JP2016223222A - Concrete structure - Google Patents

Abstract

PROBLEM TO BE SOLVED: To construct a concrete structure from a lightweight precast concrete member having a structure section smaller than a structure section necessary for a structural design.SOLUTION: A concrete structure includes a plurality of structural members that are made of precast concrete and arranged in such a manner as to adjoin each other, and a joint part to which ends of the plurality of structural members are joined and which bundles the plurality of structural members.SELECTED DRAWING: Figure 1

Description

  The present invention relates to a concrete structure.

  2. Description of the Related Art In recent years, construction methods for building a building by manufacturing column members and beam members from precast concrete and assembling these precast concrete column members and beam members have become widespread.

  For example, Patent Document 1 discloses a column beam structure in which a precast column member and a precast beam member are joined via a precast column beam joint member.

  However, precast concrete column members and beam members having a large structural section increase in weight, so that a lifting machine with high lifting capacity is required. In addition, in a site where a large lifting machine that exhibits high lifting capacity cannot be carried in, it is not possible to lift a heavy weight precast concrete column member or beam member having a large structural cross section.

JP 2014-55517 A

  In view of such facts, an object of the present invention is to provide a concrete structure that can be constructed using a lightweight precast concrete member having a structural section smaller than a structural section necessary for structural design.

  The invention of the first aspect is a concrete having a plurality of structural members made of precast concrete arranged adjacent to each other, and a joint portion in which ends of the plurality of structural members are joined and bundled together. It is a structure.

  In the invention of the first aspect, a concrete structure having a structural cross section necessary for structural design is configured by joining the ends of a plurality of structural members to a joint portion and bundling the plurality of structural members. Can do. Moreover, since each structural member is a lightweight member with a structural cross section smaller than a concrete structure, a concrete structure can be constructed using a lifting machine having a small lifting capacity. That is, a concrete structure can be constructed using a lightweight precast concrete member (structural member) having a structural section smaller than a structural section necessary for structural design.

  The invention of the second aspect is the concrete structure according to the first aspect, wherein the concrete structure is provided between the joint portion and an end of the structural member or in an intermediate portion of the structural member, and the plurality of structural members are joined. And a restraining member that is bundled.

  In the invention of the second aspect, the bending rigidity of this portion can be increased by bundling a plurality of structural members with the restraining member. Further, by shortening the structural member by the amount of the restraining member, the bending rigidity of the structural member can be increased.

  In the invention of the third aspect, in the concrete structure of the first or second aspect, a connecting means for connecting the adjacent structural members to each other or an energy absorbing means is provided between the adjacent structural members. .

  In the invention of the third aspect, the rigidity of the structure constituted by a plurality of structural members can be improved by the connecting means. Alternatively, when a bending moment is generated in a structure constituted by a plurality of structural members, energy due to shear deformation generated between adjacent structural members is absorbed by the energy absorbing means, thereby Bending strength can be improved.

  Since the present invention is configured as described above, a concrete structure can be constructed using a lightweight precast concrete member having a structural section smaller than that required for structural design.

It is a perspective view which shows the concrete structure which concerns on embodiment of this invention. It is a front sectional view showing a concrete structure concerning an embodiment of the present invention. It is a plane sectional view showing a concrete structure concerning an embodiment of the present invention. It is a plane sectional view showing the pillar structure member integrated by the adhesive as connection means concerning the embodiment of the present invention. It is a partial front view which shows the pillar structure member integrated by the cotter member as a connection means which concerns on embodiment of this invention. It is a partial front view which shows the pillar structure member integrated by the cotter member as a connection means which concerns on embodiment of this invention. It is a front view which shows the column structure member connected with the U-shaped damper as an energy absorption means which concerns on embodiment of this invention. It is an enlarged view which shows the U-shaped damper as an energy absorption means which concerns on embodiment of this invention. It is a perspective view showing a concrete structure which has a restraint member concerning an embodiment of the present invention. It is a perspective view showing a concrete structure which has a restraint member concerning an embodiment of the present invention. It is front sectional drawing which shows the variation of the joining method of the joint member and beam member which concerns on embodiment of this invention. It is front sectional drawing which shows the variation of the joining method of the joint member and column structure member which concerns on embodiment of this invention. It is a plane sectional view showing arrangement variation of a pillar structure member concerning an embodiment of the present invention. It is a plane sectional view showing arrangement variation of a pillar structure member concerning an embodiment of the present invention. It is a perspective view which shows the variation of the column structure member which concerns on embodiment of this invention. It is a perspective view which shows the beam structure which concerns on embodiment of this invention. It is the plane sectional view showing arrangement of the pillar structure member concerning the example of the present invention, and the perspective view showing the pillar structure thing. It is the plane sectional view showing arrangement of the pillar structure member concerning the example of the present invention, and the perspective view showing the pillar structure thing. It is the plane sectional view showing arrangement of the pillar structure member concerning the example of the present invention, and the perspective view showing the pillar structure thing.

  Embodiments of the present invention will be described with reference to the drawings. First, a concrete structure according to an embodiment of the present invention will be described.

  As shown in the perspective view of FIG. 1A, a pillar structure 10 as a concrete structure of the present embodiment includes a pillar structure member 12 as a structural member and a joint member 14 as a joint portion. It is configured.

