b> B is supported by the foundation part 132 and the lower column part 98 </ b> B in the foundation part 132 in the X direction and the Y direction. The structural members 92 that are not supported are alternately arranged. The white circles in the figure indicate that the beam joint is a pin joint, the white triangles indicate the structural member 92 in which the lower column part 98B is supported by the base part 132, and those without the white triangles. The structural member 92 in which the lower column part 98B is not supported by the base part 132 is shown.

  Next, operations and effects of the third exemplary embodiment of the present invention will be described.

  FIG. 21 is an elevational view showing a general building 134 composed of a plurality of layers, and shows a bending moment resulting from a seismic load generated on a beam 138 constituting each frame. The building 134 is composed of a pillar 136 and a beam 138, and the frame pillar 136 constituting the lowermost layer is all supported and fixed to the foundation portion 132.

  FIG. 22 shows a case where the pillars 136 constituting the lowermost layer are alternately arranged between the pillars 136A supported by the foundation part 132 and the pillars 136B not supported by the foundation part 132 in the building 134 shown in FIG. FIG. 23 shows a schematic diagram of a bending moment diagram resulting from a long-term load generated in the beam 138, and FIG. 23 shows a schematic diagram of a bending moment diagram resulting from an earthquake load generated in the beam 138. Note that the bending moment diagrams do not consider bending back by the columns 136, 136A, and 136B for simplicity.

  As can be seen from FIG. 21, the bending moment due to the seismic load generated in the beam 138 is maximized upward at the joint between the column 136 and the beam 138, and is maximized downward at the center of the beam 138. On the other hand, as can be seen from FIG. 22, the bending moment caused by the constant load generated in the two beams 138 projecting from both sides of the column 136B not supported by the base portion 132 is near the column 136B not supported by the base portion 132. It is maximum downward and zero at the center of each beam 138. This is because the two beams 138 projecting from the pillar 136B to both sides are supported by the left and right pillars 136A. On the other hand, as can be seen from FIG. 23, the bending moment caused by the seismic load generated in the beam 138 and the columns 136A, 136B becomes zero (the inflection point) at the center of the beam 138, the columns 136A, 136B, respectively.

  In the present embodiment, in accordance with the stress state of the beam 138 shown in FIGS. 22 and 23, the beam portions 96A or the beam portions 96B of the two structural members 92 adjacent to the left and right are pin-joined by a cotter. That is, in the lowermost layer of the building 124 (see FIG. 19), the structural member 92 in which the lower pillar portion 98B is supported by the base portion 132 and the structural member 92 in which the lower pillar portion 98B is not supported by the base portion 132 are alternated. The bending moment resulting from the long-term load at the center of the beam 128 is made zero. Therefore, in the central portion of each beam 128, not only a bending moment due to an earthquake load but also a bending moment due to a long-term load does not occur. Accordingly, the beam portions 96A or the beam portions 96B of the adjacent structural members 92 can be pin-joined at the central portion of the beam 128 which is advantageous in terms of stress. On the other hand, as can be seen from FIG. 23, a bending moment due to the seismic load does not occur in the central part of the pillars 136A, 136B. Therefore, the upper column portion 98A and the lower column portion 98B can be pin-bonded at the center portion of the column 130 (see FIG. 19) which is advantageous in terms of stress.

  In the present embodiment, the building 124 is configured by joining a plurality of structural members 92. However, the building 124 may be configured by combining the horizontal member 12, the lower column member 16, and the upper column member 26. The building 124 may be configured by combining the member 92, the horizontal member 12, the lower pillar member 16, and the upper pillar member 26. Moreover, if the central part of all the beams 128 and pillars 130 are pin-joined as in this embodiment, there is a possibility that deformation during an earthquake will increase. In such a case, it is necessary to consider structural design such as appropriately laying a frame having high seismic performance having rigid frames, a seismic wall, and braces in the same building 124.