  As shown in the perspective view of FIG. 1B, which is an exploded view of the column structure 10, the column structure member 12 is a rod-shaped precast concrete rod having a square structural cross-sectional shape (in this example, a regular square column). A plurality of members (four in this example) are arranged adjacent to each other in a T shape in plan view.

  The joint member 14 is a panel-shaped member made of precast concrete, and as shown in FIG. 1A, ends of the plurality of column structure members 12 are joined, and the plurality of column structure members 12 are bundled. ing.

  As shown in the front sectional view of FIG. 2B and the plan sectional view of FIG. 3B, the joint member 14 includes a plurality of columnar structural members 12 (hereinafter, “ Column structure member 12 </ b> A ”), a plurality of column structure members 12 (hereinafter referred to as“ column structure members 12 </ b> B ”) arranged on the joint member 14, and the side of the joint member 14. The beam members 20A, 20B, and 22 made of precast concrete arranged in three directions in plan view are joined together to constitute the column beam frame 18 of the building 16.

  In other words, the joint member 14 includes the upper joint portion of the column structure 10 (hereinafter referred to as “column structure 10 </ b> A”) constituting the lower floor of the building 16 and the column structure constituting the upper floor of the building 16. It also serves as a joint part at the bottom of the object 10 (hereinafter referred to as “column structure 10B”). In the front sectional view of FIG. 2A and the plan sectional view of FIG. 3A, the column structure members 12A and 12B and the beam members 20A, 20B, and 22 are joined to the joint member 14. The state is shown.

  As shown in FIGS. 2B and 3B, the joint member 14 and the beam members 20 </ b> A and 20 </ b> B are joined by a joining structure 24. As shown in FIGS. 2 (a) and 3 (a), the joint structure 24 has a steel hollow tube 26 and an end of a beam rebar 34 inserted into the hole of the hollow tube 26. Configured.

  The end face of the joint member 14 is formed with a recess 30 provided to form a cotter joint surface by filling with the grout G, and a plurality of insertion holes 32 are formed on the bottom surface of the recess 30.

  In the insertion hole 32, an end portion of the beam reinforcing bar 34 embedded in the joint member 14 protrudes. The beam reinforcing bar 34 is provided so that the end portion does not protrude from the end surface of the joint member 14.

  The end surfaces of the beam members 20A and 20B are formed with a recess 36 provided to form a cotter joint surface by filling with the grout G, and a plurality of receiving holes 38 are formed on the bottom surface of the recess 36. .

  The hollow tube 26 is accommodated in the accommodation hole 38. The hollow tube 26 is a plug-in joint that can be inserted into the hole of the hollow tube 26 without screwing the beam rebars 28A, 28B, and 34, so that the ends do not protrude from the end surfaces of the beam members 20A and 20B. Is housed in. Further, the end portions of the beam reinforcing bars 28A and 28B embedded in the beam members 20A and 20B protrude into the accommodation hole 38. The beam reinforcing bars 28A and 28B are provided so that the ends thereof are inserted into the holes of the hollow tube 26 and do not protrude from the end surfaces of the beam members 20A and 20B. The joint member 14 and the beam members 20A and 20B are appropriately provided with shear reinforcement bars. In addition, a mechanical joint, a sleeve-type joint, or the like is used for the hollow tube 26.

  In joining the beam members 20A and 20B to the joint member 14, first, as shown in FIG. 2A, a gap S1 is formed between the end surfaces of the beam members 20A and 20B and the end surface of the joint member 14. Thus, the beam members 20A and 20B are arranged so that the end surfaces of the beam members 20A and 20B face the end surface of the joint member 14.

  Next, as shown in FIG. 2B, the hollow tube 26 is pulled out from the accommodation hole 38 and inserted into the insertion hole 32. At this time, the end of the beam reinforcing bar 34 is inserted into the hole of the hollow tube 26.

  Next, the grout G as a hardening material is filled in the gap S1, the recesses 30 and 36, the accommodation hole 38, the insertion hole 32, and the hole of the hollow tube 26 and cured. As a result, the ends of the beam reinforcing bars 28A, 28B, 34 are fixed to the hollow tube 26, the beam reinforcing bars 28A, 28B and the beam reinforcing bar 34 are joined via the hollow tube 26, and the beam 14 is connected to the joint member 14. The members 20A and 20B are joined. In this example, the beam members 20A and 20B are disposed so as to have a gap S1 between the end surfaces of the beam members 20A and 20B and the end surface of the joint member 14, but the end surfaces of the beam members 20A and 20B and the end surfaces of the beam members 20A and 20B are processed. The beam members 20 </ b> A and 20 </ b> B may be arranged so that the end surfaces of the beam members 20 </ b> A and 20 </ b> B face the end surface of the joint member 14 so as to be in close contact with the end surface of the mouth member 14.

  As shown in FIG. 3B, the joint member 14 and the beam member 22 are joined by a joining structure 40. As shown in FIG. 3A, the joint structure 40 includes a steel hollow tube 42 and an end portion of a beam reinforcing bar 44 inserted into the hole of the hollow tube 42. .

  A beam reinforcing bar 44 is embedded in the joint member 14 such that the end portion protrudes from the end surface of the joint member 14.

  A hollow tube 42 is embedded at the end of the beam member 22. The beam member 22 is provided with a beam reinforcing bar 46 so that the end portion is inserted into the hole of the hollow tube 42 and does not protrude from the end surface of the beam member 22. The hollow tube 42 is a plug-in joint that can be inserted into the hole of the hollow tube 42 without screwing the beam reinforcing bars 44 and 46, and is provided so that the end portion does not protrude from the end surface of the beam member 22. Yes. The beam member 22 is appropriately provided with shear reinforcement bars.

  First, as shown in FIG. 3B, the beam member 22 is joined to the joint member 14 such that a gap S2 is provided between the end surface of the beam member 22 and the end surface of the joint member 14. The beam member 22 is disposed so that the end surface of the member 22 faces the end surface of the joint member 14, and the end portion of the beam reinforcing bar 44 is inserted into the hole of the hollow tube 42.

  Next, grout G as a curing material is filled in the gap S2 and the hole of the hollow tube 42 and cured. As a result, the beam reinforcing bars 44 and 46 are fixed to the hollow tube 42, the beam reinforcing bar 44 and the beam reinforcing bar 46 are bonded via the hollow tube 42, and the beam member 22 is bonded to the joint member 14. In this example, the beam member 22 is arranged so as to have a gap S2 between the end face of the beam member 22 and the end face of the joint member 14, but the end face of the beam member 22 and the end face of the joint member 14 The beam member 22 may be arranged so that the end face of the beam member 22 faces the end face of the joint member 14 in such a manner as to be closely attached to each other.

  As shown in FIG. 2B, the joint member 14 and the columnar structural members 12 </ b> A and 12 </ b> B are joined by a joining structure 48. As shown in FIG. 2A, the joining structure 48 includes a plurality of through holes 50 and a column reinforcing bar 52 embedded in the column structure member 12A and inserted into the through hole 50 (hereinafter referred to as “column reinforcing bar 52A”). And a lower end portion of a column reinforcing bar 52 (hereinafter referred to as “column reinforcing bar 52B”) embedded in the column structure member 12B and inserted into the through hole 50.

  Concave portions 54 and 56 are formed on the upper and lower surfaces of the joint member 14 so as to form a cotter joint surface by filling the grout G. The concave portion 54 penetrates from the bottom surface of the concave portion 54 to the bottom surface of the concave portion 56. A hole 50 is formed.

  The upper end portion of the column reinforcement 52A protrudes from the upper surface of the column structure member 12A, and the lower end portion of the column reinforcement 52B protrudes from the lower surface of the column structure member 12B. The column structural members 12A and 12B are appropriately provided with shear reinforcement bars.

  As shown in FIG. 2B, first, the column structure members 12A and 12B are joined to the joint member 14 with a gap S3 between the upper end surface of the column structure member 12A and the lower surface of the joint member 14. As described above, after the joint member 14 is placed on the column structure member 12A so that the upper end surface of the column structure member 12A faces the lower surface of the joint member 14, the lower end surface of the column structure member 12B and the joint member 14 are placed. The columnar structural member 12B is placed on the joint member 14 so that the lower end surface of the columnar structural member 12B faces the upper surface of the joint member 14 so as to have a gap S4 between the upper surface of the joint member 14 and the upper surface. At this time, the upper end portion of the column reinforcing bar 52A and the lower end portion of the column reinforcing bar 52B are inserted into the through hole 50.

  Next, the grout G as a hardening material is filled and cured in the gap S3, the recess 56, the through hole 50, the gap S4, and the recess 54. As a result, the upper end portion of the column reinforcing bar 52 </ b> A and the lower end portion of the column reinforcing bar 52 </ b> B are fixed in the through hole 50, and the column structure members 12 </ b> A and 12 </ b> B are joined to the joint member 14.

  Next, the action and effect of the concrete structure according to the embodiment of the present invention will be described.

  As shown in FIG. 1A, a column structure 10 as a concrete structure according to the present embodiment is formed by joining the ends of a plurality of column structure members 12 to a joint member 14 and thereby connecting the plurality of column structure members. By bundling 12, it is possible to configure the column structure 10 having a structural cross section necessary for structural design. Moreover, since each column structure member 12 is a lightweight member having a smaller structural cross section than the column structure 10, a concrete structure can be constructed using a lifting machine having a small lifting capacity. That is, the column structure 10 can be constructed using a lightweight precast concrete member (column structure member 12) having a structural section smaller than the structural section necessary for structural design.

  The embodiment of the present invention has been described above.

  In addition, in this embodiment, as shown to Fig.1 (a), although the example which comprised the column structure 10 was shown by bundling the several column structure member 12 by the joint member 14, the adjacent column structure member is shown. A connecting means may be provided between 12. If it does in this way, the rigidity of the pillar structure constituted by a plurality of pillar structure members 12 can be improved by the connection means.

  For example, as shown in the plan sectional view of FIG. 4, an adhesive 58 as a connecting means is provided between adjacent column structure members 12 to form a column structure 60 in which a plurality of column structure members 12 are integrated. You may make it do. Examples of the adhesive 58 include an epoxy resin and a grout material.