  Further, in the first embodiment, as shown in FIG. 2, the beam portion 28 of the horizontal member 12 and the beam portion 28 (beam member) of the horizontal member 12 are opposed to each other, and the beam portions 28 are pinned by a cotter 32. Although the example in the case of joining was demonstrated, the other party to which the beam part 28 of the horizontal member 12 is pin-joined is not restricted to the beam part 28 of the horizontal member 12, and what is necessary is just the beam member which comprises the frame 22. FIG. That is, the beam portions 28 and 34 of the horizontal member 12, the beam portions 96 </ b> A to 96 </ b> D of the structural member 92, or a conventional beam member made of PCa that does not include the column beam joint 18. Further, the lower column member 16 and the upper column member 26 joined to the column beam joint portion 18 of the horizontal member 12 are not limited to those made of PCa, and may be column members formed of cast-in-place concrete.

  Furthermore, in the second embodiment, as shown in FIG. 13 or FIG. 15, the example in the case where the lower column portion 98B of the structural member 92 and the column member 102 are joined has been described. The counterpart to which 98B is joined is not limited to the pillar member 102, but may be any pillar member that can support the structural member 92. That is, the upper column portion 98A (lower column portion 98B) of the structural member 92 may be used, or a conventional PCa column member that does not include the column beam joint portion 94, or a column member formed of cast-in-place concrete. .

  In all the embodiments described above, for convenience of explanation, the beam reinforcement, the column reinforcement, and the shear reinforcement in the horizontal member 12 and the structural member 92 are omitted as appropriate. However, the beam reinforcement, the column reinforcement, and the shear reinforcement are The arrangement, number, diameter, shape, and the like may be determined and provided as appropriate according to the strength required for the column member.

  Further, the horizontal member 12 or the structural member 92 may be used for a part of the buildings 10, 56, 80, 124, or may be used for all of the buildings 10, or the building 10 may be formed by combining the horizontal member 12 and the structural member 92. , 56, 80, 124 may be configured. Furthermore, the buildings 10, 56, 80, and 124 may be configured as seismic isolation structures provided with seismic isolation devices such as laminated rubber bearings, elastic sliding bearings, and rolling bearings.

  Further, the horizontal member 12 (beam member), the lower column member 16, the upper column member 26, the structural member 92, and the column member 102 can be made of various precast concretes such as reinforced concrete, steel reinforced concrete, and prestressed concrete. is there.

  The first to third embodiments of the present invention have been described above, but the present invention is not limited to such embodiments, and the first to third embodiments may be used in combination. Of course, various embodiments can be implemented without departing from the scope of the invention.

It is a perspective view which shows the horizontal member which concerns on the 1st Embodiment of this invention. 1 is a plan view showing a joint structure according to a first embodiment of the present invention. It is explanatory drawing which shows the enlarged view of the beam junction part which concerns on the 1st Embodiment of this invention. It is explanatory drawing which shows the enlarged view of the beam junction part which concerns on the 1st Embodiment of this invention. It is explanatory drawing which shows the construction method of the building which concerns on the 1st Embodiment of this invention. It is explanatory drawing which shows the construction method of the building which concerns on the 1st Embodiment of this invention. It is the schematic of the bending moment figure resulting from the normal load and seismic load which generate | occur | produce in the beam in a general frame. It is the schematic of the bending moment figure which generate | occur | produces in the beam in the frame comprised by the joining structure which concerns on the 1st Embodiment of this invention. It is the schematic of the bending moment figure which generate | occur | produces in the beam in the frame comprised by the joining structure which concerns on the 1st Embodiment of this invention. It is the schematic of the bending moment figure which generate | occur | produces in the beam in the frame comprised by the joining structure which concerns on the 1st Embodiment of this invention. It is a top view which shows the building which concerns on the 1st Embodiment of this invention. It is a perspective view which shows the modification of the horizontal member which concerns on the 1st Embodiment of this invention. It is a perspective view which shows the structural member which concerns on the 2nd Embodiment of this invention. It is a perspective view which shows the joining structure which concerns on the 2nd Embodiment of this invention. It is a perspective view which shows the modification of the structural member which concerns on the 2nd Embodiment of this invention. It is the schematic of the bending moment figure resulting from the seismic load which generate | occur | produces the beam and column in a general frame. It is a perspective view which shows the modification of the structural member which concerns on the 2nd Embodiment of this invention. It is a perspective view which shows the modification of the structural member which concerns on the 2nd Embodiment of this invention. It is an elevational view showing a building according to a third embodiment of the present invention. It is a top view which shows the building which concerns on the 3rd Embodiment of this invention. It is an elevation view showing a general building, and is a schematic diagram of a bending moment diagram caused by a constant load generated in a beam constituting a frame. It is an elevation view which shows the building which concerns on the 3rd Embodiment of this invention, and is a schematic diagram of the bending moment figure resulting from the constant load which generate | occur | produces in the beam which comprises a frame. It is an elevation view which shows the building which concerns on the 3rd Embodiment of this invention, and is a schematic diagram of the bending moment figure resulting from the seismic load which generate | occur | produces in the beam which comprises a frame. It is a front view which shows the conventional column beam junction structure.