  Further, for example, as shown in the partial front views of FIGS. 5 and 6, notch portions 62 and 64 are formed on the side surface of the column structure member 12, and the cotter members 66 and 68 having a shape in which the central portion is constricted are notched. You may make it comprise the column structures 72 and 74 in which the some column structure member 12 was integrated by arrange | positioning to the parts 62 and 64 and fixing with the adhesive agent 70. As shown in FIG. Examples of the cotter members 66 and 68 include steel and zinc aluminum alloy members, and examples of the adhesive 70 include an epoxy resin and a grout material.

  Furthermore, for example, the column structure members 12 adjacent to each other may be connected by a connection member such as a connection hardware, so that a column structure in which the plurality of column structure members 12 are integrated may be configured.

  Moreover, in this embodiment, as shown to Fig.1 (a), although the example which comprised the column structure 10 was shown by bundling the several column structure member 12 by the joint member 14, the adjacent column structure member is shown. An energy absorbing means may be provided between 12. In this way, when a bending moment is generated in a column structure constituted by a plurality of column structure members 12, energy accompanying shear deformation generated between adjacent column structure members 12 is absorbed by the energy absorbing means. By absorbing, the bending strength of the column structure can be improved.

  For example, as shown in the front view of FIG. 7 and the enlarged view of FIG. 8, a notch 76 is formed on the side surface of the pillar structure member 12, and U-shaped lead as energy absorbing means is formed in the notch 76. A damper 78 may be provided to constitute the column structure 82. As shown in FIG. 8, the lead damper 78 is fixed to the side wall surface of the notch 76 with a bolt 80. The damper as the energy absorbing means may be formed of other materials as long as it can absorb energy accompanying shear deformation generated between the column structure members 12.

  Furthermore, in this embodiment, as shown to Fig.1 (a), although the example which comprised the joint member 14 and the some pillar structure member 12 was comprised, the joint member was shown. You may make it provide the constraining member to which the some column structure member 12 is joined and bundled between 14 and the edge part of the some column structure member 12, or the intermediate part of the some column structure member 12. FIG.

  If it does in this way, the bending rigidity of this part can be enlarged by bundling the some pillar structure member 12 by a restraint member. Further, by shortening the column structure member 12 by the amount of the restraining member, the bending rigidity of the column structure member 12 can be increased.

  For example, as shown in the perspective view of FIG. 9A, the column structure 86 may be configured by including the joint member 14, the plurality of column structure members 12, and the restraining member 84. . In the column structure 86, a restraining member 84 is provided between the joint member 14 and the ends of the plurality of column structure members 12.

  As shown in the perspective view of FIG. 9B which is an exploded view of the column structure, the restraining member 84 has a T-shaped planar shape substantially equal to the arrangement of the plurality of column structure members 12 and a predetermined height. It is a concrete block-like member having a precast concrete member integrated with the joint member 14. In addition, the plurality of columnar structural members 12 are bundled by joining the upper end portion to the restraining member 84 disposed above and joining the lower end portion to the restraining member 84 disposed below.

  As described above, when the restraining member 84 is provided between the joint member 14 and the end portions of the plurality of column structure members 12, a portion where a large bending moment is generated (near the end portions of the column structure members 12). Bending rigidity can be improved.

  In this example, between the joint member 14 arranged above and the upper end portions of the plurality of column structure members 12, and between the joint member 14 arranged below and the lower end portions of the plurality of column structure members 12. Although the restraining member 84 is provided on both of them, the restraining member 84 is formed between the joint member 14 disposed above and the upper end portions of the plurality of column structure members 12 and the joint member 14 disposed below. You may arrange | position in any one between the lower end parts of the some pillar structure member 12. FIG.

  In this example, the restraint member 84 is integrated with the joint member 14 to form a precast concrete member. However, the restraint member 84 and the joint member 14 are separate precast concrete members, and the column structure 86 is constructed. Sometimes, the restraining member 84 and the joint member 14 may be joined together.

  Further, for example, as shown in the perspective view of FIG. 10A, the column structure 90 is configured to include the joint member 14, the plurality of column structure members 12, and the restraining member 88. Also good. In the column structure 90, a restraining member 88 is provided at an intermediate portion of the plurality of column structure members 12.

  As shown in the perspective view of FIG. 10B which is an exploded view of the column structure 90, the restraining member 88 has a T-shaped planar shape substantially equal to the arrangement of the plurality of column structure members 12, and a predetermined height. It is a block-shaped precast concrete member having The plurality of column structure members 12 are divided into a column structure member 12C and a column structure member 12D, and the lower end portion of the column structure member 12C and the upper end portion of the column structure member 12D are joined to the restraining member 88. It is bundled by doing.

  Thus, when the restraining member 88 is provided in the middle part of the plurality of column structure members 12, when a bending moment is generated in the column structure 92 constituted by the plurality of column structure members 12, the adjacent columns By suppressing the shear deformation generated between the structural members 12 by the restraining member 88, the bending rigidity of the column structure 92 can be improved. The “intermediate portion of the column structure member 12” means a portion other than the end portion of the column structure member 12. In other words, the restraining member 88 may be provided in a portion other than the central portion in the longitudinal direction of the column structure member 12.

  Moreover, in this embodiment, as shown in FIG.2 (b) and FIG.3 (b), the joint member 14 and the some pillar structure member 12 are joined by the joining structure 48, and the joint member 14 and a beam member are joined. 20A and 20B are joined by the joint structure 24, and the joint member 14 and the beam member 22 are joined by the joint structure 40. However, the joint member 14, the beam members 20A, 20B, and 22 and the column are shown. The structural member 12 may be joined by any joining structure. Further, the joint member 14 and the beam members 20A, 20B, and 22 may be integrated members. For example, a column structure may be constructed by joining a plurality of column structure members 12 to the joint member 14 integrated with the beam members 20A and 20B at the site. Further, the beam members 20A, 20B, 22 and the joint member 14 may be formed of cast-in-place concrete.

  For example, the joint member 14 and the beam member 20B may be joined by cast-in-place concrete like a joining structure 94 shown in the front sectional view of FIG. In FIG. 11, the end of the beam rebar 34 provided on the joint member 14 and protruding from the end face of the joint member 14 and the end of the beam rebar 28B provided on the beam member 20B and protruding from the end face of the beam member 20B. Are connected by a joint 96, and concrete U is cast in place at a joint 98 between the end face of the joint member 14 and the end face of the beam member 20B, and the beam member 20B is joined to the joint member 14.

  Further, for example, a plurality of column structure members 12A and 12B may be joined to the joint member 14 by the joining structure 100 shown in the front cross-sectional views of FIGS. FIG. 12A shows a state before the plurality of columnar structural members 12A and 12B and the beam members 20A and 20B are joined to the joint member 14, and FIG. 12B shows the joint member. 14 shows a state in which a plurality of columnar structural members 12A and 12B and beam members 20A and 20B are joined.

  As shown to Fig.12 (a), the lower end part of the column reinforcement 52B provided in the column structure member 12B protrudes from the lower surface of the column structure member 12B. A hollow tube 102 is embedded in the upper end portion of the column structure member 12A so as not to protrude from the upper surface of the column structure member 12A. The hollow tube 102 is a plug-in joint that can be inserted without screwing the column reinforcing bars 52A and 52B. Further, the column structural members 12A and 12B are appropriately provided with shear reinforcement bars.

  As shown in FIG. 12B, the joining of the plurality of column structure members 12A and 12B to the joint member 14 is first performed between the upper end surface of the plurality of column structure members 12A and the lower surface of the joint member 14. The plurality of column structure members 12A are arranged so that the upper end surfaces of the plurality of column structure members 12A are opposed to the lower surface of the joint member 14, and the bottom end surfaces of the plurality of column structure members 12B are finished. The plurality of column structure members 12 </ b> B are arranged such that there are gaps S <b> 4 between the top surface of the mouth member 14 and the lower end surfaces of the plurality of column structure members 12 </ b> B are opposed to the top surface of the joint member 14. At this time, the lower end portion of the column reinforcing bar 52 </ b> B is inserted into the hole of the hollow tube 102 through the through hole 50.

  Next, grout G as a curing material is filled and cured in the gap S3, the hole of the hollow tube 102, the recess 56, the through hole 50, the gap S4, and the recess 54. Thereby, the lower end portion of the column reinforcing bar 52B is fixed to the through hole 50, and the lower end portion of the column reinforcing bar 52B is fixed to the hollow tube 102, and the column reinforcing bar 52A and the column reinforcing bar 52B are connected to each other through the hollow tube 102. The plurality of columnar structural members 12 </ b> A and 12 </ b> B are joined to the joint member 14 by being joined.

  Furthermore, in this embodiment, as shown in the cross-sectional plan view of FIG. 13A, an example in which a plurality of column structure members 12 are arranged adjacent to each other in a T shape in plan view is shown. The structural member 12 may be arranged in any way. For example, as shown in the plan sectional views of FIGS. 13B to 13D, the plurality of columnar structural members 12 may be arranged in an I shape, an L shape, and a cross shape in plan view. For example, a plurality of pillar structure members 12 are arranged in a cross shape in a plan view to constitute a middle pillar of a room, and a plurality of column structure members 12 are arranged in a T shape in a plan view to form a side pillar of the room. If it comprises and arrange | positions the some pillar structure member 12 in L shape by planar view and comprises the corner pillar of a room, wide room space can be ensured.

  Further, in the present embodiment, as shown in the plan cross-sectional view of FIG. 13A, an example in which the column structure member 12 is a member having a square structure cross-sectional shape is shown, but the column structure member is a rod-shaped member, It may be a plate-like member or a member in which a rod-like member and a plate-like member are integrated, or these members may be appropriately combined and arranged. For example, as shown in the plan sectional views of FIGS. 14A to 14E, the columnar structural member 12 that is a rod-shaped member, the columnar structural members 104 and 106 that are plate-shaped members, and the rod-shaped member and the plate-shaped member are integrated. A plurality of the pillar structure members 108 may be arranged in various combinations.

  Further, as shown in the perspective views of FIGS. 15A and 15B, a plurality of column structure members 110 and 112 having different lengths may be arranged adjacent to each other. FIG. 15A shows a state before the plurality of column structure members 110 and 112 are joined to the joint portion 114, and FIG. 15B shows a plurality of column structure members at the joint portion 114. The state where 110 and 112 are joined is shown.

  As shown in FIG. 15 (a), the column structure members 110 and 112 are precast concrete plate-like members, and the upper and lower ends of the column structure member 110 from the upper and lower end surfaces of the column structure member 112 when arranged adjacent to each other. The length is formed so that the portion protrudes.