Explanation of symbols

10 Building 12 Horizontal member (Structural member)
18 Column beam joint 22A Beam 28 Beam (beam member)
32 cotters (pin joining means)
34 Beam (beam member)
48 holes (pin joining means)
50 pin member (pin joining means)
52 Slot (pin joining means)
56 Building 80 Building 92 Structural member 94 Column beam joint 96A Beam (beam member)
96B Beam (beam member)
96C Beam (beam member)
96D Beam (beam member)
98A Upper pillar part (pillar part, pillar member)
98B Lower pillar part (pillar part, pillar member)
102 Column member 110A Beam 111 Column 120 Structural member 124 Building 128 Beam 130 Column

Claims (8)

A structural member made of precast concrete formed integrally with a column beam joint and a beam provided on the side of the column beam joint;
Beam members made of precast concrete supported by columns;
Have
Pin joining means for pin joining the beam portion of the structural member and the beam member;
A joint structure of precast concrete structural members characterized by comprising:   2. The precast concrete according to claim 1, wherein the structural member includes a column portion provided at least one of the upper and lower sides of the column beam joint portion and integrated with the column beam joint portion. Bonding structure of structural members.   The precast concrete structural member according to claim 1 or 2, wherein the pin joining means is a cotter formed on at least one of an end surface of the beam portion and an end surface of the beam member of the structural member facing each other. Bonding structure.   The pin joining means is composed of an end surface of the beam portion of the structural member that opposes, a hole portion formed in the end surface of the beam member, and a pin member that is inserted into the hole portion. The joint structure of precast concrete structural members according to claim 1 or 2. A building having a frame composed of a joint structure of precast concrete structural members according to any one of claims 1 to 4,
The frame has a beam formed by joining the beam portion of the structural member and the beam member;
The building in which the beam portion and the beam member are pin-joined by the pin-joining means at a central portion of the beam. A precast concrete made by integrally forming a column beam joint portion, a beam portion provided on the side of the column beam joint portion, and a column portion provided at least above and below the column beam joint portion. A building having a frame composed of a structural member, a beam member made of precast concrete supported by a column, and a column member,
The frame includes a beam formed by joining the beam portion of the structural member and the beam member, and a column formed by joining the column portion of the structural member and the column member. And
The building, wherein the beam portion and the beam member or the column portion and the column member are pin-joined by a pin joining means at a central portion of the beam or a central portion of the column.   7. The building according to claim 5, wherein, when the building having a plurality of layers composed of the frame is viewed in plan, the columns of the frame in the lowermost layer are supported by the foundation every other. . An end face of a precast concrete structural member formed by integrating a beam member made of precast concrete placed on a column and a beam portion provided on the side of the column beam joint portion. And a beam member transporting step disposed adjacent to each other so that the end face of the beam member faces each other,
A beam joining step for pin joining the beam portion of the structural member and the beam member by a pin joining means after the structural member conveying step;
A construction method for a building, characterized by comprising:

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