  The joint 114 includes a beam member 116 made of a precast concrete having a regular quadrangular column shape and a beam member 118 made of a plate-like precast concrete, and has a gap slightly larger than the thickness of the column structure member 110. It is configured by joining the end portions of a pair of beam members 118 arranged to be open to the side surface of the beam member 116. Between the side surfaces of the pair of beam members 118 arranged at intervals, an insertion portion 120 into which an end portion of the column structure member 110 is inserted is formed.

  As shown in FIG. 15A, the joining of the plurality of pillar structure members 110 and 112 to the joint portion 114 is performed by moving the joint portion 114 downward from above to form the pillar structure member 110 (hereinafter “column”). The upper end portion of the structural member 110A ”is inserted into the insertion portion 120, and the beam members 116 and 118 are placed on the upper surface of the column structural member 112 (hereinafter referred to as“ column structural member 112A ”). The column structure members 110 and 112 (hereinafter referred to as “column structure members 110B and 112B”) are moved downward from above to insert the lower end portion of the column structure member 110B into the insertion portion 120, and the upper end of the column structure member 110A. And the lower end of the column structure member 110B, the upper end of the column structure member 112A and the lower end of the beam members 116 and 118, and the lower end of the column structure member 112B and the upper end of the beam members 116 and 118, respectively. It is done me.

  Further, the column structure member 12 and the restraining members 84 and 88 (see FIGS. 1A, 9A, and 10A) shown in the present embodiment are formed of high-strength concrete. Also good. In this way, since the moment of inertia of the pillar structures 10, 86, 90 can be increased, the bending rigidity of the column structures 10, 86, 90 can be increased. For example, if the column structure member 12 and the restraining members 84 and 88 are formed of high-strength fiber reinforced concrete, damage to the cover concrete can be suppressed, and a decrease in rigidity after bending cracking can be minimized. Moreover, the crushing phenomenon in the compression area | region which reached the compression yield state can be suppressed.

  Furthermore, in this embodiment, although the example which used the concrete structure as the column structure 10 was shown, you may apply the concrete structure of this embodiment as a beam structure. For example, as in the beam structure 122 shown in the perspective view of FIG. 16, a plurality of precast concrete beam structure members 124 that are arranged adjacent to each other in the horizontal direction and the left and right ends of the beam structure member 124 It is good also as a concrete structure comprised by having the joint member 14 as a joint part joined and bundled. The beam structural members 124 may be arranged adjacent to each other in the vertical direction, or may be arranged adjacent to each other in the horizontal direction and the vertical direction.

<Example 1>

  In the first embodiment, in the column structure 126 shown in the perspective view of FIG. 17C, when the column structure member 12 is formed of ordinary concrete and is not integrated (hereinafter referred to as “case 1”), When the column structure member 12 is formed of high-strength concrete and is not integrated (hereinafter referred to as “case 2”), when the column structure member 12 is formed of ordinary concrete and integrated (hereinafter referred to as “case 2”) , “Case 3”), and the case 1 in consideration of the rigid region expansion effect by the restraining member 128 (hereinafter referred to as “case 4”), It shows about the result of having compared rigidity.

  A column structure 126 shown in FIG. 17C includes five column structure members 12, a restraining member 128, and a joint portion 130, and has a joint portion 130 and five pillar structures arranged above. A restraining member 128 is provided between the upper end portion of the member 12. In other words, the restraining member 128 is integrally provided on the lower surface of the joint portion 130 disposed above, and the upper end portions of the five columnar structural members 12 are joined to the lower surface of the restraining member 128 and are disposed below. The lower end portions of the five columnar structural members 12 are joined to the upper surface of the mouth portion 130. Moreover, as shown in the plan sectional views of FIGS. 17A and 17B, the column structure member 12 is arranged in a cross shape in plan view, and the structure sectional shape of the column structure member 12 is a length of one side. The length is a square.

(1) Case 1

In the case 1 in which the five columnar structural members 12 shown in the plan sectional view of FIG. 17A are formed of ordinary concrete (for example, ordinary concrete having a concrete strength of 30 N / mm ² ) and are not integrated, moment of inertia of I ₁ pillar structure 126, the ^{_{I 1 = (a 4/12}} ) × 5 = 5a 4/12.

(2) Case 2

Case 2 in which the five columnar structural members 12 shown in the plan sectional view of FIG. 17A are made of high-strength concrete (for example, high-strength concrete having a concrete strength of 150 N / mm ² ) and are not integrated. The Young's modulus of the column structure 126 is proportional to the 1/3 power of the concrete strength, and is 1.7 times that of the column structure 126 of the case 1 (concrete strength is about 5 times). Therefore, in case 2, the second moment I ₂ of the pillar structure 126, the I ₂ = (5a ⁴ /12)×1.7.

(3) Case 3

As shown in the plan sectional view of FIG. 17B, in the case 3 in which the five columnar structural members 12 are integrated by the adhesive 58, the sectional secondary moment I ₃ of the columnar structure 126 is I ₃ = a ^{(a × (3a) 3/} 12) + ((a 4/12) × 2) = 29a 4/12.

(4) Case 4

It is assumed that the five columnar structural members 12 shown in the plan sectional view of FIG. 17A are not formed and integrated with high-strength concrete (for example, high-strength concrete having a concrete strength of 150 N / mm ² ), and further restrained. In the case 4 where the member 128 is formed of high-strength concrete (for example, high-strength concrete having a concrete strength of 150 N / mm ² ), the length from the upper end surface of the restraining member 128 to the lower end surface of the column structure member 12 The length h0 is 3.0 m, the length h1 from the upper end surface to the lower end surface of the restraining member 128 is 0.35 m, and the length h3 from the lower end surface of the restraining member 128 to the lower end surface of the column structure member 12 is 2.65 m. Then, the flexural rigidity of the pillar structure 126 is inversely proportional to the cube of the length h3, second moment I ₄ pillar structures 126, I ₄ = I ₂ × ( 0 / h3) a ³ = (5a ⁴ /12)×1.7×1.45.

Accordingly, since I ₃ > I ₄ > I ₂ > I ₁ , in order to increase the rigidity of the column structure 126, a restraining member 128 formed of high-strength concrete is provided, or the column structure member 12 is provided with high strength. It is preferable to form it with concrete, and it is more preferable to integrate the column structure member 12.

<Example 2>

  In Example 2, in the pillar structure 132 shown in the perspective view of FIG. 18C, when the pillar structure member 12 is formed of ordinary concrete and is not integrated (hereinafter referred to as “case 5”), When the column structure member 12 is formed of high-strength concrete and is not integrated (hereinafter referred to as “case 6”), when the column structure member 12 is formed of ordinary concrete and integrated (hereinafter referred to as “case 6”) , “Case 7”), and the case 5 in which the effect of expanding the rigid region by the restraining member 134 is taken into consideration (hereinafter referred to as “case 8”), It shows about the result of having compared rigidity.

  A column structure 132 shown in FIG. 18C is configured to include four column structure members 12, a restraining member 134, and a joint portion 136, and a joint portion 136 and four pillar structures disposed above. A restraining member 134 is provided between the upper end portion of the member 12. That is, the restraining member 134 is integrally provided on the lower surface of the joint portion 136 disposed at the upper side, and the upper ends of the four columnar structural members 12 are joined to the lower surface of the restraining member 134, and the work disposed at the lower side. The lower ends of the four columnar structural members 12 are joined to the upper surface of the mouth 136. Further, as shown in the plan sectional views of FIGS. 18A and 18B, the column structure member 12 is arranged in a T shape in plan view, and the structure sectional shape of the column structure member 12 is one side. The length is a square.

(1) Case 5

In the case 5 in which the four columnar structural members 12 shown in the plan sectional view of FIG. 18A are formed of ordinary concrete (for example, ordinary concrete having a concrete strength of 30 N / mm ² ) and are not integrated, second moment I ₅ around the x-axis of the pillar structure 132, the ^{_{I 5 = (a 4/12}} ) × 4 = a 4/3.

(2) Case 6

Case 6 in which the four columnar structural members 12 shown in the plan sectional view of FIG. 18A are made of high-strength concrete (for example, high-strength concrete having a concrete strength of 150 N / mm ² ) and are not integrated. The Young's modulus of the column structure 132 is proportional to the 1/3 power of the concrete strength, and is 1.7 times that of the column structure 132 of the case 5 (concrete strength is about 5 times). Therefore, in the case 6, the cross-sectional secondary moment I ₆ around the x-axis of the column structure 132 is I ₆ = (a ⁴ /3)×1.7.

(3) Case 7

As shown in the plan sectional view of FIG. 18B, in the case 7 in which the four column structure members 12 are integrated by the adhesive 58, the sectional second moment I around the x axis of the column structure 132 is obtained. _{7, I 7 = (a × (} 2a) 3/12) + (2a 2 × (a / 4) 2) + 2 × ((a 4/12) + a 2 × (a / 4) 2) = 13a 4 / 12.

(4) Case 8

Figure 18 (a) 4 pillars structural member 12 shown in the plan cross-sectional view of a high-strength concrete (e.g., concrete strength is high strength concrete of 150 N / mm ²⁾ and not integrated is formed by further constraining In the case 8 in which the member 134 is formed of high-strength concrete (for example, high-strength concrete having a concrete strength of 150 N / mm ² ), the length from the upper end surface of the restraining member 134 to the lower end surface of the column structure member 12 The length h0 is 3.0 m, the length h1 from the upper end surface to the lower end surface of the restraining member 134 is 0.35 m, and the length h3 from the lower end surface of the restraining member 134 to the lower end surface of the column structure member 12 is 2.65 m. Then, the flexural rigidity of the pillar structure 132 is inversely proportional to the cube of the length h3, second moment I ₈ pillar structure 132, I ₈ = I ₆ × ( 0 / h3) a ³ = (a ⁴ /3)×1.7×1.45.

Accordingly, since I ₇ > I ₈ > I ₆ > I ₅ , in order to increase the rigidity of the column structure 132, a restraining member 134 formed of high-strength concrete is provided, or the column structure member 12 is provided with high strength. It is preferable to form it with concrete, and it is more preferable to integrate the column structure member 12. As for the cross-sectional secondary moment around the y-axis of the column structure 132, as in the case of the cross-sectional secondary moment around the x-axis of the column structure 132, the column structures 132 of the column structure 132 in the order of cases 5, 6, 8, 7. Increases rigidity.

<Example 3>

  In Example 3, in the pillar structure 138 shown in the perspective view of FIG. 19 (c), when the pillar structure member 12 is formed of ordinary concrete and is not integrated (hereinafter referred to as “case 9”), When the column structure member 12 is formed of high-strength concrete and is not integrated (hereinafter referred to as “case 10”), when the column structure member 12 is formed of ordinary concrete and integrated (hereinafter referred to as “case 10”) , “Case 11”) and the case 9 in which the effect of expanding the rigid region by the restraining member 140 is taken into consideration (hereinafter referred to as “case 12”), It shows about the result of having compared rigidity.

  The column structure 138 shown in FIG. 19C is configured to include the three column structure members 12, the restraining member 140, and the joint portion 142, and the joint portion 142 and the three pillar structures arranged above. A restraining member 140 is provided between the upper end portion of the member 12. That is, the restraining member 140 is integrally provided on the lower surface of the joint portion 142 disposed at the upper side, and the upper ends of the three columnar structure members 12 are joined to the lower surface of the restraining member 140, and the work disposed at the lower side. The lower end portions of the three columnar structural members 12 are joined to the upper surface of the mouth portion 142. Further, as shown in the plan sectional views of FIGS. 19A and 19B, the column structure member 12 is arranged in an L shape in plan view, and the structure sectional shape of the column structure member 12 is one side. The length is a square.

(1) Case 9

Figure 19 three pillars structural member 12 shown in the plan cross-sectional view of (a) is usually concrete (e.g., concrete strength is usually concrete 30 N / mm ²⁾ is formed by, in a case 9 was not integrated, x axis of the second moment I ₉ pillar structure 138, the ^{_{I 9 = 3a 4/12 =}} a 4/4.

(2) Case 10

Case 10 in which the three columnar structural members 12 shown in the plan sectional view of FIG. 19A are made of high-strength concrete (for example, high-strength concrete having a concrete strength of 150 N / mm ² ) and are not integrated. The Young's modulus of this column structure 138 is proportional to the 1/3 power of the concrete strength, and is 1.7 times that of the column structure 138 of the case 9 (concrete strength is about 5 times). Therefore, in the case 10, the cross-sectional secondary moment I ₁₀ around the x-axis of the column structure 138 is I ₁₀ = (a ⁴ /4)×1.7.

(3) Case 11

As shown in the plan sectional view of FIG. 19B, in the case 11 in which the three column structure members 12 are integrated by the adhesive 58, the sectional second moment I around the x axis of the column structure 138 is obtained. _{11, I 11 = (a × (} 2a) 3/12) + (2a 2 × (a / 6) 2) + (a 4/12) × (a 2 × (a / 3) 2) = 11a 4 / 12.

(4) Case 12

Figure 19 (a) 3 pillars structural member 12 shown in the plan cross-sectional view of a high-strength concrete (e.g., concrete strength is high strength concrete of 150 N / mm ²⁾ and not integrated is formed by further constraining In the case 12 in which the member 140 is made of high-strength concrete (for example, high-strength concrete having a concrete strength of 150 N / mm ² ), the length from the upper end surface of the restraining member 140 to the lower end surface of the column structure member 12 The length h0 is 3.0 m, the length h1 from the upper end surface to the lower end surface of the restraining member 140 is 0.35 m, and the length h3 from the lower end surface of the restraining member 140 to the lower end surface of the column structure member 12 is 2.65 m. Then, the flexural rigidity of the pillar structure 138 is inversely proportional to the cube of the length h3, second moment I ₁₂ pillar structures 138, I ₁₂ = I ₁₀ A ^{(h0 / h3) 3 = (} a 4 /4)×1.7×1.45.

Accordingly, since I ₁₁ > I ₁₂ > I ₁₀ > I ₉ , in order to increase the rigidity of the column structure 138, a restraining member 140 formed of high-strength concrete is provided, or the column structure member 12 is provided with high strength. It is preferable to form it with concrete, and it is more preferable to integrate the column structure member 12.

  As mentioned above, although embodiment of this invention was described, this invention is not limited to such embodiment at all, Of course, in the range which does not deviate from the summary of this invention, it can implement in a various aspect.

10, 10A, 10B, 86, 90, 126, 132, 138 Column structure (concrete structure)
12, 104, 106, 108, 110A, 110B, 112A, 112B Column structural member (structural member)
14 Joint member (joint part)
58 Adhesive (connecting means)
66, 68 Cotter member (connecting member)
78 Lead damper (energy absorption means)
84, 88, 128, 134, 140 Restraint members 114, 130, 136, 142 Joint 122 Beam structure (concrete structure)
124 Beam structural members (structural members)

Claims (3)

A plurality of structural members made of precast concrete arranged next to each other;
The end portion of the plurality of structural members is joined, and a joint portion for bundling the plurality of structural members;
Concrete structure with   2. The concrete structure according to claim 1, further comprising a restraining member provided between the joint portion and an end of the structural member or in an intermediate portion of the structural member, wherein the plurality of structural members are joined and bundled. object.   The concrete structure according to claim 1 or 2, wherein a connecting means for connecting the adjacent structural members or an energy absorbing means is provided between the adjacent structural members.

Images